HomeMy WebLinkAbout1205 Rook Dr Technical - Building
TECHNICAL
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319 s. peabody, sUite b; port angeles, wa 98362
360.452.6116/ fax 360.452.7064
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Project No.
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LINDBER
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319 S. Peabody, Suite B., Port Angeles, W A 98362
360.452.6116/ fax 360.452.7064
contact(a),lindarch.com / www.1indarch.com
Project: .D,tr. m~~~cr ~
Subject:
Date:
Project No.
By: CJ:M,
Sheet t. of
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Multi-Loaded Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:12:03 AM
Proiect: DCMARGENE2 - Location: ROOF 1
Summary:
5.125 IN x 18.0 IN x 16.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 25.2% Controlling Factor: Section Modulus / Depth Required 16.09 In
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Camber Required:
Center Span Left End Reactions (Support A):
Live Load:
Dead Load:
Total Load:
BearinQ LenQth Required (Beam only. support capacity not checked):
Center Span RiQht End Reactions (Support B):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only. support capacity not checked):
Beam Data:
Center Span LenQth:
Center Span Unbraced LenQth-Top of Beam:
Center Span Unbraced Length-Bottom of Beam:
Live Load Duration Factor:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Center Span Loading:
Uniform Load:
Live Load:
Dead Load:
Beam Self Weight:
Total Load:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
RiQht Live Load:
RiQht Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
RiQht Live Load:
Ri~ht Dead Load:
Load Start:
Load End:
Load Len~th:
Properties For: 24F-V4- Visually Graded Western Species
Bendin~ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Bendin~ Stress of Compo Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.99
Fv':
DLD-Center=
LLD-Center=
TLD-Center=
C=
LL-Rxn-A=
DL-Rxn-A=
TL-Rxn-A=
BL-A=
LL-Rxn-B=
DL-Rxn-B=
TL-Rxn-B=
BL-B=
L2=
Lu2-Top=
Lu2-Bottom=
Cd=
U
U
wL-2=
wD-2=
BSW=
wT-2=
PL 1-2=
PD1-2=
X1-2=
TRL-Left-1-2=
TRD-Left-1-2=
TRL-Ri~ht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
TRL-Left-2-2=
TRD-Left-2-2=
TRL-Ri~ht-2-2=
TRD-Right-2-2=
A-2-2=
B-2-2=
C-2-2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
Fb'=
Fv'=
Adjustment Factors: Cd=1.00
Design Requirements:
Controllin~ Moment:
7.84 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controllin~ Shear:
At a distance d from riQht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
M=
Sreq=
S=
Areq=
A=
0.14 IN
0.30 IN = U633
0.44 IN = U435
0.21 IN
5566 LB
2576 LB
8142 LB
2.44 IN
7390 LB
3353 LB
10743 LB
3.22 IN
16.0 FT
2.0 FT
16.0 FT
1.00
360
240
70
30
22
122
2246
980
5.5
.840
360
840
360
5.5
16.0
10.5
140
60
140
60
0.0
5.5
5.5
2400
190
1800000
1600000
650
1200
2368
PLF
PLF
PLF
PLF
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
PSI
190 PSI
43635 FT-LB
8839 LB
221.11 IN3
276.75 IN3
69.78 IN2
92.25 IN2
V=
PaQe:2
Multi-Loaded Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith. Lindberg & Smith on: 05-18-2006 : 10:12:03 AM
Project: DCMARGENE2 - Location: ROOF 1
Moment of Inertia (Deflection): Ireq= 1416.30 IN4
1= 2490.75 IN4
Roof Beam[ 2000 International Buildinq Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:13:09 AM
Proiect: DCMARGENE2- Location: ROOF 2
Summary:
3.5 IN x 5.5 IN x 3.0 FT / #2 - Douqlas Fir-Larch (North) - Dry Use
Section Adequate By: 52.4% Controlling Factor: Area / Depth Required 4.0 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loadinq:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Tributary Width-Side Two:
Roof Duration Factor:
Beam Self Weiqht:
Slope/Pitch Adjusted Lenqths and Loads:
Adjusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Douqlas Fir-Larch (North)
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.30
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladi=
wL=
wD adj=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adiustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment:
1.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
SreQ=
S=
AreQ=
A=
IreQ=
1=
M=
0.01 IN
0.01 IN = L/2578
0.02 IN = U1751
892 LB
421 LB
1314 LB
0.60 IN
3.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
17.0 FT
35.0 PSF
15.0 PSF
0.0 FT
1.15
5 PLF
3.0 FT
595 PLF
281 PLF
876 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1268 PSI
109 PSI
985 FT-LB
920 LB
9.33 IN3
17.65 IN3
12.63 IN2
19.25 IN2
4.99 IN4
48.53 IN4
V=
Roof Beam[ 2000 International Buildinq Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:13:48 AM
Project: DCMARGENE2 - Location: ROOF 3
Summary:
3.5 IN x 9.25 IN x 6.0 FT / #2 - Douqlas Fir-Larch (North) - Dry Use
Section Adequate By: 5.4% Controlling Factor: Area / Depth Required 8.82 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loadinq:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Tributary Width-Side Two:
Roof Duration Factor:
Beam Self Weiqht:
Slope/Pitch Adjusted Lenqths and Loads:
Adjusted Beam Lenqth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Douqlas Fir-Larch (North)
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.20
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladj=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment:
3.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllinq Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
M=
0.02 IN
0.05 IN = U1372
0.08 IN = U929
1995 LB
950 LB
2945 LB
1.35 IN
6.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
17.0 FT
35.0 PSF
15.0 PSF
2.0 FT
1.15
8 PLF
6.0 FT
665 PLF
317 PLF
982 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1169 PSI
109 PSI
4417 FT-LB
2238 LB
45.34 IN3
49.91 IN3
30.73 IN2
32.38 IN2
44.72 IN4
230.84 IN4
V=
Multi-Loaded Beam[ 2000 International Buildin~ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith. Lindberg & Smith on: 05-18-2006 : 10:19:55 AM
Project: DCMARGENE2 - Location: ROOF 4
Summary:
5.5 IN x 11.5 IN x 3.0 FT 1#2 - Dou~las Fir-Larch (North) - Dry Use
Section Adequate By: 24.1 % Controlling Factor: Area I Depth Required 9.27 In
Center Span Deflections:
Dead Load: DLD-Center=
Live Load: LLD-Center=
Total Load: TLD-Center=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearin~ Len~th Required (Beam only. support capacity not checked): BL-A=
Center Span Ri~ht End Reactions (Support B):
Live Load: LL-Rxn-B=
Dead Load: DL-Rxn-B=
Total Load: TL-Rxn-B=
Bearing Length Required (Beam only, support capacity not checked): BL-B=
Beam Data:
Center Span Len~th: L2=
Center Span Unbraced Len~th-Top of Beam: Lu2-Top=
Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom=
Live Load Duration Factor: Cd=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria: U
Center Span Loading:
Uniform Load:
Live Load: wL-2= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 15 PLF
Total Load: wT-2= 15 PLF
Point Load 1
Live Load: PL 1-2= 3068 LB
Dead Load: PD1-2= 1781 LB
Location (From left end of span): X1-2= 1.75 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 595 PLF
Left Dead Load: TRD-Left-1-2= 255 PLF
Ri~ht Live Load: TRL-Ri~ht-1-2= 595 PLF
Ri~ht Dead Load: TRD-Right-1-2= 255 PLF
Load Start: A-1-2= 1.75 FT
Load End: B-1-2= 3.0 FT
Load Len~th: C-1-2= 1.25 FT
Properties For: #2- Dou~las Fir-Larch (North)
Bendin~ Stress: Fb= 875 PSI
Shear Stress: Fv= 85 PSI
Modulus of Elasticity: E= 1300000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 874 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.00
Fv':
Fv'=
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
1.74 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
ControllinQ Shear:
At a distance d from ri~ht support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
M=
V=
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
IreQ=
1=
0.00 IN
0.00 IN = U9955
0.01 IN = U6340
1433 LB
832 LB
2265 LB
0.66 IN
2378 LB
1314 LB
3693 LB
1.07 IN
3.0 FT
2.0 FT
3.0 FT
1.00
360
240
85 PSI
3918 FT-LB
2888 LB
53.81 IN3
121.23 IN3
50.96 IN2
63.25 IN2
26.39 IN4
697.07 IN4
Roof Beam[ 2000 International Buildin~ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:20:53 AM
Project: DCMARGENE2 - Location: ROOF 5
Summary:
3.5 IN x 5.5 IN x 7.0 FT 1#2 - Dou~las Fir-Larch (North) - Dry Use
Section Adequate By: 16.7% Controlling Factor: Section Modulus I Depth Required 5.09 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loadin~:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Tributary Width-Side Two:
Roof Duration Factor:
Beam Self Wei~ht:
Slope/Pitch Adjusted Len~ths and Loads:
Adjusted Beam Len~th:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Dou~las Fir-Larch (North)
Bendin~ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.30
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladj=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controllin~ Moment:
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllin~ Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
M=
0.06 IN
0.12 IN = U690
0.18 IN = L/463
612 LB
301 LB
913 LB
0.42 IN
7.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
4.0 FT
35.0 PSF
15.0 PSF
1.0 FT
1.15
5 PLF
7.0 FT
175 PLF
86 PLF
261 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1268 PSI
109 PSI
1598 FT-LB
804 LB
15.12 IN3
17.65 IN3
11.03 IN2
19.25 IN2
18.88 IN4
48.53 IN4
V=
i--U---
Roof Beam[ 2000 International BuildinQ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:21 :38 AM
Project: DCMARGENE2 - Location: ROOF 6
Summary:
3.5 IN x 7.25 IN x 4.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 34.7% Controlling Factor: Area / Depth Required 5.64 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof LoadinQ:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Tributary Width-Side Two:
Roof Duration Factor:
Beam Self WeiQht:
Slope/Pitch Adjusted LenQths and Loads:
Adjusted Beam LenQth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- DouQlas Fir-Larch (North)
BendinQ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.30
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladj=
wL=
wD adj=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment:
2.0 ft from left support
Critical moment created by combining all dead and live loads.
ControllinQ Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
M=
0.01 IN
0.02 IN = L/2229
0.03 IN = U1513
1330 LB
630 LB
1960 LB
0.90 IN
4.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
17.0 FT
35.0 PSF
15.0 PSF
2.0 FT
1.15
6 PLF
4.0 FT
665 PLF
315 PLF
980 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1267 PSI
109 PSI
1960 FT-LB
1372 LB
18.56 IN3
30.66 IN3
18.84 IN2
25.38 IN2
13.23 IN4
111.15 IN4
V=
.
Roof Beam[ 2000 International BuildinQ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 10:22: 11 AM
Proiect: DCMARGENE2 - Location: ROOF 7
Summary:
3.5 IN x 5.5 IN x 6.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 32.7% Controlling Factor: Section Modulus / Depth Required 4.77 In
Deflections:
Dead Load: DLD= 0.04 IN
Live Load: LLD= 0.08 IN = U913
Total Load: TLD= 0.12 IN = U614
Reactions (Each End):
Live Load: LL-Rxn= 630 LB
Dead Load: DL-Rxn= 307 LB
Total Load: TL-Rxn= 937 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.43 IN
Beam Data:
Span: L= 6.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof: RP= 5 : 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: U 180
Roof LoadinQ:
Roof Live Load-Side One: LL1= 35.0 PSF
Roof Dead Load-Side One: DL1= 15.0 PSF
Tributary Width-Side One: TW1= 4.0 FT
Roof Live Load-Side Two: LL2= 35.0 PSF
Roof Dead Load-Side Two: DL2= 15.0 PSF
Tributary Width-Side Two: TW2= 2.0 FT
Roof Duration Factor: Cd= 1.15
Beam Self WeiQht: BSW= 5 PLF
Slope/Pitch Adjusted LenQths and Loads:
Adjusted Beam LenQth: Ladj= 6.0 FT
Beam Uniform Live Load: wL= 210 PLF
Beam Uniform Dead Load: wD_adi= 102 PLF
Total Uniform Load: wT= 312 PLF
Properties For: #2- DouQlas Fir-Larch (North)
BendinQ Stress: Fb= 850 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity: E= 1600000 PSI
Stress Perpendicular to Grain: Fc_perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1268 PSI
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.30
Fv': Fv'= 109 PSI
Adjustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment: M= 1405 FT-LB
3.0 ft from left support
Critical moment created by combining all dead and live loads.
ControllinQ Shear: V= 805 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 13.29 IN3
S= 17.65 IN3
Area (Shear): Areq= 11.06 IN2
A= 19.25 IN2
Moment of Inertia (Deflection): Ireq= 14.22 IN4
1= 48.53 IN4
.. -
Roof Beam[ 2000 International Buildin~ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006: 10:23:44 AM
Project: OCMARGENE2 - Location: ROOF 8
Summary:
3.5 IN x 7.25 IN x 9.0 FT 1#2 - Dou~las Fir-Larch (North) - Dry Use
Section Adequate By: 51.4% Controlling Factor: Section Modulus I Depth Required 5.89 In
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End):
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only, support capacity not checked):
Beam Data:
Span:
Maximum Unbraced Span:
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Roof Loadin~:
Roof Live Load-Side One:
Roof Dead Load-Side One:
Tributary Width-Side One:
Roof Live Load-Side Two:
Roof Dead Load-Side Two:
Tributary Width-Side Two:
Roof Duration Factor:
Beam Self Wei~ht:
Slope/Pitch Adjusted Len~ths and Loads:
Adjusted Beam Len~th:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Dou~las Fir-Larch (North)
Bendin~ Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendicular to Grain:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.30
DLD=
LLD=
TLD=
LL-Rxn=
DL-Rxn=
TL-Rxn=
BL=
L=
Lu=
RP=
U
U
LL1=
DL1=
TW1=
LL2=
DL2=
TW2=
Cd=
BSW=
Ladj=
wL=
wD adj=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment:
4.5 ft from left support
Critical moment created by combining all dead and live loads.
Controllin~ Shear:
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
0.06
0.12
0.18
630
320
950
0.43
9.0
2.0
5
240
180
35.0
15.0
4.0
35.0
15.0
0.0
1.15
6
9.0
140
71
211
850
95
1600000
625
1267
IN
IN = U929
IN = U616
LB
LB
LB
IN
FT
FT
: 12
PSF
PSF
FT
PSF
PSF
FT
PLF
FT
PLF
PLF
PLF
PSI
PSI
PSI
PSI
PSI
109 PSI
M=
2138 FT-LB
V=
20.25 IN3
30.66 IN3
11 .48 I N2
25.38 IN2
32.47 IN4
111.15 IN4
836 LB