HomeMy WebLinkAbout1207 Rook Dr Technical - Building
TECHNICAL
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Project No.
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319 s. peabody, sUite b; port angeles, wa 98362
360.452.6116/ fax 360.452.7064
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LINDBER
ARC H 1/ C T S
319 S. Peabody, Suite B., Port Angeles, W A 98362
360.452.6116/ fax 360.452.7064
contactrallindarch.com / www.1indarch.com
Project: De-.. (VI. A1241:fJtA:::r ~
Subject:
Date:
Project No.
By:
Sheet ~
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SHEAR WALL SUMMARY
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II ALLOFIT/FIRMINFO/FORMS/SHEAR W AL
Multi-Loaded Beamf 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 2:55:53 PM
Proiect: DCMARGENE 3 - 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: 88.4% Controlling Factor: Section Modulus / Depth Required 13.11 In
Center Span Deflections:
Dead Load: OLD-Center-
Live Load: LLD-Center=
Total Load: TLD-Center=
Camber Required: C=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
BearinQ LenQth Required (Beam only, support capacity not checked): BL-A=
Center Span RiQht 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 LenQth: L2=
Center Span Unbraced LenQth-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= 70 PLF
Dead Load: wD-2= 30 PLF
Beam Self Weight: BSW= 22 PLF
Total Load: wT-2= 122 PLF
Point Load 1
Live Load: PL 1-2= 2275 LB
Dead Load: PD1-2= 992 LB
Location (From left end of span): X1-2= 5.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 455 PLF
Left Dead Load: TRD-Left-1-2= 195 PLF
RiQht Live Load: TRL-RiQht-1-2= 455 PLF
RiQht Dead Load: TRD-Right-1-2= 195 PLF
Load Start: A-1-2= 5.0 FT
Load End: B-1-2= 16.0 FT
Load LenQth: C-1-2= 11.0 FT
Properties For: 24F-V4- Visually Graded Western Species
Bendinq Stress: Fb= 2400 PSI
Shear Stress: Fv= 190 PSI
Modulus of Elasticity: Ex= 1800000 PSI
Ey= 1600000 PSI
Stress Perpendicular to Grain: Fe perp= 650 PSI
Bendinq Stress of Compo Face in Tension: Fb_cpr= 1200 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2368 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.99
Fv':
Fv'=
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
7.36 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 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):
M=
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
I
L_____
V=
0.09 IN
0.20 IN = U956
0.29 IN = U651
0.14 IN
3845 LB
1839 LB
5683 LB
1.71 IN
4555 LB
2137 LB
6693 LB
2.01 IN
16.0 FT
2.0 FT
16.0 FT
1.00
360
240
190 PSI
28993 FT-LB
5580 LB
146.91 IN3
276.75 IN3
44.05 IN2
92.25 IN2
938.05 IN4
2490.75 IN4
Roof Beamf 2000 International BuildinQ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 2:58:19 PM
Project: DCMARGENE 3 - Location: ROOF 2
Summary:
3.5 IN x 9.25 IN x 10.5 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 21.8% Controlling Factor: Section Modulus / Depth Required 8.38 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:
Adiusted 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=
Ladi=
wL=
wD adi=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment:
5.25 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):
M=
Sreq=
S=
Areq=
A=
Ireq=
1=
V=
0.07 IN
0.14 IN = U884
0.21 IN = U587
1011 LB
511 LB
1521 LB
0.70 IN
10.5 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
3.5 FT
1.15
8 PLF
10.5 FT
193 PLF
97 PLF
290 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1169 PSI
109 PSI
3993 FT-LB
1308 LB
40.99 IN3
49.91 IN3
17.96 IN2
32.38 IN2
70.74 IN4
230.84 IN4
Roof Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 2:59:54 PM
Project: DCMARGENE 3 - Location: ROOF 3
Summary:
5.5 IN x 9.25 IN x 7.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 26.9% Controlling Factor: Section Modulus / Depth Required 8.21 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=1.00
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:
3.5 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):
M=
Sreq=
S=
Areq=
A=
Ireq=
1=
V=
0.03 IN
0.07 IN = U1289
0.10 IN = U868
1991 LB
967 LB
2958 LB
0.86 IN
7.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
14.25 FT
1.15
12 PLF
7.0 FT
569 PLF
276 PLF
845 PLF
875 PSI
85 PSI
1300000 PSI
625 PSI
1005 PSI
98 PSI
5177 FT-LB
2307 LB
61.82 IN3
78.43 IN3
35.41 IN2
50.88 IN2
75.25 IN4
362.75 IN4
Multi-Loaded Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 3:02:24 PM
Project: DCMARGENE 3 - Location: ROOF 4
Summary:
5.125 IN x 9.0 IN x 7.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 24.2% Controlling Factor: Area / Depth Required 7.41 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 LenQth:
Properties For: 24F-V4- Visually Graded Western Species
BendinQ Stress:
Shear Stress:
Modulus of Elasticity:
DLD-Center=
LLD-Center=
TLD-Center=
C=
0.05 IN
0.09 IN = U894
0.14 IN = U598
0.07 IN
3168 LB
1613 LB
4780 LB
1.43 IN
2662 LB
1267 LB
3928 LB
1.18 IN
7.0 FT
2.0 FT
7.0 FT
1.00
360
240
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=
70
30
11
111
2844
1521
2.0
499
214
499
214
2.0
7.0
5.0
PLF
PLF
PLF
PLF
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PSI
PSI
PSI
PSI
PSI
PSI
PSI
PL 1-2=
PD1-2=
X1-2=
TRL -Left-1-2=
TRD-Left-1-2=
TRL-RiQht-1-2=
TRD-Right-1-2=
A-1-2=
B-1-2=
C-1-2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
2400
190
1800000
1600000
650
1200
Stress Perpendicular to Grain:
BendinQ Stress of Compo Face in Tension:
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd=1.00 CI=1.00
Fb'=
2395
Fv':
Fv'=
190 PSI
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
2.24 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 left 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=
9361 FT-LB
4702 LB
46.89 IN3
69.19 IN3
37.12 IN2
46.13 IN2
125.41 IN4
311.34 IN4
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
Area (Shear):
Moment of Inertia (Deflection):
Roof Beamr 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 3:05:09 PM
Proiect: DCMARGENE 3 - Location: ROOF 5
Summary:
5.5 IN x 9.5 IN x 6.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 81.4% Controlling Factor: Area / Depth Required 7.04 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=1.00
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'=
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
0.03 IN = U2218
0.05 IN = U1492
1706 LB
830 LB
2537 LB
0.74 IN
6.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
14.25 FT
1.15
13 PLF
6.0 FT
569 PLF
277 PLF
846 PLF
875 PSI
85 PSI
1300000 PSI
625 PSI
1005 PSI
98 PSI
3805 FT-LB
1877 LB
45.44 IN3
82.73 IN3
28.80 IN2
52.25 IN2
47.41 IN4
392.96 IN4
V=
Roof Beamr 2000 International BuildinQ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 3:05:29 PM
Project: DCMARGENE 3 - Location: ROOF 6
Summary:
3.5 IN x 5.5 IN x 3.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 59.4% Controlling Factor: Area / Depth Required 3.91 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:
Adiusted 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):
Sreq=
S=
Areq=
A=
Ireq=
1=
Area (Shear):
Moment of Inertia (Deflection):
M=
0.01 IN
0.01 IN = U2697
0.02 IN = U1832
853 LB
403 LB
1256 LB
0.57 IN
3.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
14.25 FT
1.15
5 PLF
3.0 FT
569 PLF
269 PLF
837 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1268 PSI
109 PSI
942 FT-LB
879 LB
8.92 IN3
17.65 IN3
12.07 IN2
19.25 IN2
4.77 IN4
48.53 IN4
V=
Multi-Loaded Beam[ 2000 International Buildinq Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 3:07:43 PM
Proiect: DCMARGENE 3 - Location: ROOF 7
Summary:
5.125 IN x 9.0 IN x 6.0 FT /24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 21.2% Controlling Factor: Section Modulus / Depth Required 8.17 In
Center Span Deflections:
Dead Load: DLD-Center=
Live Load: LLD-Center=
Total Load: TLD-Center=
Camber Required: C=
Center Span Left End Reactions (Support A):
Live Load: LL-Rxn-A=
Dead Load: DL-Rxn-A=
Total Load: TL-Rxn-A=
Bearinq Lenqth Required (Beam only, support capacity not checked): BL-A=
Center Span Riqht 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 Lenqth: L2=
Center Span Unbraced Lenqth-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= 70 PLF
Dead Load: wD-2= 30 PLF
Beam Self Weight: BSW= 11 PLF
Total Load: wT-2= 111 PLF
Point Load 1
Live Load: PL 1-2= 3938 LB
Dead Load: PD1-2= 1916 LB
Location (From left end of span): X1-2= 2.5 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 657 PLF
Left Dead Load: TRD-Left-1-2= 282 PLF
Riqht Live Load: TRL-Riqht-1-2= 657 PLF
Riqht Dead Load: TRD-Right-1-2= 282 PLF
Load Start: A-1-2= 2.5 FT
Load End: B-1-2= 6.0 FT
Load Lenqth: C-1-2= 3.5 FT
Properties For: 24F-V4- Visually Graded Western Species
Bendinq Stress: Fb= 2400 PSI
Shear Stress: Fv= 190 PSI
Modulus of Elasticity: Ex= 1800000 PSI
Ey= 1600000 PSI
Stress Perpendicular to Grain: Fe perp= 650 PSI
Bendinq Stress of Compo Face in Tension: Fb_cpr= 1200 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2395 PSI
Adjustment Factors: Cd=1.00 CI=1.00
Fv':
Fv'=
Adiustment Factors: Cd=1.00
Design Requirements:
Controllinq Moment:
2.52 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 left 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=
0.04 IN
0.08 IN = U926
0.11 IN = U628
0.06 IN
3178 LB
1529 LB
4707 LB
1.41 IN
3480 LB
1621 LB
5101 LB
1.53 IN
6.0 FT
2.0 FT
6.0 FT
1.00
360
240
190 PSI
11391 FT-LB
4627 LB
57.07 IN3
69.19 IN3
36.53 IN2
46.13 IN2
121.03 IN4
311.34 IN4
Roof Beamf 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006 : 3:08:26 PM
Project: DCMARGENE 3 - Location: ROOF 8
Summary:
5.5 IN x 9.5 IN x 11.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 43.0% Controlling Factor: Section Modulus / Depth Required 7.94 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=1.00
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'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment:
5.5 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):
M=
Sreq=
S=
Areq=
A=
Ireq=
1=
l
V=
0.07 IN
0.14 IN = U975
0.21 IN = U639
1155 LB
606 LB
1761 LB
0.51 IN
11.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
4.0 FT
1.15
13 PLF
11.0 FT
210 PLF
110 PLF
320 PLF
875 PSI
85 PSI
1300000 PSI
625 PSI
1005 PSI
98 PSI
4843 FT-LB
1515 LB
57.84 IN3
82.73 IN3
23.24 IN2
52.25 IN2
110.63 IN4
392.96 IN4
Multi-Loaded Beamr 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-18-2006: 3:09:44 PM
Project: DCMARGENE 3 - Location: ROOF 9
Summary:
3.5 IN x 7.25 IN x 3.0 FT 1#2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 41.6% Controlling Factor: Area I Depth Required 5.76 In
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
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):
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=1.00 CI=1.00 Cf=1.30
DLD-Center=
LLD-Center=
TLD-Center=
0.00 IN
0.01 IN = U3359
0.02 IN = U2334
2578 LB
1128 LB
3707 LB
1.69 IN
1062 LB
467 LB
1529 LB
0.70 IN
3.0 FT
2.0 FT
3.0 FT
1.00
360
240
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=
PLF
PLF
PLF
PLF
LB
LB
FT
PSI
PSI
PSI
PSI
PSI
PSI
455
195
6
656
2275
992
0.5
PL 1-2=
PD1-2=
X1-2=
Fb=
Fv:::
E:::
Fc_perp:::
850
95
1600000
625
Fb':::
1102
95
Fv':
Fv':::
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
0.66 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 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):
M:::
1781 FT-LB
1135 LB
19.39 IN3
30.66 IN3
17.92 IN2
25.38 IN2
11.91 IN4
111.15 IN4
V=
Sreq=
S=
Areq=
A=
Ireq=
I:::
Area (Shear):
Moment of Inertia (Deflection):