HomeMy WebLinkAbout1310 Forest Trail 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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LINDBER ~~tfrrH
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319 S. Peabody, Suite B., Port Angeles, W A 98362
360.452.6116/ fax 360.452.7064
contactlaJ,lindarch.com / www.lindarch.com
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Subject:
Date:
Project No.
By:
Sheet 'L,
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SHEAR WALL SUMMARY
W L H V V/L SW VH- WL/2 POST HOLD DOWN
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VALLOFIT/FIRMlNFO/FORMS/SHEARW AL
y-
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A. PLYWOOD OR O.S.B. SHEAR WALLS
1. MAXIMUM SHEAR = 250 P.L.F.
USE y,;" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH- 8d NAILS AT 6"
O.C. FOR FRAMING. USE OF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS AT
32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL. SEE FRAMING/SHEAR WALt PLANS.
2, MAXIMUM SHEAR = 315 P.L.F. .
USE y,;" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5"
O.C. FOR FRAMING, USE DF NO.2. PROVIDE~" DIAMETER ANCHOR BOLTS AT
32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH
END OF THE WALL. SEE FRAMING/SHEAR WALL PLANS.
3. MAXIMUM SHEAR = 375 P.L.F.
USE ~" SHEATIN~ - ONE SIDE OF WALL. NAIL ALL EDGES WlrH 8d NAILS AT 4"
o.C. FOR FRAMING, USE 3X OF NO.2. PROVIDE W DIAMETER ANCHOR BOLTS
AT 2{' O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR .TIE DOWNS AT
EACH END OF THE WALL, SEE FRAMING/SHEAR WALL PLANS.
4. MAXIMUM SHEAR = 490 P.L.F.
USE y,;" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"
O:C. FOR FRAMING, USE 3X OF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOl...TS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL. SEE
FRAMING/SHEAR WALL PLANS.
5. MAXIMUM SHEAR = 560 P.L.F.
USE~" SHEATING - ONE SIDE OF WALL. NAIL All EDGES WITH 10d'NAILS AT 3" .
O.C. FOR FRAMING. U$E 3X OF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH P!-A TES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24" O.C. MAXIMUM SPACiNG AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WAll PLANS.
MAXIMUM SHEAR = 685 P.L.F.
USE ~" SHEA TING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
21/2" O.C. STAGC?ERED: FOR FRAMING. USE 3X OF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, SOL T THROUGH BOTH PLATES WITH ANCHOR BOLTS. '
PROVIDE 5/8" DIAMETER ANCHOR . BOLTS AT 20'~ O.C. MAXIMUM SPACING AT THE
.. FOUNDATION. FOR TIE DOWNS AT EACH ENO OF THE WALL. SEE '
FRAMING/SHEAR WALL PLANS. .
6.
7.
.MAXIMUM SHEAR = 770 P.l.F. .
USE}1z" SHEArING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" O.C. STAGGERED. FOR FRAMING. USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED. BOLT THROUGH BOTH PLATESWITH.ANCHOR BOLTS.
f:lROVIDE 5(8" DIAMETER ANCHOR BOLTS AT 18" O.C. MAXIMUM SPACING AT THE
FouNDATION. FOR TIE DOWNS AT EACH END OF THE.WALL. SEE .
. FRAMING/SHEAR WALL PLANS.
'.
I
12.
8.
MAXIMUM SHEAR = 870 P.L.F.
USE ~" SHEA TING...., BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
31/2" O.C. FOR FRAMING, USE3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED,BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 314"
DIAMETER ANCHOR BOLTS AT 20" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
9.
MAXIMUM SHEAR = 980 P.L.F.
USE W' SHEATING - BOTH SIDE OF WALL. NAIL All EDGES WITH 8d NAILS AT
3" O.C. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM PLATES ARE
REQUIRED, BOLT THROUGH BOTH PLATES"WITH ANCHOR BOLTS. PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 18" O.C. MAXIMUM SPACING AT THE
FOUNDATION, FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
10.
MAXIMUM SHEAR = 1,200 P.L.F.
USE~" SHEATING - BOTH SIDE OF WALL. NAIL All EDGES WITH 10d NAILS AT.
3" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO.2. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE"3/4" DIAMETER ANCHOR BOLTS AT 14" D.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WAll, SEE
FRAMING/SHEAR WALL PLANS.
MAXIMUM SHEAR = 1 ,540 P.L.F. .
USE~" SHEATING - BOTH SIDE OF WALL. NAIL All EDGES WITH 10d NAILS AT
2" O.C. STAGGERED. FOR FRAMING, USE 3X OF NO.2;. DOUBLE BOTTOM
PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11" O.C. MAXIMUM SPACING AT THE
FOUNDATION: FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
MAXIMUM SHEAR = 1,740 P.L.F.
USE 5/8" SHEATING - 80TH SIDE OF WALL. NAIL All EDGES WITH 10d NAILS AT
2" D.C. STAGGERED. FOR FRAMING, USE 3X OF NO.2. DOUBLE BOTTOM
P~TES ARE REQUIRED, BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVI[)E 3/4" DIAMETER ANCHOR BOLTS AT g" O.C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING/SHEAR WALL PLANS.
11.
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Roof Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :40:06 AM
Project: DC MARGENE 4 - Location: ROOF 1
Summary:
3.5 IN x 7.25 IN x 8.5 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 69.8% Controlling Factor: Section Modulus / Depth Required 5.56 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:
4.25 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=
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
0.05 IN
0.09 IN = U1103
0.14 IN = L/731
595 LB
302 LB
897 LB
0.41 IN
8.5 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
2.0 FT
1.15
6 PLF
8.5 FT
140 PLF
71 PLF
211 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1267 PSI
109 PSI
1907 FT-LB
772 LB
18.06 IN3
30.66 IN3
10.60 IN2
25.38 IN2
27.35 IN4
111.15 IN4
Roof Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :40:50 AM
Project: DC MARGENE 4 - Location: ROOF 2
Summary:
3.5 IN x 7.25 IN x 8.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 91.7% Controlling Factor: Section Modulus / Depth Required 5.24 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 Adiusted 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=
DL 1=
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:
4.0 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):
M=
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
0.04 IN
0.07 IN = U1323
0.11 IN = U877
560 LB
285 LB
845 LB
0.39 IN
8.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
2.0 FT
1.15
6 PLF
8.0 FT
140 PLF
71 PLF
211 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1267 PSI
109 PSI
1689 FT-LB
726 LB
16.00 IN3
30.66 IN3
9.97 IN2
25.38 IN2
22.80 IN4
111.15 IN4
Multi-Loaded Beamf 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :48:20 AM
Project: DCMARGENE 4 - Location: ROOF 3
Summary:
3.5 IN x 7.25 IN x 8.0 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 29.9% Controlling Factor: Section Modulus / Depth Required 6.36 In
Center Span Deflections:
Dead Load: OLD-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=
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= 0 PLF
Dead Load: wD-2= 0 PLF
Beam Self Weight: BSW= 6 PLF
Total Load: wT-2= 6 PLF
Point Load 1
Live Load: PL 1-2= 700 LB
Dead Load: PD1-2= 357 LB
Location (From left end of span): X1-2= 4.0 FT
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'= 1099 PSI
Adjustment Factors: Cd=1.00 CI=0.99 Cf=1.30
Fv':
Fv'=
Adjustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
4.0 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=
V=
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
0.04 IN
0.07 IN = U1323
0.11 IN = U852
350 LB
203 LB
553 LB
0.25 IN
350 LB
203 LB
553 LB
0.25 IN
8.0 FT
4.0 FT
8.0 FT
1.00
360
240
95 PSI
2163 FT-LB
550 LB
23.61 IN3
30.66 IN3
8.68 IN2
25.38 IN2
31.33 IN4
111.15 IN4
Roof Beam[ 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :49:03 AM
Proiect: DC MARGENE 4 - Location: ROOF 4
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 Elasticitv:
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 = U2578
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
2.0 FT
35.0 PSF
15.0 PSF
15.0 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=
Multi-Loaded Beam[ 2000 International Buildinq Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :52:22 AM
Project: DCMARGENE 4 - Location: ROOF 5
Summary:
5.5 IN x 9.5 IN x 3.0 FT 1#2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 10.2% Controlling Factor: Area I Depth Required 8.62 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=
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= 13 PLF
Total Load: wT-2= 113 PLF
Point Load 1
Live Load: PL 1-2= 2728 LB
Dead Load: PD1-2= 1122 LB
Location (From left end of span): X1-2= 2.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 525 PLF
Left Dead Load: TRD-Left-1-2= 225 PLF
Riqht Live Load: TRL-Riqht-1-2= 525 PLF
RiQht Dead Load: TRD-Right-1-2= 225 PLF
Load Start: A-1-2= 2.0 FT
Load End: B-1-2= 3.0 FT
Load Lenqth: C-1-2= 1.0 FT
Properties For: #2- Douqlas Fir-Larch (North)
Bendinq 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:
2.01 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=
V=
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
0.00 IN
0.01 IN = U6949
0.01 IN = U4885
1102 LB
476 LB
1577 LB
0.46 IN
2361 LB
1000 LB
3361 LB
0.98 IN
3.0 FT
2.0 FT
3.0 FT
1.00
360
240
85 PSI
2904 FT-LB
2688 LB
39.88 IN3
82.73 IN3
47.43 IN2
52.25 IN2
20.36 IN4
392.96 IN4
Multi-Loaded Beamr 2000 International Buildin~ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith. Lindberg & Smith on: 05-19-2006 : 11 :54:40 AM
Project: DCMARGENE 4 - Location: ROOF 6
Summary:
5.5 IN x 9.5 IN x 3.0 FT 1#2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 15.2% Controlling Factor: Area I Depth Required 8.24 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=
BearinQ 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 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= 13 PLF
Total Load: wT-2= 113 PLF
Point Load 1
Live Load: PL 1-2= 2450 LB
Dead Load: PD1-2= 1203 LB
Location (From left end of span): X1-2= 1.25 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 490 PLF
Left Dead Load: TRD-Left-1-2= 210 PLF
Ri~ht Live Load: TRL-Ri~ht-1-2= 490 PLF
RiQht Dead Load: TRD-Right-1-2= 210 PLF
Load Start: A-1-2= 1.25 FT
Load End: B-1-2= 3.0 FT
Load Len~th: C-1-2= 1.75 FT
Properties For: #2- Dou~las Fir-Larch (North)
BendinQ 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:
Controllin~ Moment:
1.26 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=
0.00 IN
0.01 IN = U6168
0.01 IN = U4155
1784 LB
873 LB
2657 LB
0.77 IN
1733 LB
826 LB
2559 LB
0.74 IN
3.0 FT
2.0 FT
3.0 FT
1.00
360
240
85 PSI
3222 FT -LB
2569 LB
44.24 IN3
82.73 IN3
45.34 IN2
52.25 IN2
22.94 IN4
392.96 IN4
Roof Beamf 2000 International BuildinQ Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :55:25 AM
Project: DC MARGENE 4 - Location: ROOF 7
Summary:
5.5 IN x 7.5 IN x 9.5 FT / #2 - DouQlas Fir-Larch (North) - Dry Use
Section Adequate By: 19.2% Controlling Factor: Section Modulus / Depth Required 6.87 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 Un braced 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 Wei!lht:
Slope/Pitch Adjusted Len!lths and Loads:
Adjusted Beam LenQth:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Dou!llas Fir-Larch (North)
Bendin!l 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 adi=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
ControllinQ Moment:
4.75 ft from left support
Critical moment created by combining all dead and live loads.
Controllin!l 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
0.13 IN = U894
0.19 IN = U587
831 LB
434 LB
1265 LB
0.37 IN
9.5 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
1.0 FT
35.0 PSF
15.0 PSF
4.0 FT
1.15
10 PLF
9.5 FT
175 PLF
91 PLF
266 PLF
725 PSI
85 PSI
1300000 PSI
625 PSI
833 PSI
98 PSI
3004 FT-LB
1113 LB
43.27 IN3
51.56 IN3
17.08 IN2
41.25 IN2
59.26 IN4
193.36 IN4
Roof Beamr 2000 International Buildinq Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :56:06 AM
Project: DC MARGENE 4 - Location: ROOF 8
Summary:
5.5 IN x 7.5 IN x 5.0 FT / #2 - Douqlas Fir-Larch (North) - Dry Use
Section Adequate By: 30.0% Controlling Factor: Section Modulus / Depth Required 6.58 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 adi=
-wT=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv':
Fv'=
Adjustment Factors: Cd=1.15
Design Requirements:
Controllinq Moment:
2.5 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=
0.02 IN
0.03 IN = U1803
0.05 IN = U1217
1487 LB
716 LB
2203 LB
0.64 IN
5.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
15.0 FT
1.15
10 PLF
5.0 FT
595 PLF
286 PLF
881 PLF
725 PSI
85 PSI
1300000 PSI
625 PSI
833 PSI
98 PSI
2754 FT-LB
1674 LB
39.67 IN3
51.56 IN3
25.69 IN2
41.25 IN2
28.59 IN4
193.36 IN4
Roof Beamf 2000 International Buildina Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006 : 11 :56:58 AM
Project: DC MARGENE 4 - Location: ROOF 9
Summary:
3.5 IN x 5.5 IN x 4.0 FT / #2 - Doualas Fir-Larch (North) - Dry Use
Section Adequate By: 2.6% Controlling Factor: Area / Depth Required 5.36 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 Loadina:
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 Weiaht:
Slope/Pitch Adjusted Lenaths and Loads:
Adjusted Beam Lenath:
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For: #2- Doualas Fir-Larch (North)
. Bendina 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
-
Fv':
Adjustment Factors: Cd=1.15
Design Requirements:
Controllina Moment:
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controllina 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):
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'=
M=
Sreq=
S=
Areq=
A=
Ireq=
1=
V=
0.02 IN
0.04 IN = U1088
0.06 IN = L/739
1190 LB
562 LB
1752 LB
0.80 IN
4.0 FT
2.0 FT
5 : 12
240
180
35.0 PSF
15.0 PSF
2.0 FT
35.0 PSF
15.0 PSF
15.0 FT
1.15
5 PLF
4.0 FT
595 PLF
281 PLF
876 PLF
850 PSI
95 PSI
1600000 PSI
625 PSI
1268 PSI
109 PSI
1752 FT-LB
1366 LB
16.58 IN3
17.65 IN3
18.76 IN2
19.25 IN2
11.82 IN4
48.53 IN4
Multi-Loaded Beamr 2000 International BuildinQ Code (97 NOS) 1 Ver: 6.00.7
By: Charles Smith, Lindberg & Smith on: 05-19-2006: 12:00:50 AM
Proiect: DCMARGENE 4 - Location: ROOF 10
Summary:
5.125 IN x 19.5 IN x 16.0 FT / 24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 56.8% Controlling Factor: Area / Depth Required 13.96 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= 24 PLF
Total Load: wT-2= 124 PLF
Point Load 1
Live Load: PL 1-2= 2520 LB
Dead Load: PD1-2= 1226 LB
Location (From left end of span): X1-2= 2.5 FT
Point Load 2
Live Load: PL2-2= 2520 LB
Dead Load: PD2-2= 1226 LB
Location (From left end of span): X2-2= 11.0 FT
Trapezoidal Load 1
Left Live Load: TRL-Left-1-2= 420 PLF
Left Dead Load: TRD-Left-1-2= 180 PLF
RiQht Live Load: TRL-RiQht-1-2= 420 PLF
RiQht Dead Load: TRD-Right-1-2= 180 PLF
Load Start: A-1-2= 2.5 FT
Load End: B-1-2= 11.0 FT
Load LenQth: C-1-2= 8.5 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: Fc perp= 650 PSI
BendinQ Stress of Compo Face in Tension: Fb_cpr= 1200 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2349 PSI
Adjustment Factors: Cd=1.00 CI=1.00 Cv=0.98
Fv':
Fv'=
Adiustment Factors: Cd=1.00
Design Requirements:
ControllinQ Moment:
8.32 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=
Area (Shear):
Moment of Inertia (Deflection):
Sreq=
S=
Areq=
A=
Ireq=
1=
V=
0.09 IN
0.18 IN = U1070
0.27 IN = U718
0.13 IN
5538 LB
2736 LB
8274 LB
2.48 IN
4192 LB
2114 LB
6307 LB
1.89 IN
16.0 FT
2.0 FT
16.0 FT
1.00
360
240
190 PSI
32575 FT-LB
8075 LB
166.39 IN3
324.80 IN3
63.75 IN2
99.94 IN2
1065.05 IN4
3166.77 IN4