HomeMy WebLinkAbout1015 Dunker Dr Technical - BuildingTECHNICAL
Permit C
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Project description Neu° Sv,e fW\
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Date the permit was finaled 1
Number of technical pages )---6
LIND
A R C 1 C T S
319 s. s. peabody, suite b, port angeles, wa 98362
360.452.6116 fax 360.452.7064
Project: 1 84 t)
Subject: 213P.A 4
Date. 4 14 ,06
Project No
By 6
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LINDBER TIT
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319-S Peabody Suite B. 1 Port Angeles, WA 98362
360.452.6116 fax 360.452.7064
contactalindarch.com www.lindarch.com
Project: 6,4 Ufa
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Date 1.i to 61+ a acq
SHEAR WALL SUMMARY
W I L I H I V V/L
34 5
2D
5
155
20
fl
3 SL
I/ ALLOFIT/FIRMINFO/FORMS /SHEARWAL
3 .4 !o /4
144-S lb
-256c,
65'5 vo
Project No
By 6.00
Sheet 2 of
VH- WL /2 POST
MOMS
MOM
AND
MINIM
HOLD DOWN
COID
Mar
A. PLYWOOD OR O.S.B. SHEAR WALLS
1 MA,:IMUM SHEAR 250 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH- 8d NAILS AT 6"
O C1 FOR FRAMING USE DF N0.2. 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.
2. MAXIMUM SHEAR 315 P.L.F
USE W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5"
0 C FOR FRAMING, USE DF NO.2. PROVIDE DIAMETER ANCHOR BOLTS AT
32" 0 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 1/2" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4"
0 C FOR FRAMING, USE 3X DF N0.2. PROVIDE DIAMETER ANCHOR BOLTS
AT 24" 0 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 14" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 3"
0 C FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 32' O.0 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'
0 C FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 5/8"
DIAMETER ANCHOR BOLTS AT 24" 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMIUIG /SHEAR WALL PLANS.
6. MAXIMUM SHEAR 685 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2" O.0 STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20' 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
7 MAXIMUM SHEAR 770 P.L.F
USE 14" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS
PROVIDE 5/8' DIAMETER ANCHOR BOLTS AT 18" 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
8. MAXIMUM SHEAR 870 P.L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
31/2" 0 C FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4'
DIAMETER ANCHOR BOLTS AT 20" 0 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 SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3' OIC FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM PLATES ARE
REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS. PROVIDE 3/4"
DIAMETER ANCHOR BOLTS AT 18" 0 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" 0 C STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS
PROVIDE 3/4' DIAMETER ANCHOR BOLTS AT 14" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
11 MAXIMUM SHEAR 1 540 P L.F
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING USE 3X DF N0.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4" DIAMETER ANCHOR BOLTS AT 11 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
12. MAXIMUM SHEAR 1 740 P L.F
USE 518" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 CI STAGGERED FOR FRAMING, USE 3X DF N0.2. DOUBLE BOTTOM
PLATES ARE REQUIRED BOLT THROUGH BOTH PLATES WITH ANCHOR BOLTS.
PROVIDE 3/4' DIAMETER ANCHOR BOLTS AT 9" 0 C MAXIMUM SPACING AT THE
FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS
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Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 1039:21 AM
Project: nphba 2010 Location. roof 1
Summary
5.125 IN x 12.0 IN x 16 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate 231.9% Controlling Factor Section Modulus Depth Required 7.82 In
Deflections:
Dead Load: DLD= 0 13 IN
Live Load: LLD= 0.17 IN L/1153
Total Load: TLD= 0.29 IN L/651
Reactions (Each End)
Live Load. LL -Rxn= 1200 LB
Dead Load: DL -Rxn= 925 LB
Total Load: TL -Rxn= 2125 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 64 IN
Camber Reqd. C= 0 19 IN
Beam Data:
Span. L= 16.0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof: I RP= 6 12
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria: L/ 180
Camber Adjustment Factor CAF= 1.5 X DLD
Roof Loading:
Roof Live Load -Side One: LL1= 25.0 PSF
Roof Dead Load -Side One: DL1= 15 0 PSF
Tributary Width -Side One: TW1= 2.0 FT
Roof Live Load -Side Two LL2= 25.0 PSF
Roof Dead Load -Side Two. DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 4 0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 15 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length Ladj= 16.0 FT
Beam Uniform Live Load: wL= 150 PLF
Beam Uniform Dead (Load: wD_adj= 116 PLF
Total Uniform Load: wT= 266 PLF
Properties For 24F V4- Visually Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress: Fv= 190 PS
Modulus of Elasticity Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain. Fc perp= 650 PS
Bending Stress of Comp. Face in Tension. Fb_cpr= 1200 PS
Adjusted Properties
Fb' (Tension) Fb'= 2752 PS
Adjustment Factors: Cd =1 15 CI =1.00
Fv' I Fv'= 219 PS
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M= 8498 FT -LB
8.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 1870 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= 37 06 N3
S= 123 00 N3
Area (Shear) Areq= 12.83 N2
A= 61.50 N2
Moment of Inertia (Deflection) Ireq= 203.93 N4
1= 738 00 N4
Multi- Loaded Beam[ 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 10 AM
Protect: nphba 2010 Location. roof 2
Summary
5 125 IN x 10.5 IN x 5 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 33.9% Controlling Factor Area Depth Required 7.84 In
Center Span Deflections:
Dead Load:
Live Load:
Total Load:
Camber Required:
Center Span Left End Reactions (Support A)•
Live Load: LL- Rxn -A= 3495 LB
Dead Load: DL- Rxn -A= 2210 LB
Total Load: TL- Rxn -A= 5706 LB
Bearing Length Required (Beam only support capacity not checked) BL -A= 1 71 IN
Center Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 1793 LB
Dead Load: DL- Rxn -B= 1143 LB
Total Load: TL- Rxn -B= 2936 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 0.88 IN
Beam Data.
Center Span Length: L2= 5.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 Top= 2.0 FT
Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 5 0 FT
Live Load Duration Factor Cd= 1 00
Live Load Deflect. Criteria. L/ 360
Total Load Deflect. Criteria. L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL -2=
Dead Load: wD -2=
Beam Self Weight: BSW=
Total Load: wT 2=
Point Load 1
Live Load: PL1 2= 3747 LB
Dead Load: PD1 2= 2364 LB
Location (From left e id of span) X1 2= 1.5 FT
Trapezoidal Load 1
Left Live Load: TRL -Left-1 2=
Left Dead Load: TRD -Left-1 2=
Right Live Load: TRL Right -1 2=
Right Dead Load: TRD- Right -1 2=
Load Start: A -1 -2=
Load End: B -1 2=
Load Length: C -1 2=
Trapezoidal Load 2
Left Live Load: TRL- Left-2 -2=
Left Dead Load: TRD -Left-2 2=
Right Live Load: TRL Right -2 2=
Riqht Dead Load. TRD- Right -2 2=
Load Start: A -2 2=
Load End: B -2 2=
Load Length. C -2 2=
Properties For 24F V4- Visua ly Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress: Fv= 190 PS
Modulus of Elasticity Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain: Fc perp= 650 PS
Bending Stress of Comp Face in Tension: Fb_cpr= 1200 PS
Adjusted Properties
Fb' (Tension): Fb'= 2395 PS
Adjustment Factors: Cd =1.00 CI =1 00
Fv' Fv'= 190 PS
Adjustment Factors. Cd =1 00
Design Requirements.
Controlling Moment:
1.5 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear V= 5091 LB
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead Toads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Mo nent) Sreq=
S=
Area (Shear) Areq=
A=
DLD- Center= 0.01 IN
LLD Center= 0 02 IN L/3040
TLD- Center= 0 03 IN U1860
C= 0.02 IN
50 PLF
30 PLF
13 PLF
93 PLF
200 PLF
120 PLF
200 PLF
120 PLF
1.5 FT
5.0 FT
3.5 FT
394 PLF
236 PLF
394 PLF
236 PLF
0 0 FT
1.5 FT
1.5 FT
M= 7745 FT -LB
38.81 IN3
94 17 IN3
40 19 IN2
53.81 IN2
Moment of Inertia (C eflection)
Page 2
Ireq= 63.78 IN4
1= 494 40 IN4
Multi- Loaded Beamf 2000 International Building Code (97 NDS) Ver• 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 10:51:21 AM
Project: nphba 2010 Locatior roof 3
Summary
3 125 IN x 10.5 IN x c 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 4.2% Controlling Factor Area Depth Required 10 08 In
Center Span Deflections.
Dead Load:
Live Load:
Total Load:
Camber Required:
Center Span Left End Reactio is (Support A)
Live Load: LL- Rxn -A= 2864 LB
Dead Load. DL- Rxn -A= 1797 LB
Total Load: TL- Rxn -A= 4661 LB
Bearing Length Required (Beam only support capacity not checked) BL -A= 2.29 IN
Center Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 1154 LB
Dead Load: DL- Rxn -B= 730 LB
Total Load: TL- Rxn -B= 1884 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 0.93 IN
Beam Data.
Center Span Length: L2= 4 0 FT
Center Span Unbraced Length -Top of Beam. Lug Top= 2.0 FT
Center Span Unbraced Length -Bottom of Beam. Lug- Bottom= 4.0 FT
Live Load Duration Factor Cd= 1 00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Center Span Loading:
Uniform Load.
Live Load: wL -2=
Dead Load: wD -2=
Beam Self Weight: BSW=
Total Load: wT 2=
Point Load 1
Live Load: PL1 2= 2960 LB
Dead Load: PD1 2= 1860 LB
Location (From left end of span) X1 2= 1 0 FT
Trapezoidal Load 1
Left Live Load: TRL- Left-1 -2=
Left Dead Load: TRD- Left -1 -2=
Right Live Load: TRL Right -1 2=
Right Dead Load: TRD- Right -1 2=
Load Start: A -1 2=
Load End: B -1 -2=
Load Length. C -1 2=
Trapezoidal Load 2
Left Live Load: TRL -Left-2 2=
Left Dead Load: TRD -Left -2 2=
Right Live Load TRL Right -2 2=
Right Dead Load: TRD- Right -2 2=
Load Start: A -2 2=
Load End: B -2 -2=
Load Length: C -2 -2=
Properties For 24F V4- Visually Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress. Fv= 190 PS
Modulus of Elasticity' Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain. Fc perp= 650 PS
Bending Stress of Co yip Face in Tension. Fb_cpr= 1200 PS
Adjusted Properties
Fb' (Tension) Fb'= 2384 PS
Adjustment Factors. Cd =1 00 CI =0.99
Fv' Fv'= 190 PS
Adjustment Factors. Cd =1 00
Design Requirements:
Controlling Moment: M=
1 0 Ft from left uupport of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear I V= 3991 LB
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 (Mo nent). Sreq=
S=
Area (Shear) Areq=
A=
DLD- Center= 0 01 IN
LLD Center= 0 01 IN U4276
TLD- Center= 0.02 IN L/2624
C= 0 01 IN
100 PLF
60 PLF
8 PLF
168 PLF
88 PLF
53 PLF
88 PLF
53 PLF
10 FT
4 0 FT
3.0 FT
394 PLF
236 PLF
394 PLF
236 PLF
0 0 FT
10 FT
10 FT
4262 FT -LB
21 45 IN3
57 42 IN3
31.50 IN2
32.81 IN2
Moment of Inertia (Deflection)
Page. 2
Ireq= 27 58 1N4
1= 30146 1N4
Roof Beam( 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 10:52:10 AM
Project: nphba 2010 Location. roof 5
Summary
(2) 1.5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 495 7% Controlling Factor Area Depth Required 2.15 In
Deflections:
Dead Load: DLD= 0.00 IN
Live Load: LLD= 0.01 IN L/7396
Total Load: TLD= 0 01 IN L/4289
Reactions (Each End)
Live Load: LL -Rxn= 150 LB
Dead Load: DL -Rxn= 109 LB
Total Load TL -Rxn= 259 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0.14 IN
Beam Data.
Span: L= 4 0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof RP= 6 12
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria. L/ 180
Roof Loading:
Roof Live Load -Side One LL1= 25.0 PSF
Roof Dead Load -Side One. DL1= 15.0 PSF
Tributary Width -Side One: TW1= 2.0 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two DL2= 15 0 PSF
Tributary Width -Side Two. TW2= 1 0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 4 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 4 0 FT
Beam Uniform Live Load: wL= 75 PLF
Beam Uniform Dead Load: wD_adj= 54 PLF
Total Uniform Load: wT= 129 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 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'= 1341 PSI
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'= 109 PSI
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M= 259 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear I V= 202 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= 2.31 N3
S= 15.13 N3
Area (Shear) Areq= 2.77 N2
A= 16.50 N2
Moment of Inertia (Deflection) Ireq= 1 75 N4
1= 41.59 N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00.7
By Charles Smith Lindberg Smith on: 08 -13 -2009 10:52:30 AM
Project: nphba 2010 Location. roof 6
Summary
2 1.5 IN x 5.5 IN x4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 350.3% Controlling Factor Area Depth Required 2.47 In
Deflections:
Dead Load. DLD= 0.01 IN
Live Load: LLD= 0.01 IN U5547
Total Load: TLD= 0 01 IN U3242
Reactions (Each End):
Live Load: LL -Rxn= 200 LB
Dead Load: DL -Rxn= 142 LB
Total Load: TL -Rxn= 342 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 18 IN
Beam Data.
Span: L= 4 0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Root RP= 6 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria. U 180
Roof Loading:
Roof Live Load -Side One LL1= 25 0 PSF
Roof Dead Load -Side One DL1= 15 0 PSF
Tributary Width -Side One TW1= 2.0 FT
Roof Live Load -Side Two LL2= 25.0 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 Weight: BSW= 4 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 4 0 FT
Beam Uniform Live Load: wL= 100 PLF
Beam Uniform Dead Load: wD_adj= 71 PLF
Total Uniform Load: wT= 171 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 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'= 1341 PSI
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M= 342 FT -LB
2.0 ft from left ,upport
Critical moment created by combining all dead and live loads.
Controlling Shear V= 267 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Mc rnent) Sreq= 3.06 N3
S= 15.13 N3
Area (Shear) Areq= 3.66 N2
A= 16.50 N2
Moment of Inertia (D 3flection) Ireq= 2.31 N4
1= 41.59 N4
Roof Beam!' 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 10:54:27 AM
Project: nphba 2010 Location. roof 7
Summary
(2) 1.5 IN x 5.5 IN x 2.5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 2153.3% Controlling Factor Area Depth Required 0.97 In
Deflections:
Dead Load: DLD=
Live Load: LLD=
Total Load: TLD=
Reactions (Each End):
Live Load: LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span: L=
Maximum Unbraced Span: Lu=
Pitch Of Roof: RP=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria. L/
Roof Loadinq:
Roof Live Load -Side One LL1=
Roof Dead Load- Side One: DL1=
Tributary Width -Side One: TW1=
Roof Live Load -Side Two LL2=
Roof Dead Load- Side!Two DL2=
Tributary Width -Side Two TW2=
Roof Duration Factor: Cd=
Beam Self Weight: BSW=
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladi=
Beam Uniform Live Load: wL=
Beam Uniform Dead Load: wD_adj=
Total Uniform Load: wT=
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity E=
Stress Perpendicular to Grain: Fc_perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'=
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M=
1.25 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V=
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=
Area (Shear) Areq=
A=
Moment of Inertia (DE fection) Ireq=
I=
0 00 IN
0 00 IN U60585
0 00 IN L/34079
47 LB
36 LB
83 LB
0 04 IN
2.5 FT
2.0 FT
6 12
240
180
25 0 PSF
15 0 PSF
10 FT
25 0 PSF
15 0 PSF
0.5 FT
1 15
4 PLF
2.5 FT
38 PLF
29 PLF
67 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
52 FT -LB
53 LB
0 47
15 13
0 73
16.50
0.22
41.59
N3
N3
N2
N2
N4
N4
Roof Beam' 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 1053:26 AM
Project: nphba 2010 Location. roof 8
Summary
5.5 IN x 5 5 IN x 8 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate BY 87 7% Controlling Factor Section Modulus Depth Required 4 01 In
Deflections:
Dead Load: DLD=
Live Load: LLD=
Total Load. TLD=
Reactions (Each End)
Live Load. LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span: L=
Maximum Unbraced Span. Lu=
Pitch Of Roof RP=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria. L/
Roof Loading:
Roof Live Load -Side One: LL1=
Roof Dead Load -Sida One: DL1=
Tributary Width -Side' One: TW1=
Roof Live Load -Side Two: LL2=
Roof Dead Load -Side Two DL2=
Tributary Width -Side Two TW2=
Roof Duration Facto Cd=
Beam Self Weight: BSW=
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj=
Beam Uniform Live Load: wL=
Beam Uniform Dead Load: wD_adj=
Total Uniform Load: wT=
Properties For #2 Douglas Fir -Larch
Bending Stress. Fb=
Shear Stress. Fv=
Modulus of Elasticity E=
Stress Perpendicular to Grain. Fc perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.00
Fv' Fv'=
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M=
4 0 ft from left support
Critical momeri: created by combining all dead and live loads.
Controlling Shear V=
At a distance d from support.
Critical shear c eated by combining all dead and live loads.
Comparisons With Required &ections:
Section Modulus (Mc ment) Sreq=
S=
Area (Shear) Areq=
A=
Moment of Inertia (D• :flection) Ireq=
I=
0 05 IN
0.07 IN U1377
012 IN =U778
300 LB
231 LB
531 LB
0 15 IN
8 0 FT
2.0 FT
6 12
240
180
25.0 PSF
15.0 PSF
10 FT
25.0 PSF
15.0 PSF
2.0 FT
1 15
7 PLF
8 0 FT
75 PLF
58 PLF
133 PLF
750 PSI
85 PSI
1300000 PSI
625 PSI
862 PSI
98 PSI
1061 FT -LB
478 LB
14 78 N3
27 73 N3
7.33 N2
30.25 N2
17 63 N4
76.26 N4
Roof Beam!' 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 1053 46 AM
Project: nphba 2010 Location. roof 9
Summary
5.5 IN x 5.5 IN x 8 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 87 7% Controlling Factor Section Modulus Depth Required 4 01 In
Deflections:
Dead Load: DLD=
Live Load: LLD=
Total Load: TLD=
Reactions (Each End)
Live Load LL -Rxn=
Dead Load: DL -Rxn=
Total Load: TL -Rxn=
Bearing Length Required (Beam only support capacity not checked) BL=
Beam Data:
Span: L=
Maximum Unbraced Span: Lu=
Pitch Of Roof: RP=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria. L/
Roof Loading:
Roof Live Load -Side One: LL1=
Roof Dead Load -Side One. DL1=
Tributary Width -Side One TW1=
Roof Live Load -Side Two: LL2=
Roof Dead Load -Side Two: DL2=
Tributary Width -Side Two TW2=
Roof Duration Factor Cd=
Beam Self Weight: BSW=
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length. Ladj=
Beam Uniform Live Load: wL=
Beam Uniform Dead Load wD_adj=
Total Uniform Load: wT=
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity E=
Stress Perpendicular to Grain: Fc_perp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 00
Fv' Fv'=
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M=
4 0 ft from left sL pport
Critical moment created by combining all dead and live loads.
Controlling Shear V=
At a distance d f om support.
Critical shear cn.ated by combining all dead and live loads.
Comparisons With Required Si ctions.
Section Modulus (Mor gent) Sreq=
S=
Area (Shear) Areq=
A=
Moment of Inertia (De lection) Ireq=
I=
0 05 IN
0.07 IN U1377
012 IN =U778
300 LB
231 LB
531 LB
0 15 IN
8 0 FT
2.0 FT
6 12
240
180
25 0 PSF
15 0 PSF
10 FT
25 0 PSF
15 0 PSF
2.0 FT
1 15
7 PLF
8 0 FT
75 PLF
58 PLF
133 PLF
750 PSI
85 PSI
1300000 PSI
625 PSI
862 PSI
98 PSI
1061 FT -LB
478 LB
14 78
27 73
7 33
30.25
17.63
76.26
N3
N3
N2
N2
N4
N4
Roof Beam[ 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 1056:13 AM
Locatio is roof 10
Project: nphba 2010
Summary
3.5 IN x 5.5 IN x 3.0 =T #2 Douglas Fir -Larch Dry Use
Section Adequate B) 423 0% Controlling Factor Area Depth Required 2.1
Deflections:
Dead Load:
Live Load:
Total Load:
Reactions (Each End)
Live Load:
Dead Load:
Total Load.
Bearing Length Required (Beam only
Beam Data:
Span:
Maximum Unbraced Span.
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Roof Loading:
Roof Live Load -Side One:
Roof Dead Load -Side One:
Tributary Width -Side One.
Roof Live Load -Side Two:
Roof Dead Load -Sida Two:
Tributary Width- SidelTwo.
Roof Duration Facto:
Beam Self Weight:
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length.
Beam Uniform Live Load:
Beam Uniform Dead Load:
Total Uniform Load:
Properties For #2 Douglas Fir -Larch
Bendinq Stress:
Shear Stress:
Modulus of Elasticity:
Stress Perpendiculai to Grain:
Adjusted Properties
Fb' (Tension)
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.30
Fv'
support capacity not checked)
Adjustment Fa ttors: Cd =1 15
Design Requirements:
Controlling Moment:
1.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear c by combining all dead and live loads.
Comparisons With Required Sections.
Section Modulus (Mc ment)
Area (Shear)
Moment of Inertia (D :flection)
In
DLD= 0 00 IN
LLD= 0 00 IN U10226
TLD= 0.01 IN L/6008
LL -Rxn= 225 LB
DL -Rxn= 158 LB
TL -Rxn= 383 LB
BL= 0 18 IN
L= 3.0 FT
Lu= 2.0 FT
RP= 6 12
L/ 240
L/ 180
LL1= 25.0 PSF
DL1= 15 0 PSF
TW1= 2.0 FT
LL2= 25.0 PSF
DL2= 15.0 PSF
TW2= 4 0 FT
Cd= 1 15
BSW= 5 PLF
Ladj= 3.0 FT
wL= 150 PLF
wD_adj= 105 PLF
wT= 255 PLF
Fb= 900 PSI
Fv= 95 PSI
E= 1600000 PSI
Fc_perp= 625 PSI
Fb'= 1343 PSI
Fv'= 109 PSI
M= 287 FT -LB
V= 268 LB
Sreq= 2.57 N3
S= 17 65 N3
Areq= 3.68 N2
A= 19.25 N2
Ireq= 145 N4
1= 48 53 N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 11 AM
Project: nphba 2010 Location: roof 11
Summary
5.125 IN x 13.5 IN x 14 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 35 0% Controlling Factor Section Modulus Depth Required 11 62 In
Center Span Deflections:
Dead Load: DLD- Center= 0 16 IN
Live Load: LLD Center= 0.22 IN L/761
Total Load: TLD- Center= 0.38 IN L/443
Camber Required: C= 0.24 IN
Center Span Left End Reactions (Support A)
Live Load: LL- Rxn -A= 2272 LB
Dead Load: DL- Rxn -A= 1635 LB
Total Load: TL- Rxn -A= 3907 LB
Bearing Length Required (Beam only support capacity not checked) BL -A= 1 17 IN
Center Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 3561 LB
Dead Load DL- Rxn -B= 2459 LB
Total Load: TL- Rxn -B= 6020 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 1.81 IN
Beam Data:
Center Span Length: L2= 14.0 FT
Center Span Unbraced Lenqth -Top of Beam: Lug Top= 2.0 FT
Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 14 0 FT
Live Load Duration Factor Cd= 1 00
Live Load Deflect. Cri-eria: L/ 360
Total Load Deflect. Cr teria: L/ 240
Center Span Loading:
Uniform Load:
Live Load: wL 2= 50 PLF
Dead Load: wD -2= 30 PLF
Beam Self Weight: BSW= 17 PLF
Total Load wT 2= 97 PLF
Point Load 1
Live Load: PL1 2= 1969 LB
Dead Load: PD1 -2= 1542 LB
Location (From left en 1 of span) X1 2= 8 0 FT
Trapezoidal Load 1
Left Live Load TRL -Left-1 2= 100 PLF
Left Dead Load: TRD -Left-1 2= 60 PLF
Right Live Load: TRL Right -1 2= 100 PLF
Right Dead Load: TRD- Right -1 2= 60 PLF
Load Start: A -1 2= 0 0 FT
Load End: B -1 2= 8.0 FT
Load Length: C -1 2= 8 0 FT
Trapezoidal Load 2
Left Live Load: TRL -Left-2 2= 394 PLF
Left Dead Load: TRD -Left-2 2= 236 PLF
Right Live Load: TRL Right -2 -2= 394 PLF
Right Dead Load: TRD- Right -2 -2= 236 PLF
Load Start: A -2 2= 8 0 FT
Load End: B -2 2= 14 0 FT
Load Length: C -2 2= 6 0 FT
Properties For 24F V4- Visual! I Graded Western Species
Bending Stress: Fb= 2400 PS
Shear Stress. Fv= 190 PS
Modulus of Elasticity Ex= 1800000 PS
Ey= 1600000 PS
Stress Perpendicular to Grain. Fc perp= 650 PS
Bending Stress of Comp Face in Tension: Fb_cpr= 1200 PS
Adjusted Properties
Fb' (Tension) Fb'= 2393 PS
Adjustment Factors. Cd =1 00 CI =1.00
Fv' 1 Fv'= 190 PS
Adjustment Factors: Cd =1 00
Design Requirements.
Controlling Moment: M= 22999 FT -LB
7.98 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear V= 5206 LB
At a distance d from right 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) Sreq= 115.33 IN3
S= 155 67 IN3
Area (Shear). Areq= 41 10 IN2
A= 69 19 IN2
Moment of Inertia (DE- election)
Page: 2
Ireq= 569.34 1N4
1= 1050 79 1N4
Multi- Loaded Beamf 2000 International Building Code (97 NDS) Ver 6.00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 11:02:23 AM
Project: nphba 2010 Location: roof 12
Summary
5.5 IN x 11.25 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By I1 9% Controlling Factor Area Depth Required 11
Center Span Deflections.
Dead Load:
Live Load:
Total Load:
Center Span Left End Reactions (Support A)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Center Span Right End Reactions (Support B)
Live Load: 1
Dead Load: 1
Total Load:
Bearing Length Required (Beam only
Beam Data:
Center Span Length:
Center Span Unbraced Length -Top of
Center Span Unbraced Length- Bottom
Live Load Duration Factor
Live Load Deflect. Criteria:
Total Load Deflect. Criteria.
Moment of Inertia (Deflection)
support capacity not checked)
Beam.
of Beam:
04 In
DLD- Center=
LLD Center=
TLD- Center=
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:
Right Live Load
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load.
Load Start:
Load End:
Load Length:
Properties For #2 Douglas Fir -Larch
Bending Stress:
Shear Stress:
Modulus of Elasticity
Stress Perpendicular to Grain.
Adjusted Properties
Fb' (Tension)
Adjustment Factors. Cd =1 00 CI =1.00 Cf =1 00
Fv'
Adjustment Factors: Cd =1 00
Design Requirements:
Controlling Moment:
1.5 Ft from left support of span 2 (Center Span)
Critical moment'created by combining all dead loads and live Toads on span(s) 2
Controlling 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)
Area (Shear)
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
wL 2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 2=
X1 2=
TRL -Left -1 2=
TRD -Left-1 2=
TRL Right -1 2=
TRD- Right -1 2=
A -1 2=
B -1 2=
C -1 2=
TRL -Left-2 2=
TRD Left -2 -2=
TRL Right -2 2=
TRD- Right -2 2=
A -2 2=
B -2 2=
C -2 2=
Fb=
Fv=
E=
Fc_perp=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
Ireq=
I=
0.01
001
0.03
2113 LB
1558 LB
3671 LB
107 IN
1635 LB
1126 LB
2760 LB
0.80 IN
5.0 FT
2.0 FT
5 0 FT
1 00
360
240
50 PLF
30 PLF
15 PLF
95 PLF
1969 LB
1542 LB
1.5 FT
100 PLF
60 PLF
100 PLF
60 PLF
0 0 FT
1.5 FT
1.5 FT
394 PLF
236 PLF
394 PLF
236 PLF
1.5 FT
5.0 FT
3.5 FT
875 PSI
85 PSI
1300000 PSI
625 PSI
874 PSI
85 PSI
5220 FT -LB
3442 LB
71 69
116.02
60 73
61.88
65.95
652.59
IN
IN U4087
IN L/2375
N3
N3
N2
N2
N4
N4
Roof Beamf 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 11:03:02 AM
Project: nphba 2010 Location. roof 13
Summary j
(2) 1.5 IN x 5.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 318.4% Controlling Factor Section Modulus Depth Required 2.69 In
Deflections: I
Dead Load: DLD= 0.01 IN
Live Load: 1 LLD= 0.02 IN L/3787
Total Load: TLD= 0 03 IN L/2196
Reactions (Each End)
Live Load: I LL -Rxn= c 188 LB
Dead Load: DL -Rxn= 136 LB
Total Load: I TL -Rxn= 323 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 17 IN
Beam Data:
Span: L= 5.0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof RP= 6 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: L/ 180
Roof Loading: I
Roof Live Load -Side One. LL1= 25.0 PSF
Roof Dead Load-Side 'One: DL1= 15 0 PSF
Tributary Width -Side One: TW1= 1.0 FT
Roof Live Load -Side Two. LL2= 25.0 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 Weight: BSW= 4 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length. Ladj= 5.0 FT
Beam Uniform Live Load: wL= 75 PLF
Beam Uniform Dead Load: wD_adj= 54 PLF
Total Uniform Load: wT= 129 PLF
Properties For #2 Douglas Fir' -Larch
Bending Stress: Fb= 900 PSI
Shear Stress: I Fv= 95 PSI
Modulus of Elasticity' I E= 1600000 PSI
Stress Perpendicular to Grain. Fcjerp= 625 PSI
Adjusted Properties
Fb' (Tension) Fb'= 1341 PSI
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.30
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M= 404 FT -LB
2.5 ft from left si ipport
Critical moment created by combining all dead and live loads.
Controlling Shear V= 265 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= 3.62 N3
S= 15 13 N3
Area (Shear) Areq= 3.64 N2
A= 16.50 N2
Moment of Inertia (Deflection) Ireq= 3.41 N4
1= 41 59 N4
Roof Beamf 2000 International Building Code (97 NDS) Ver• 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 11 AM
Project: nphba 2010 Location: roof 14
Summary
3.5 IN x 9.25 IN x 12.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 114 7% Controlling Factor Section Modulus Depth Required 6.31 In
Deflections:
Dead Load: DLD= 0.07 IN
Live Load. LLD= 0.09 IN L/1520
Total Load: TLD= 0 17 IN L/856
Reactions (Each End)
Live Load: LL -Rxn= 450 LB
Dead Load: DL -Rxn= 349 LB
Total Load: TL -Rxn= 799 LB
Bearing Length Requi ed (Beam only support capacity not checked) BL= 0 37 IN
Beam Data:
Span. L= 12.0 FT
Maximum Unbraced Span: Lu 2.0
6 FT
Pitch Of Roof RP= 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: U 180
Roof Loading:
Roof Live Load -Side One. LL1= 25.0 PSF
Roof Dead Load SidelOne: DL1= 15.0 PSF
Tributary Width -Side One. TW1= 1 0 FT
Roof Live Load -Side Two LL2= 25.0 PSF
Roof Dead Load- SidelTwo DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 2.0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 8 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length. Ladj= 12.0 FT
Beam Uniform Live Load wL= 75 PLF
Beam Uniform Dead Load: wD_adj= 58 PLF
Total Uniform Load: 1 wT= 133 PLF
Properties For #2 Douglas Fir-Larch
Bending Stress. Fb= 900 PSI
Shear Stress. Fv= 95 PSI
Modulus of Elasticity E= 1600000 PSI
Stress Perpendicular to Grain. Fc_perp= 625 PSI
Adjusted Properties F
Fb' (Tension) b'= 1238 PSI
Adjustment Factors. Cd =1 15 CI=1 00 Cf =1.20
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M= 2397 FT -LB
6.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 703 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= 23.24 N3
S= 49 91 N3
Area (Shear) Areq= 9 65 N2
A= 32.38 N2
Moment of Inertia (Deflection) Ireq= 48.54 N4
1= 230.84 N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -13 -2009 11 04:24 AM
Project: nphba 2010 Location: roof 15
Summary
1.5 IN x 7.25 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 161.3% Controlling Factor Area Depth Required 3.86 In
Deflections:
Dead Load: DLD= 0.00 IN
Live Load: LLD= 0.00 IN L/7529
Total Load: TLD= 0 01 IN L/4471
Reactions (Each End)
Live Load: LL -Rxn= 300 LB
Dead Load DL -Rxn= 205 LB
Total Load: TL -Rxn= 505 LB
Bearing Length Requii ed (Beam only support capacity not checked) BL= 0.54 IN
Beam Data:
Span. L= 3.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof RP= 6 12
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria. U 180
Roof Loading:
Roof Live Load -Side One: LL1= 25 0 PSF
Roof Dead Load -Side One. DL1= 15 0 PSF
Tributary Width -Side One: TW1= 6 0 FT
Roof Live Load -Side Two LL2= 25 0 PSF
Roof Dead Load -Side Two DL2= 15 0 PSF
Tributary Width -Side Tiro' TW2= 2.0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 3 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length. Ladj= 3.0 FT
Beam Uniform Live Load: wL= 200 PLF
Beam Uniform Dead Load: wD_adj= 137 PLF
Total Uniform Load: wT= 337 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 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'= 1219 PSI
Adjustment Factors: Cd =1 15 C1 =0 98 Cf =1.20
Fv' Fv'= 109 PSI
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment: M= 379 FT -LB
1.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 303 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= 3.73 N3
S= 13.14 N3
Area (Shear) Areq= 4 16 N2
A= 10 88 N2
Moment of Inertia (Defection) lreq= 1 92 N4
1= 47.63 N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 11 AM
Project: nphba 2010 Locatior roof 16
Summary
2 1.5 IN x 7.25 IN 5.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 14.9% Controlling Factor Area Depth Required 6 63 In
Laminations are to be fully connected to provide uniform transfer of loads to all members
Deflections:
Dead Load: DLD= 0 03 IN
Live Load: LLD= 0 04 IN L/1508
Total Load: TLD= 0.07 IN L/896
Reactions (Each End)
Live Load: LL -Rxn= 1078 LB
Dead Load: DL -Rxn= 736 LB
Total Load: TL -Rxn= 1815 LB
Bearing Length Requ red (Beam only support capacity not checked) BL= 0.97 IN
Beam Data:
Span. L= 5.0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof RP= 6 12
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria. U 180
Roof Loading:
Roof Live Load -Side One. LL1= 25 0 PSF
Roof Dead Load Sided One DL1= 15 0 PSF
Tributary Width -Side One. TW1= 15 75 FT
Roof Live Load -Side Two LL2= 25.0 PSF
Roof Dead Load -Side Two DL2= 15.0 PSF
Tributary Width -Side Two TW2= 1.5 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 5 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Lenqth. Ladj= 5 0 FT
Beam Uniform Live Load: wL= 431 PLF
Beam Uniform Dead Load: wD_adj= 295 PLF
Total Uniform Load: wT= 726 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 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'= 1237 PSI
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1.20
Fv' Fv'= 109 PSI
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M= 2268 FT -LB
2.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear I V= 1379 LB
At a distance d f tom support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Mon ent) Sreq= 22.00 N3
S= 26.28 N3
Area (Shear). Areq= 18.93 N2
A= 21 75 N2
Moment of Inertia (Defection) Ireq= 19 13 N4
I= 95.27 N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 11 05.55 AM
Project: nphba 2010 Locatior: roof 17
Summary
2 1.5 IN x 5.5 IN x 3 6 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 245.0% Controlling Factor Area Depth Required 2.72 In
Deflections:
Dead Load: DLD= 0 01 IN
Live Load: LLD= 0 01 IN L/5072
Total Load: TLD= 0 01 IN L/2988
Reactions (Each End)
Live Load: LL -Rxn= 270 LB
Dead Load: DL -Rxn= 188 LB
Total Load: TL -Rxn= 458 LB
Bearing Length Requi ed (Beam only support capacity not checked) BL= 0.24 IN
Beam Data.
Span: L= 3.6 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof: I RP= 6 12
Live Load Deflect. Criteria. U 240
Total Load Deflect. Criteria. U 180
Roof Loadinq.
Roof Live Load -Side One. LL1= 25 0 PSF
Roof Dead Load- SidelOne: DL1= 15 0 PSF
Tributary Width -Side One. TW1= 2.0 FT
Roof Live Load -Side Two LL2= 25 0 PSF
Roof Dead Load -Side iTwo DL2= 15 0 PSF
Tributary Width -Side Two TW2= 4 0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 4 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 3.6 FT
Beam Uniform Live Load: wL= 150 PLF
Beam Uniform Dead Load: wD_adj= 105 PLF
Total Uniform Load: wT= 255 PLF
Properties For #2 Douglas Fir- Larch
Bending Stress: Fb= 900 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'= 1341 PSI
Adjustment Factors. Cd =1 15 Cl =1 00 Cf =1.30
Fv' I Fv'= 109 PSI
M= 413 FT -LB
Adjustment Factors. Cd =1 15
Design Requirements:
Controlling Moment:
1.8 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear
At a distance d from support.
Critical shear created by combining all dead and live Toads.
Comparisons With Required Sections.
Section Modulus (Moment)
Area (Shear)
Moment of Inertia (Deflection)
V= 348 LB
Sreq= 3 69
S= 15.13
Areq= 4 78
A= 16.50
Ireq= 2.51
I= 41.59
N3
N3
N2
N2
N4
N4
Roof Beamf 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -13 -2009 11:06:23 AM
Protect: nphba 2010 Location: roof 18
Summary
(2) 1.5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 349.5% Controlling Factor Area Depth Required 2.26 In
Deflections:
Dead Load: DLD= 0 00 IN
Live Load: LLD= 0 00 IN L/8765
Total Load: TLD= 0 01 IN L/5163
Reactions (Each End).
Live Load: LL -Rxn= 225 LB
Dead Load: DL -Rxn= 157 LB
Total Load. TL -Rxn= 382 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0.20 IN
Beam Data:
Span: L= 3.0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof 1 RP= 6 12
Live Load Deflect. Criteria: U 240
Total Load Deflect. Criteria: U 180
Roof Loading:
Roof Live Load -Side One. LL1= 25 0 PSF
Roof Dead Load -Side One: DL1= 15 0 PSF
Tributary Width -Side One: TW1= 2.0 FT
Roof Live Load -Side Two: LL2= 25 0 PSF
Roof Dead Load -Side Two. DL2= 15 0 PSF
Tributary Width -Side Two TW2= 4 0 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: I
B
4 PLF
Slope /Pitch Adjusted Lenqths and Loads:
Adjusted Beam Length: Ladi= 3.0 FT
Beam Uniform Live Load: wL= 150 PLF
Beam Uniform Dead Load: wD_adj= 105 PLF
Total Uniform Load: I wT= 255 PLF
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb= 900 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'= 1341 PSI
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Fv' 1 Fv'= 109 PSI
Adjustment Factors. Cd =1 15
Design Requirements.
Controlling Moment: M= 286 FT -LB
1.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 267 LB
At a distance d from support.
Critical shear created by combining all dead and live loads.
Comparisons With Required Sections:
Section Modulus (Moinent) Sreq= 2.56 N3
S= 15.13 N3
Area (Shear) Areq= 3.67 N2
A= 16.50 N2
Moment of Inertia (Deflection) lreq= 1 45 N4
1= 41.59 N4