HomeMy WebLinkAbout1003 Dunker Dr Technical - BuildingTECHNICAL
Permit CY7 1413
Address 1003 b Or
Project description NeAk) Si Q,
Date the permit was finaled (0-3 0
Number of technical pages 14
UNDBE
drA R C H NZC T S
319 s. peabody, suite b, port angeles, via 98362
360.452.611 fax 360.452.706
Project: W42‘.1h94 001- Of Proiect No.
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319 S. Peabody Suite B. Port Angeles, WA 98362
360.452.6116 fax 360.452.7064
contactelindarch.com www.lindarch.com,
Project: M 1 2001 OS
Subject: L AVE•
Date AvlCA '2. ten
SHEAR WALL SUMMARY
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SHEAR WALL PLAN
PLYWOOD OR 0.55. SHEAR WALLS
2. 11001111 BLEAR 36 PLF.
use Vi' SWATHS ONE SIPE OF WALL NAIL. ALL EDGES INTI Ed NAILS
AT E' OD. FOR FRAMING, USE PP NO2 PROVIDE IQ' DIAMETER ANCHOR
BOLTS AT 32' Oa MA)1111 AT TIE PO 4DATIO.
FOR TIE DOWNS AT EACH END OF THE 1114L L, SEE FRAMNG/EIEAR PLANS.
4 M4kMM SWEAR 490 PLR
USE 1/2' BHEATTNG OE SIDE CF WALL NAIL Ail EDGES WTI Ed 1441113
AT 3' OC. FOR FRAMING, USE 3)C DP NO]. DOUBLE BOTTCM PLATES AFE
IECUIRED, BOLT THROUGH 50114 PLATES WTI ANOIIOR BOLT8. PROVIDE
6/8' DIAMETER ANCHOR BOLTS AT 32' OD. MU1GM24 SPACING AT TIE
A P T AR PLA AT EACH END OF NE WALL.
SEE 9. P470111 BLEAR 940 PLP.
USE V!' 8HEATNG ONE SIDE OF WALL NAU. ALL EDGES WITH 10d NAILS
AT 3' ac. FOR use 3X OF Nos DO BLE BOTTOM RATES ARE
REWIRED, BOLT THROUGH BON PLATES WTI ANCHOR BOLTS. PROVIDE
W S" DIAMETER ANCHOR 00.18 AT 24' O. MOW SPACING AT THE
I'WOATION. FOR TIE DCUNS AT EACH END OF TIE WALL
SEE RUMNGEFEAR PLANS
GENERAL REQUIREMENTS
ALL BIEATNG EDGES SHALL BE BACKED WTI FRAME SIZED ACCORDING
TO SHEAR ROLL EOEDILE OR 2' NOMINAL BLOCKNa CONNECTIONS
BE1UEEl ROOF SEATING AND WALL SEATING OR BETUEEN UPPER WALL
SEAM AND LOUSE WALL MEANING STALL BE SUCH NAT REQUIRED
EDGE NAILING PER SGFDIYE 18 COrtNJOUS THROUGH BLOCKING AND
WALL PLATES. SPACE IOd NAL6 AT 12' O ALONG NTEFMEDIATE FRAMING
tie TIE paws SMAL BE B BOL LT TEDTOTIEE UPPER t STUDS
AND
ANDOS't A E ONG. THREADED ROD AS PM M ANFACTURE17B
SCALE V4' P-0'
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F
A. PLYWOOD OR O.S.B. SHEAR WALLS
1 MAXIMUM SHEAR 250 P L.F
USE SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 6"
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.
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 W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4'
0 C. FOR FRAMING, USE 3X DF NO.2. PROVIDE W 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 SHEATING ONE 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 5/8"
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.
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 NO.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
FRAMING /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" 0 C STAGGERED FOR FRAMING, USE 3X DF NO.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 W SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C. STAGGERED FOR FRAMING, USE 3X DF NO.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 1/2' SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2" 0 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 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 W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3' 0 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" 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 W SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
3" 0 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' 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 NO.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 5/8" SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2" 0 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 9" 0 C. MAXIMUM SPACING AT THE
FOUNDATION. FOR. TIE DOWNS AT EACH END OF THE WALL, SEE
FRAMING /SHEAR WALL PLANS.
Roof Beamf 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -09 -2007 12:58:28 AM
Project: nphba 2008 Location. roof 1
Summary
5 5 IN x 11.25 IN x 16 0 FT #2 Douglas Fir-Larch Dry Use
Section Adequate By 118 7% Controlling Factor Section Modulus Depth Required 7.61 In
Deflections:
Dead Load. DLD= 0.11 IN
Live Load: LLD= 0 13 IN U1473
Total Load: TLD= 0.24 IN U796
Reactions (Each End)
Live Load: LL -Rxn= 600 LB
Dead Load: DL -Rxn= 510 LB
Total Load TL -Rxn= 1110 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 32 IN
Beam Data:
Span. L= 16.0 FT
Maximum Unbraced Span. Lu= 2.0 FT
Pitch Of Roof RP= 5 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= 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= 15 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length Ladj= 16.0 FT
Beam Uniform Live Load wL= 75 PLF
Beam Uniform Dead Load: wD_adi= 64 PLF
Total Uniform Load: wT= 139 PLF
Properties For #2 Douglas Fir -Larch
Bending 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'= 1005 PSI
Adjustment Factors: Cd =1 15 CI =1.00 Cf =1 00
Fv' Fv'= 98 PSI
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M= 4441 FT -LB
8 0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 999 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= 53 05 N3
S= 116 02 N3
Area (Shear) Areq= 15.33 N2
A= 61.88 N2
Moment of Inertia (Deflection) Ireq= 147 56 N4
1= 652:59 N4
Roof Beam' 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -09 -2007 1 PM
Project: nphba 2008 Location: roof 2
Summary
5 125 IN x 10.5 IN x 10 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 92.0% Controlling Factor Section Modulus Depth Required 7 58 In
Deflections.
Dead Load: DLD=
Live Load. LLD=
Total Load: TLD=
Reactions (Each End)
Live Load: LL -Rxn= 2688 LB
Dead Load: DL -Rxn= 1812 LB
Total Load: TL -Rxn= 4500 LB
Bearing Length Required (Beam only support capacity not checked) BL= 1 35 IN
Camber Regd. C= 0 14 IN
Beam Data:
Span. L
Maximum Unbraced Span: Lu=
Pitch Of Roof RP=
Live Load Deflect. Criteria. L/
Total Load Deflect. Criteria. If
Camber Adjustment Factor CAF=
Roof Loading LL1=
Roof Live Load -Side One'
Roof Dead Load -Side One DL1=
Tributary Width -Side One. TW
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 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
Fc perp= 650 PS
Fb_cpr= 1200 PS
Stress Perpendicular to Grain:
Bending Stress of Comp Face in Tension.
Adjusted Properties
Fb' (Tension)
Adjustment Factors. Cd =1 15 CI =1 00
Fv'
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment:
5 0 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 loads.
Comparisons With Required Sections.
Section Modulus (Moment)
Area (Shear)
Moment of Inertia (Deflection)
0.09 IN
014 IN =U883
0.23 IN U527
10 0 FT
2.0 FT
5 12
240
180
1.5 X DLD
25 0 PSF
15 0 PSF
2.0 FT
25 0 PSF
15.0 PSF
19.5 FT
1 15
13 PLF
10 0 FT
538 PLF
362 PLF
900 PLF
Fb'= 2753 PS
Fv'= 219 PS
M= 11249 FT -LB
V= 3780 LB
Sreq= 49 04 N3
S= 94 17 N3
Areq= 25.95 N2
A= 53.81 N2
lreq= 168 71 N4
I= 494 40 N4
Roof Beam' 2000 International Building Code (97 NDS) Ver 6 00 7
By' Charles Smith Lindberg Smith on: 08 -09 -2007 1 PM
Project: nphba 2008 Location. roof 3
Summary
2 1.5 IN x 5.5 IN x 3 0 FT #2. Douglas Fir -Larch Dry Use
Section Adequate By 320.6% Controlling Factor Area Depth Required 2.34 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 adi=
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=
1.5 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 (Deflection) lreq=
I=
0 00 IN
0.00 IN U8091
0 01 IN U4831
244 LB
164 LB
408 LB
0.22 IN
3.0 FT
2.0 FT
5 12
240
180
25 0 PSF
15 0 PSF
2.0 FT
25 0 PSF
15 0 PSF
4.5 FT
1 15
4 PLF
3 0 FT
163 PLF
110 PLF
272 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
306 FT -LB
286 LB
2.74
15 13
3 92
16.50
1 55
41 59
N3
N3
N2
N2
N4
N4
Roof Beam[ 2000 International Building Code (97 NDS)) Ver 6.00 7
By Charles Smith Lindberg Smith on. 08 -09 -2007 1 PM
Project: nphba 2008 Location: roof 4
Summary
(2) 1.5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 49.2% Controlling Factor Area Depth Required 3 93 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. U
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_adi=
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
1.5 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=
Shear
S=
Area
(Shear) Areq=
A=
Moment of Inertia (Deflection) Ireq=
1=
0 01 IN
0 01 IN U2843
0.02 IN U1714
694 LB
457 LB
1151 LB
0 61 IN
3.0 FT
2.0 FT
5 12
240
180
25 0 PSF
15 0 PSF
2.0 FT
25 0 PSF
15 0 PSF
16 5 FT
1 15
4 PLF
3 0 FT
463 PLF
305 PLF
767 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
863 FT -LB
805 LB
7 72
15 13
11 06
16 50
4 37
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 -09 -2007 1'04:51 PM
Project: nphba 2008 Location roof 5
Summary
3 5 IN x 7.25 IN x 10 5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 91 4% Controlling Factor Section Modulus Depth Required 5.24 In
Deflections:
Dead Load: DLD= 0 08 IN
Live Load LLD= 0.12 IN U1093
Total Load TLD= 0.20 IN U631
Reactions (Each End)
Live Load. LL -Rxn= 394 LB
Dead Load. DL -Rxn= 288 LB
Total Load TL -Rxn= 682 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 31 IN
Beam Data.
Span. L= 10.5 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 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= 6 PLF
Slope /Pitch Adjusted Lengths and Loads.
Adjusted Beam Length. Ladj= 10.5 FT
Beam Uniform Live Load: wL= 75 PLF
Beam Uniform Dead Load wD_adj= 55 PLF
Total Uniform Load wT= 130 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'= 1342 PSI
Adjustment Factors: Cd =1 15 CI =1 00 Cf =1.30
Adjustment Factors. Cd =1 15
Design Requirements
Controlling Moment: M= 1790 FT -LB
5.25 ft from left support
Critical moment created by combining all dead and live loads
Controlling Shear V= 614 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= 16.02 N3
S= 30 66 N3
Area (Shear) Areq= 8 43 N2
A= 25.38 N2
Moment of Inertia (Deflection) Ireq= 31 72 N4
1= 111 15 N4
Fv'
Fv'= 109 PSI
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6 00 7
By Charles Smith Lindberg Smith on. 08 -09 -2007 1 PM
Project: nphba 2008 Location roof 6
Summary
3.5 IN x 7.25 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 166.9% Controlling Factor Area Depth Required 3 64 In
Deflections.
Dead Load. DLD= 0 00 IN
Live Load: LLD= 0 00 IN L/7597
Total Load. TLD= 0 01 IN U4567
Reactions (Each End)
Live Load: LL -Rxn= 694 LB
Dead Load: DL -Rxn= 460 LB
Total Load: TL -Rxn= 1154 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 53 IN
Beam Data:
Span. L= 3 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 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= 16 5 FT
Roof Duration Factor Cd= 1 15
Beam Self Weight: BSW= 6 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length Ladj= 3.0 FT
Beam Uniform Live Load: wL= 463 PLF
Beam Uniform Dead Load: wD_adj= 307 PLF
Total Uniform Load: wT= 769 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'= 1342 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= 865 FT -LB
1 5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 692 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= 7 74 N3
S= 30 66 N3
Area (Shear) Areq= 9.51 N2
A= 25.38 N2
Moment of Inertia (Deflection) Ireq= 4 38 N4
1= 111 15 N4
Roof Beam[ 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 08 -09 -2007 1 05.56 PM
Project: nphba 2008 Location: roof 7
Summary
(2) 1 5 IN x 5.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 525 4% Controlling Factor Section Modulus Depth Required 2.2 In
Deflections:
Dead Load DLD= 0 01 IN
Live Load: LLD= 0 01 IN L/5680
Total Load: TLD= 0 02 IN L/3283
Reactions (Each End)
Live Load: LL -Rxn= 125 LB
Dead Load: DL -Rxn= 91 LB
Total Load. TL -Rxn= 216 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 12 IN
Beam Data.
Span L= 5 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. 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= 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= 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= 5 0 FT
Beam Uniform Live Load: wL= 50 PLF
Beam Uniform Dead Load: wD_adj= 37 PLF
Total Uniform Load wT= 87 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= 270 FT -LB
2.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 177 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= 2.42 N3
S= 15.13 N3
Area (Shear) Areq= 2.43 N2
A= 16 50 N2
Moment of Inertia (Deflection) Ireq= 2.28 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 -09 -2007 1 PM
Project: nphba 2008 Location. roof 8
Summary'
3.5 IN x 7.25 IN x 2.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 593.6% Controlling Factor Area Depth Required 2.26 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: LL1=
Roof Live Load -Side One
Roof Dead Load -Side One. DL1=
Tributary Width -Side One: 1W
Roof Live Load -Side Two LL2=
Roof Dead Load -Side Two DL2=
Tributary Width -Side Two. TW
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 =1.30
Fv' Fv'=
Adjustment Factors: Cd =1 15
Design Requirements.
Controlling Moment: M=
1 0 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 (Deflection) Ireq=
1=
0 00 IN
0 00 IN U29644
0 00 IN U17800
400 LB
266 LB
666 LB
0.30 IN
2.0 FT
2.0 FT
5 12
240
180
25.0 PSF
15.0 PSF
2.0 FT
25.0 PSF
15.0 PSF
14 0 FT
1 15
6 PLF
2.0 FT
400 PLF
266 PLF
666 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1342 PSI
109 PSI
333 FT -LB
266 LB
2.98
30.66
3 66
25 38
1 12
111 15
N3
N3
N2
N2
N4
N4