HomeMy WebLinkAbout1316 S Laurel St - Technical TECHNICAL
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LINDBERO AMITH 001 0 1 2009
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319 S. Peabody, Suite B., Port Angeles, WA 98362 CITY OF PORT ANGEI4:ES 1 wy v valrox
EiUILDING DIVISION
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Project: 117". s LA v p,. L. Project No. Rai S t oh 5
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Date: pr Sheet 2- of
SHEAR WALL SUMMARY
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I/ALLOFIT/FIRMINFO/FORMS/SREARWAL
Roof Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 09 -30 -2009 4:05:51 PM
Project: WEST Location: 8' -0" WINDOW HEADER
Summary:
(2) 1.5 IN x 5.5 IN x 8.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 67.1 Controlling Factor: Section Modulus Depth Required 4.25 In
Deflections:
Dead Load: DLD= 0.07 IN
Live Load: LLD= 0.10 IN L/924
Total Load: TLD= 0.18 IN L/548
Reactions (Each End):
Live Load: LL -Rxn= 300 LB
Dead Load: DL -Rxn= 206 LB
Total Load: TL -Rxn= 506 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.27 IN
Beam Data:
Span: L= 8.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof: RP= 4 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= 8.0 FT
Beam Uniform Live Load: wL= 75 PLF
Beam Uniform Dead Load: wD_adj= 51 PLF
Total Uniform Load: wT= 126 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= 1012 FT -LB
4.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 455 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= 9.05 N3
S= 15.13 N3
Area (Shear): Areq= 6.25 N2
A= 16.50 N2
Moment of Inertia (Deflection): lreq= 13.65 N4
I= 41.59 N4
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360.452.6116 fax 360.452.7064 3t:eird'
Project:
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319 S. Peabody, Suite B., Port Angeles, WA 98362
360.452.6116 fax 360.452.7064
contact(a,lindarch.com www.lindarch.com
Project:_ T e' -,L4ra Project No.
Subject: T° AL By: /7,',,,p
Date: )144e" r'L�c�c j Sheet 1, of
SHEAR WALL SUMMARY
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I /ALLOFIT/FIRMINFO/FORMS /SHEARWAL
A. PL -YWOOD 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"
O.C. FOR FRAMING, USE DF 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 WALL PLANS.
2: MAXIMUM SHEAR 315 P.L.F.
USE 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 SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT4"
O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE 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.
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" 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"
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" O.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 W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d NAILS AT
2 1/2" O.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" O.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 SHEATING 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 PLATES WITH ANCHOR BOLTS.
PROVIDE 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.
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8. MAXIMUM SHEAR 870 P.L.F.
USE SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
3 1/2" 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 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 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" O.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" 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 11" O.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" 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 9" O.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 Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:45:38 AM
Project: i Location: ROOF 1
Summary:
5.125 IN x 22.5 IN x 25.0 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By: 146.3% Controlling Factor: Section Modulus Depth Required 14.84 In
Deflections:
Dead Load: DLD= 0.20 IN
Live Load: LLD= 0.28 IN L/1087
Total Load: TLD= 0.48 IN L/627
Reactions (Each End):
Live Load: LL -Rxn= 3437 LB
Dead Load: DL -Rxn= 2524 LB
Total Load: TL -Rxn= 5962 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 1.79 IN
Camber Reqd.: C= 0.30 IN
Beam Data:
Span: L= 25.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof: RP= 4 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= 5.5 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 5.5 FT
Roof Duration Factor: Cd= 1.15
Beam Self Weight: BSW= 28 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 25.0 FT
Beam Uniform Live Load: wL= 275 PLF
Beam Uniform Dead Load: wD_adj= 202 PLF
Total Uniform Load: wT= 477 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'= 2547 PS
Adjustment Factors: Cd =1.15 CI =0.99 Cv =0.92
Fv': Fv'= 219 PS
Adjustment Factors: Cd =1.15
Design Requirements:
Controlling Moment: M= 37262 FT -LB
12.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 5127 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= 175.55 N3
S= 432.42 N3
Area (Shear): Areq= 35.20 N2
A= 115.31 N2
Moment of Inertia (Deflection): keg= 1397.10 N4
1= 4864.75 N4
Roof Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:46:42 AM
Project: Location: ROOF 2
Summary.
(2) 1.5 IN x 3.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 216.3% Controlling Factor: Section Modulus Depth Required 1.97 In
Deflections:
Dead Load: DLD= 0.02 IN
Live Load: LLD= 0.03 IN L/1906
Total Load: TLD= 0.04 IN L/1144
Reactions (Each End):
Live Load: LL -Rxn= 150 LB
Dead Load: DL -Rxn= 100 LB
Total Load: TL -Rxn= 250 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.13 IN
Beam Data:
Span: L= 4.0 FT
Maximum Unbraced Span: Lu= 2.0 FT
Pitch Of Roof: RP= 4 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= 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= 3 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= 50 PLF
Total Uniform Load: wT= 125 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'= 1549 PSI
Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.50
Fv': Fv'= 109 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Controlling Moment: M= 250 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 215 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= 1.94 N3
S= 6.13 N3
Area (Shear): Areq= 2.95 N2
A= 10.50 N2
Moment of Inertia (Deflection): Ireq= 1.69 N4
I= 10.72 N4
Roof Rafter[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:47:42 AM
Project: Location: RAFTER 1
Summary:
TJI 230 11.875 Trus Joist MacMillan x 12.0 FT (11 1) A 24 O.C.
Section Adequate By: 122.8% Controlling Factor: Allowable end reaction
Consult manufacturers specifications for all cantilever applications.
I- joists were designed for simple spans with a limited cantilever using the joist manufacturers
published values. If the design does not match the actual joist loading or span conditions in
any way, contact the joist manufacturer for design verification.
Interior Span Deflections:
Dead Load: DLD- Interior= 0.05 IN
Live Load: LLD Interior= 0.07 IN L/1916
Total Load: TLD- Interior= 0.12 IN L/1182
Eave Deflections (Positive Deflections used for design):
Dead Load: DLD -Eave= 0.00 IN
Live Load: LLD -Eave= 0.00 IN 2L/41716
Total Load: TLD -Eave= 0.00 IN 2L/25298220
Rafter End Loads and Reactions: LOADS: RXNS:
Upper Live Load: 138 PLF 275 LB
Upper Dead Load: 86 PLF 172 LB
Upper Total Load: 224 PLF 447 LB
Lower Live Load: 164 PLF 327 LB
Lower Dead Load: 103 PLF 207 LB
Lower Total Load: 267 PLF 534 LB
Upper Equiv. Tributary Width: UTWeq= 5.5 FT
Lower Equiv. Tributary Width: LTWeq= 6.55 FT
Rafter Data:
Interior Span: L= 11.0 FT
Eave Span: L -Eave= 1.0 FT
Rafter Spacing: Spacing= 24.0 IN O.C.
Rafter Pitch: RP= 4.0 12
Roof sheathing applied to top of joists -Top of rafters fully braced.
Live Load Deflect. Criteria: L/ 240
Total Load Deflect. Criteria: L/ 180
Rafter Loads:
Roof Live Load: LL= 25.0 PSF
Roof Dead Load: DL= 15.0 PSF
Roof Duration Factor: Cd= 1.15
Slope Adjusted Spans And Loads:
Interior Span: L -adj= 11.6 FT
Eave Span: L- Eave -adi= 1.05 FT
Rafter Live Load: wL -adj= 45 PLF
Rafter Dead Load: wD -adj= 28 PLF
Rafter Total Load: wT -adj= 73 PLF
Properties For: TJI 230 11.875- Trus Joist MacMillan
Depth: D= 11.875 IN
Moment Capacity: Mcap= 4015 FT -LB
Shear Capacity: Vcap= 1655 LB
El: E1= 310000000 LB -IN2
End Reaction Capacity: Rcap= 1035 LB
Comparisons With Required Sections:
Controlling Moment: M= 1227 FT -LB
Adjusted Moment Capacity: Mcap -adi= 4617 FT -LB
Controlling Shear: V= 361 LB
Adjusted Shear Capacity: Vcap -adi= 1903 LB
El Required: El -req= 47189720 LB -IN2
El: E1= 310000000 LB -IN2
Maximum End Reaction: Rmax= 534 LB
Adjusted Reaction Capacity: Rcap -adj= 1190 LB
Floor Joist[ 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:50:29 AM
Project: I Location: FLOOR JOISTS 1
Summary:
TJI 560 11.785 Trus Joist MacMillan x 21.0 FT (a7 12 O.C.
Section Adequate By: 64.6% Controlling Factor: Allowable Deflection
I- joists were designed for simple spans using the joist manufacturers published values.
If the design does not match the actual foist loading or span conditions in any way,
contact the joist manufacturer for design verification.
Joist Span Deflections:
Dead Load: DLD- Center= 0.12 IN
Live Load: LLD- Center= 0.31 IN L/815
Total Load: TLD- Center= 0.43 IN L/593
Joist Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 420 LB
Dead Load: DL- Rxn -A= 158 LB
Total Load: TL- Rxn -A= 577 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.75 IN
Joist Span Riqht End Reactions (Support B):
Live Load: LL- Rxn -B= 420 LB
Dead Load: DL- Rxn -B= 158 LB
Total Load: TL- Rxn -B= 577 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.75 IN
Joist Data:
Joist Span Length: L2= 21.0 FT
Floor sheathing applied to top of joists -top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 480
Total Load Deflect. Criteria: L/ 360
Joist Span Loading:
Uniform Floor Loading:
Live Load: LL -2= 40.0 PSF
Dead Load: DL -2= 15.0 PSF
Total Load: TL -2= 55.0 PSF
Total Load Adjusted for Joist Spacing: wT -2= 55 PLF
Properties For: TJI 560 11.785- Trus Joist MacMillan
Depth: D= 11.785 IN
Moment Capacity: Mcap= 9500 FT -LB
Shear Capacity: Vcap= 2050 LB
El: E1= 636000000 LB -IN2
End Reaction Capacity: Rcap= 1265 LB
Comparisons With Required Sections:
Controlling Moment: M= 3032 FT -LB
Adjusted Moment Capacity: Mcap-adi= 9500 FT -LB
Controlling Shear: V= 531 LB
Adjusted Shear Capacity: Vcap -adj= 2050 LB
El Required: EI -req= 386275500 LB -IN2
El: E1= 636000000 LB -IN2
Maximum End Reaction: Rmax= 577 LB
Adjusted Reaction Capacity: Rcap -adj= 1265 LB
Combination Roof and Floor Beam!' 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:52:20 AM
Project: i Location: FLOOR 1
Summary:
1.75 IN x 11.875 IN x 11.5 FT Versa -Lam 2800 Fb DF Boise Cascade
Section Adequate By: 14.3% Controlling Factor: Section Modulus Depth Required 11.11 In
Deflections:
Dead Load: DLD= 0.11 IN
Live Load: LLD= 0.29 IN U476
Total Load: TLD= 0.40 IN L/342
Reactions (Each End):
Live Load: LL -Rxn= 2070 LB
Dead Load: DL -Rxn= 814 LB
Total Load: TL -Rxn= 2884 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 1.83 IN
Beam Data:
Span: L= 11.5 FT
Maximum Unbraced Span: Lu= 1.0 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Roof Loading:
Roof Live Load -Side One: RLL1= 25.0 PSF
Roof Dead Load -Side One: RDL1= 15.0 PSF
Roof Tributary Width -Side One: RTW1= 0.0 FT
Roof Live Load -Side Two: RLL2= 25.0 PSF
Roof Dead Load -Side Two: RDL2= 15.0 PSF
Roof Tributary Width -Side Two: RTW2= 0.0 FT
Roof Duration Factor: Cd -roof= 1.15
Floor Loading:
Floor Live Load -Side One: FLL1= 40.0 PSF
Floor Dead Load -Side One: FDL1= 15.0 PSF
Floor Tributary Width -Side One: FTW1= 9.0 FT
Floor Live Load -Side Two: FLL2= 40.0 PSF
Floor Dead Load -Side Two: FDL2= 15.0 PSF
Floor Tributary Width -Side Two: FTW2= 0.0 FT
Floor Duration Factor: Cd -floor= 1.00
Wall Load: WALL= 0 PLF
Beam Loads:
Roof Uniform Live Load: wL -roof= 0 PLF
Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 0 PLF
Floor Uniform Live Load: wL -floor= 360 PLF
Floor Uniform Dead Load: wD -floor= 135 PLF
Beam Self Weight: BSW= 6 PLF
Combined Uniform Live Load: wL= 360 PLF
Combined Uniform Dead Load: wD= 141 PLF
Combined Uniform Total Load: wT= 501 PLF
Controlling Total Desiqn Load: wT -cont= 501 PLF
Properties For: Versa -Lam 2800 Fb DF- Boise Cascade
Bending Stress: Fb= 2800 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 900 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2765 PSI
Adjustment Factors: Cd =1.00 CI =0.99 Cf =1.00
Fv': Fv'= 285 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 8290 FT -LB
5.75 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 2422 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= 35.98 N3
S= 41.13 N3
Area (Shear): Areq= 12.75 N2
A= 20.78 N2
Moment of Inertia (Deflection): Ireq= 184.76 N4
1= 244.21 N4
Multi- Loaded Beam! 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 12:54:17 AM
Projec ocation: FLOOR 2
Summai
5.25 IN x 11.875 IN x 21.0 FT Versa -Lam 3080 Fb DF Boise Cascade
Section Adequate By: 151.3% Controlling Factor: Moment of Inertia Depth Required 8.73 In
Center Span Deflections:
Dead Load: DLD- Center= 0.16 IN
Live Load: LLD Center= 0.26 IN L/971
Total Load: TLD- Center= 0.42 IN L/603
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 1984 LB
Dead Load: DL- Rxn -A= 981 LB
Total Load: TL- Rxn -A= 2965 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.63 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 506 LB
Dead Load: DL- Rxn -B= 400 LB
Total Load: TL- Rxn -B= 905 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.19 IN
Beam Data:
Center Span Length: L2= 21.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 -Top= 18.0 FT
Center Span Unbraced Length Bottom of Beam: Lu2- Bottom= 21.0 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= 20 PLF
Dead Load: wD -2= 8 PLF
Beam Self Weight: BSW= 19 PLF
Total Load: wT -2= 47 PLF
Point Load 1
Live Load: PL1 -2= 2070 LB
Dead Load: PD1 -2= 814 LB
Location (From left end of span): X1 -2= 3.0 FT
Properties For: Versa -Lam 3080 Fb DF- Boise Cascade
Bendinq Stress: Fb= 3080 PSI
Shear Stress: Fv= 285 PSI
Modulus of Elasticity: E= 2000000 PSI
Stress Perpendicular to Grain: Fc_perp= 900 PSI
Adjusted Properties
Fb' (Tension): Fb'= 2976 PSI
Adjustment Factors: Cd =1.00 CI =0.97 Cf =1.00
Fv': Fv'= 285 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 8675 FT -LB
3.15 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= 2926 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 (Moment): Sreq= 34.97 N3
S= 123.39 N3
Area (Shear): Areq= 15.40 N2
A= 62.34 N2
Moment of Inertia (Deflection): Ireq= 291.55 N4
1= 732.62 N4
Multi- Loaded Beam' 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 1:02:13 PM
Protect: Location: FLOOR 3
Summary:
5.5 IN x 9.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 47.2% Controlling Factor: Area Depth Required 6.78 In
Center Span Deflections:
Dead Load: DLD- Center= 0.01 IN
Live Load: LLD- Center= 0.01 IN U4600
Total Load: TLD- Center= 0.02 IN U2832
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 1697 LB
Dead Load: DL- Rxn -A= 1023 LB
Total Load: TL- Rxn -A= 2720 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.79 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 1749 LB
Dead Load: DL- Rxn -B= 1095 LB
Total Load: TL- Rxn -B= 2844 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.83 IN
Beam Data:
Center Span Length: L2= 4.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.67 FT
Center Span Unbraced Length- Bottom of Beam: Lu2- 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= 325 PLF
Dead Load: wD -2= 263 PLF
Beam Self Weight: BSW= 13 PLF
Total Load: wT -2= 601 PLF
Point Load 1
Live Load: PL1 2= 506 LB
Dead Load: PD1 -2= 400 LB
Location (From left end of span): X1 -2= 2.5 FT
Trapezoidal Load 1
Left Live Load: TRL- Left-1 -2= 440 PLF
Left Dead Load: TRD- Left-1 -2= 165 PLF
Right Live Load: TRL Right -1 -2= 440 PLF
Right Dead Load: TRD- Right -1 -2= 165 PLF
Load Start: A -1 -2= 0.0 FT
Load End: B -1 -2= 2.5 FT
Load Length: C -1 -2= 2.5 FT
Trapezoidal Load 2
Left Live Load: TRL- Left-2 -2= 360 PLF
Left Dead Load: TRD- Left-2 -2= 135 PLF
Right Live Load: TRL- Right -2 -2= 360 PLF
Right Dead Load: TRD- Right -2 -2= 135 PLF
Load Start: A -2 -2= 2.5 FT
Load End: B -2 -2= 4.0 FT
Load Length: C -2 -2= 1.5 FT
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'= 874 PSI
Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00
Fv': Fv'= 85 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 3068 FT -LB
2.24 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear: V= 2011 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= 42.12 N3
S= 82.73 N3
Area (Shear): Areq= 35.49 N2
A= 52.25 N2
Moment of Inertia (Deflection): Ireq= 33.30 N4
I= 392.96 N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 1:58:30 PM
Protect: Location: RPPF 4
Summary:
5.125 IN x 15.0 IN x 14.0 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By: 29.6% Controlling Factor: Section Modulus Depth Required 13.18 In
Center Span Deflections:
Dead Load: DLD- Center= 0.16 IN
Live Load: LLD- Center= 0.18 IN L/950
Total Load: TLD- Center= 0.33 IN L/506
Camber Required: C= 0.23 IN
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 2519 LB
Dead Load: DL- Rxn -A= 2386 LB
Total Load: TL- Rxn -A= 4904 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 1.47 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 2519 LB
Dead Load: DL- Rxn -B= 2386 LB
Total Load: TL- Rxn -B= 4904 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.47 IN
Beam Data:
Center Span Length: L2= 14.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 -Top= 7.0 FT
Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 14.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL -2= 75 PLF
Dead Load: wD -2= 113 PLF
Beam Self Weight: BSW= 19 PLF
Total Load: wT -2= 207 PLF
Point Load 1
Live Load: PL1 -2= 3987 LB
Dead Load: PD1 -2= 2928 LB
Location (From left end of span): X1 -2= 7.0 FT
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'= 2368 PS
Adjustment Factors: Cd =1.00 CI =0.99
Fv': Fv'= 190 PS
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 29266 FT -LB
7.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s) 2
Controlling Shear: V= 4673 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 (Moment): Sreq= 148.32 N3
S= 192.19 N3
Area (Shear): Areq= 36.89 N2
A= 76.88 N2
Moment of Inertia (Deflection): Ireq= 683.84 N4
1= 1441.41 N4
Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009: 1:03:11 PM
Project: Location: FLOOR 5
Summary:
5.5 IN x 11.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 20.4% Controlling Factor: Area Depth Required 9.55 In
Center Span Deflections:
Dead Load: DLD- Center= 0.00 IN
Live Load: LLD Center= 0.01 IN L/5566
Total Load: TLD- Center= 0.01 IN L/3581
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 2150 LB
Dead Load: DL- Rxn -A= 1208 LB
Total Load: TL- Rxn -A= 3358 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.98 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 2234 LB
Dead Load: DL- Rxn -B= 1299 LB
Total Load: TL- Rxn -B= 3533 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.03 IN
Beam Data:
Center Span Length: L2= 4.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 -Top= 1.67 FT
Center Span Unbraced Length- Bottom of Beam: Lu2- 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= 325 PLF
Dead Load: wD -2= 263 PLF
Beam Self Weight: BSW= 15 PLF
Total Load: wT -2= 603 PLF
Point Load 1
Live Load: PL1 -2= 1984 LB
Dead Load: PD1 -2= 981 LB
Location (From left end of span): X1 -2= 2.5 FT
Trapezoidal Load 1
Left Live Load: TRL- Left-1 -2= 440 PLF
Left Dead Load: TRD- Left-1 -2= 165 PLF
Right Live Load: TRL Right -1 -2= 440 PLF
Right Dead Load: TRD- Right -1 -2= 165 PLF
Load Start: A -1 -2= 0.0 FT
Load End: B -1 -2= 2.5 FT
Load Length: C -1 -2= 2.5 FT
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'= 874 PSI
Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.00
Fv': Fv'= 85 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 4613 FT -LB
2.48 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= 2977 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= 63.34 N3
S= 121.23 N3
Area (Shear): Areq= 52.54 N2
A= 63.25 N2
Moment of Inertia (Deflection): Ireq= 46.72 N4
I= 697.07 N4
Combination Roof and Floor Beam' 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009 2:02:26 PM
Project: Location: ROOF 6
Summary:
(2) 1.5 IN x 5.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 247.1% Controlling Factor: Area Depth Required 2.82 In
Deflections:
Dead Load: DLD= 0.01 IN
Live Load: LLD= 0.01 IN U5839
Total Load: TLD= 0.02 IN U2499
Reactions (Each End):
Live Load: LL -Rxn= 190 LB
Dead Load: DL -Rxn= 254 LB
Total Load: TL -Rxn= 444 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.24 IN
Beam Data:
Span: L= 4.0 FT
Maximum Unbraced Span:. Lu= 4.0 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Roof Loading:
Roof Live Load -Side One: RLL1= 25.0 PSF
Roof Dead Load -Side One: RDL1= 15.0 PSF
Roof Tributary Width -Side One: RTW1= 2.0 FT
Roof Live Load -Side Two: RLL2= 25.0 PSF
Roof Dead Load -Side Two: RDL2= 15.0 PSF
Roof Tributary Width -Side Two: RTW2= 1.0 FT
Roof Duration Factor: Cd -roof= 1.15
Floor Loading:
Floor Live Load -Side One: FLL1= 40.0 PSF
Floor Dead Load -Side One: FDL1= 15.0 PSF
Floor Tributary Width -Side One: FTW1= 0.5 FT
Floor Live Load -Side Two: FLL2= 40.0 PSF
Floor Dead Load -Side Two: FDL2= 15.0 PSF
Floor Tributary Width -Side Two: FTW2= 0.0 FT
Floor Duration Factor: Cd -floor= 1.00
Wall Load: WALL= 68 PLF
Beam Loads:
Roof Uniform Live Load: wL -roof= 75 PLF
Roof Uniform Dead Load (Adjusted for roof pitch): wD- roof 47 PLF
Floor Uniform Live Load: wL- floor= 20 PLF
Floor Uniform Dead Load: wD -floor= 8 PLF
Beam Self Weight: BSW= 4 PLF
Combined Uniform Live Load: wL= 95 PLF
Combined Uniform Dead Load: wD= 127 PLF
Combined Uniform Total Load: wT= 222 PLF
Controlling Total Design Load: wT -cont= 222 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'= 1337 PSI
Adjustment Factors: Cd =1.15 CI =0.99 Cf =1.30
Fv': Fv'= 109 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Controlling Moment: M= 444 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 346 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= 3.98 N3
S= 15.13 N3
Area (Shear): Areq= 4.75 N2
A= 16.50 N2
Moment of Inertia (Deflection): Ireq= 3.99 N4
1= 41.59 N4
Combination Roof and Floor Beam' 2000 International Building Code (97 NDS) Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 08 -18 -2009 2:03:12 PM
Project: 1 Location: ROOF 7
Summary:
3.5 IN x 5.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 2.9% Controlling Factor: Area Depth Required 5.35 In
Deflections:
Dead Load: DLD= 0.02 IN
Live Load: LLD= 0.04 IN L/1182
Total Load: TLD= 0.06 IN L/741
Reactions (Each End):
Live Load: LL -Rxn= 1095 LB
Dead Load: DL -Rxn= 653 LB
Total Load: TL -Rxn= 1748. LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.80 IN
Beam Data:
Span: L= 4.0 FT
Maximum Unbraced Span: Lu= 1.0 FT
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Roof Loading:
Roof Live Load -Side One: RLL1= 25.0 PSF
Roof Dead Load -Side One: RDL1= 15.0 PSF
Roof Tributary Width -Side One: RTW1= 2.0 FT
Roof Live Load -Side Two: RLL2= 25.0 PSF
Roof Dead Load -Side Two: RDL2= 15.0 PSF
Roof Tributary. Width -Side Two: RTW2= 5.5 FT
Roof Duration Factor: Cd -roof= 1.15
Floor Loading:
Floor Live Load -Side One: FLL1= 40.0 PSF
Floor Dead Load -Side One: FDL1= 15.0 PSF
Floor Tributary Width -Side One: FTW1= 9.0 FT
Floor Live Load -Side Two: FLL2= 40.0 PSF
Floor Dead Load -Side Two: FDL2= 15.0 PSF
Floor Tributary Width -Side Two: FTW2= 0.0 FT
Floor Duration Factor: Cd -floor= 1.00
Wall Load: WALL= 68 PLF
Beam Loads:
Roof Uniform Live Load: wL -roof= 188 PLF
Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 119 PLF
Floor Uniform Live Load: wL -floor= 360 PLF
Floor Uniform Dead Load: wD -floor= 135 PLF
Beam Self Weight: BSW= 5 PLF
Combined Uniform Live Load: wL= 548 PLF
Combined Uniform Dead Load: wD= 326 PLF
Combined Uniform Total Load: wT= 874 PLF
Controlling Total Desiqn Load: wT -cont= 874 PLF
Properties For: #2- Douglas Fir -Larch
Bendinq 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'= 1344 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= 1748 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live Toads.
Controlling Shear: V= 1363 LB
At a distance d from support.
Critical shear created by combining all dead and live Toads.
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 15.60 N3
S= 17.65 N3
Area (Shear): Areq= 18.71 N2
A= 19.25 N2
Moment of Inertia (Deflection): lreq= 15.73 N4
1= 48.53 N4