HomeMy WebLinkAbout206 Motor Ave - Technical TECHNIcAL
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319 s. peabody, suite b, port angeles, wa 98362
360.452.6116 fax 360.452.7064
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319 S. Peabody, Suite B., Port Angeles, WA 98362
360.452.6116 fax 360.452.7064
contactAlindarch.com www.lindarch.com
Project: -r 44 J t 6 1712-v4 arro ted Project No.
Subject: I-A L. By:
Date: {SC C Sheet 7,0 of
SHEAR WALL SUMMARY
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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"
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.
2: MAXIMUM SHEAR 315 P.L.F.
USE W 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 %Z" SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 4"
O.C. FOR FRAMING, USE 3X DF NO.2. PROVIDE W 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.
USEW 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 W SHEATING ONE SIDE OF WALL. NAIL ALL EDGES WITH 10d 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 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.
M1
8. MAXIMUM SHEAR 870 P.L.F.
USE Y2 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 Beamf 2000 International Building Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:29:42 AM
Project: HOCH Location: ROOF 1
Summary:
3.5 IN x 9.25 IN x 11.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 94.5% Controlling Factor: Section Modulus Depth Required 6.63 In
Deflections:
Dead Load: DLD= 0.07 IN
Live Load: LLD= 0.09 IN L/1480
Total Load: TLD= 0.16 IN L/846
Reactions (Each End):
Live Load: LL -Rxn= 550 LB
Dead Load: DL -Rxn= 412 LB
Total Load: TL -Rxn= 962 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.44 IN
Beam Data:
Span: L= 11.0 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:
Roof Live Load -Side One: LL1= 25.0 PSF
Roof Dead Load -Side One: DL1= 15.0 PSF
Tributary Width -Side One: TW1= 1.5 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 2.5 FT
Roof Duration Factor: Cd= 1.15
Beam Self Weight: BSW= 8 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 11.0 FT
Beam Uniform Live Load: wL= 100 PLF
Beam Uniform Dead Load: wD_adj= 75 PLF
Total Uniform Load: wT= 175 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'= 1238 PSI
Adjustment Factors: Cd =1.15 C1 =1.00 Cf =1.20
Fv': Fv'= 109 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Controlling Moment: M= 2646 FT -LB
5.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 828 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= 25.66 N3
S= 49.91 N3
Area (Shear): Areq= 11.36 N2
A= 32.38 N2
Moment of Inertia (Deflection): Ireq= 49.11 N4
1= 230.84 N4
Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:30:19 AM
Project: HOCH Location: ROOF 2
Summary:
5.5 IN x 9.25 IN x 11.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 58.8% Controlling Factor: Section Modulus Depth Required 7.34 In
Deflections:
Dead Load: DLD= 0.08 IN
Live Load: LLD= 0.11 IN L/1210
Total Load: TLD= 0.19 IN L/691
Reactions (Each End):
Live Load: LL -Rxn= 859 LB
Dead Load: DL -Rxn= 644 LB
Total Load: TL -Rxn= 1504 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.44 IN
Beam Data:
Span: L= 11.0 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= 3.75 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 2.5 FT
Roof Duration Factor: Cd= 1.15
Beam Self Weight: BSW= 12 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 11.0 FT
Beam Uniform Live Load: wL= 156 PLF
Beam Uniform Dead Load: wD_adj= 117 PLF
Total Uniform Load: wT= 273 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= 4136 FT -LB
5.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 1293 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= 49.39 N3
S= 78.43 N3
Area (Shear): Areq= 19.85 N2
A= 50.88 N2
Moment of Inertia (Deflection): Ireq= 94.47 N4
1= 362.75 N4
Roof Beamf 2000 International Building Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:30:55 AM
Project: HOCH Location: ROOF 3
Summary:
3.5 IN x 5.5 IN x 4.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 342.5% Controlling Factor: Area Depth Required 2.49 In
Deflections:
Dead Load: DLD= 0.01 IN
Live Load: LLD= 0.01 IN L/5449
Total Load: TLD= 0.02 IN U3186
Reactions (Each End):
Live Load: LL -Rxn= 237 LB
Dead Load: DL -Rxn= 169 LB
Total Load: TL -Rxn= 406 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.19 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: 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= 3.75 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 1.0 FT
Roof Duration Factor: Cd= 1.15
Beam Self Weight: BSW= 5 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 4.0 FT
Beam Uniform Live Load: wL= 119 PLF
Beam Uniform Dead Load: wD_adj= 84 PLF
Total Uniform Load: wT= 203 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'= 1343 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= 406 FT -LB
2.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 317 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= 3.63 N3
S= 17.65 N3
Area (Shear): Areq= 4.35 N2
A= 19.25 N2
Moment of Inertia (Deflection): Ireq 2.74 N4
1= 48.53 N4
Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:31:52 AM
Project: HOCH Location: ROOF 4
Summary:
3.5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 44.0% Controlling Factor: Area Depth Required 3.84 In
Center Span Deflections:
Dead Load: DLD- Center= 0.01 IN
Live Load: LLD Center= 0.01 IN L/4411
Total Load: TLD- Center= 0.01 IN L/2533
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 508 LB
Dead Load: DL- Rxn -A= 377 LB
Total Load: TL- Rxn -A= 885 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.40 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 292 LB
Dead Load: DL- Rxn -B= 214 LB
Total Load: TL- Rxn -B= 506 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.23 IN
Beam Data:
Center Span Length: L2= 3.0 FT
Center Span Unbraced Length -Top of Beam: Lu2 -Top= 2.0 FT
Center Span Unbraced Length- Bottom of Beam: Lu2- Bottom= 3.0 FT
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Center Span Loading:
Uniform Load:
Live Load: wL -2= 50 PLF
Dead Load: wD -2= 30 PLF
Beam Self Weight: BSW= 5 PLF
Total Load: wT -2= 85 PLF
Point Load 1
Live Load: PL1 -2= 650 LB
Dead Load: PD1 -2= 487 LB
Location (From left end of span): X1 -2= 1.0 FT
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'= 1168 PSI
Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.30
Fv': Fv'= 95 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 836 FT -LB
1.02 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= 847 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= 8.59 N3
S= 17.65 N3
Area (Shear): Areq= 13.37 N2
A= 19.25 N2
Moment of Inertia (Deflection): Ireq= 4.60 N4
1= 48.53 N4
Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:32:19 AM
Project: HOCH Location: ROOF 5
Summary:
3.5 IN x 5.5 IN x 6.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 302.1% Controlling Factor: Section Modulus Depth Required 2.74 In
Deflections:
Dead Load: DLD= 0.02 IN
Live Load: LLD= 0.02 IN L/3068
Total Load: TLD= 0.04 IN L/1757
Reactions (Each End):
Live Load: LL -Rxn= 188 LB
Dead Load: DL -Rxn= 140 LB
Total Load: TL -Rxn= 327 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.15 IN
Beam Data:
Span: L= 6.0 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= 1.5 FT
Roof Live Load -Side Two: LL2= 25.0 PSF
Roof Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 1.0 FT
Roof Duration Factor: Cd= 1.15
Beam Self Weight: BSW= 5 PLF
Slope /Pitch Adjusted Lengths and Loads:
Adjusted Beam Length: Ladj= 6:0 FT
Beam Uniform Live Load: wL= 63 PLF
Beam Uniform Dead Load: wD_adj= 47 PLF
Total Uniform Load: wT= 109 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'= 1343 PSI
Adjustment Factors: Cd =1.15 Cl =1.00 Cf =1.30
Fv': Fv'= 109 PSI
Adjustment Factors: Cd =1.15
Design Requirements:
Controlling Moment: M= 491 FT -LB
3.0 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 281 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= 4.39 N3
S= 17.65 N3
Area (Shear): Areq= 3.86 N2
A= 19.25 N2
Moment of Inertia (Deflection): Ireq= 4.97 N4
I= 48.53 N4
Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:33:04 AM
Project: HOCH Location: FLOOR 1
Summary:
3.5 IN x 7.25 IN x 5.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 116.2% Controlling Factor: Area Depth Required 4.64 In
Deflections:
Dead Load: DLD= 0.01 IN
Live Load: LLD= 0.02 IN L/2710
Total Load: TLD= 0.03 IN L/1940
Reactions (Each End):
Live Load: LL -Rxn= 700 LB
Dead Load: DL -Rxn= 278 LB
Total Load: TL -Rxn= 978 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.45 IN
Beam Data:
Span: L= 5.0 FT
Unbraced Length -Top of Beam: Lu= 1.67 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Floor Loading:
Floor Live Load -Side One: LL1= 40.0 PSF
Floor Dead Load -Side One: DL1= 15.0 PSF
Tributary Width -Side One: TW1= 3.5 FT
Floor Live Load -Side Two: LL2= 40.0 PSF
Floor Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 3.5 FT
Live Load Duration Factor: Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loading:
Beam Total Live Load: wL= 280 PLF
Beam Self Weight: BSW= 6 PLF
Beam Total Dead Load: wD= 111 PLF
Total Maximum Load: wT= 391 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'= 1168 PSI
Adjustment Factors: Cd =1.00 C1 =1.00 Cf =1.30
Fv': Fv'= 95 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 1222 FT -LB
2.5 ft from left support
Critical moment created by combining all dead and live Toads.
Controlling Shear: V= 743 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= 12.56 N3
S= 30.66 N3
Area (Shear): Areq= 11.74 N2
A= 25.38 N2
Moment of Inertia (Deflection): lreq= 14.76 N4
1= 111.15 N4
Uniformly Loaded Floor Beam!' 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:33:28 AM
Protect: HOCH Location: FLOOR 2
Summary:
3.5 IN x 5.5 IN x 7.0 FT /#2 Douglas Fir -Larch Dry Use
Section Adequate By: 221.7% Controlling Factor: Section Modulus Depth Required 3.1 In
Deflections:
Dead Load: DLD= 0.02 IN
Live Load: LLD= 0.04 IN L/2012
Total Load: TLD= 0.06 IN L/1385
Reactions (Each End):
Live Load: LL -Rxn= 210 LB
Dead Load: DL -Rxn= 95 LB
Total Load: TL -Rxn= 305 LB
Bearing Length Required (Beam only, support capacity not checked): BL= 0.14 IN
Beam Data:
Span: L= 7.0 FT
Unbraced Length -Top of Beam: Lu= 1.67 FT
Live Load Deflect. Criteria: L/ 360
Total Load Deflect. Criteria: L/ 240
Floor Loading:
Floor Live Load -Side One: LL1= 40.0 PSF
Floor Dead Load -Side One: DL1= 15.0 PSF
Tributary Width -Side One: TW1= 1.5 FT
Floor Live Load -Side Two: LL2= 40.0 PSF
Floor Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: TW2= 0.0 FT
Live Load Duration Factor: Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loading:
Beam Total Live Load: wL= 60 PLF
Beam Self Weight: BSW= 5 PLF
Beam Total Dead Load: wD= 27 PLF
Total Maximum 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'= 1168 PSI
Adjustment Factors: Cd =1.00 CI =1.00 Cf =1.30
Fv': Fv'= 95 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 534 FT -LB
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear: V= 269 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= 5.49 N3
S= 17.65 N3
Area (Shear): Areq= 4.24 N2
A= 19.25 N2
Moment of Inertia (Deflection): lreq= 8.68 N4
1= 48.53 N4
T Floor Joist!' 2000 International Building Code (97 NDS)1 Ver: 6.00.7
By: Charles Smith Lindberg Smith on: 12 -10 -2007: 10:42:24 AM
Project: HOCH Location: FLOOR JOISTS
Summary:
1.5 IN x 5.5 IN x 7.0 FT (a. 16 O.C. /#2 Douglas Fir -Larch (North) Dry Use
Section Adequate By: 78.3% Controlling Factor: Section Modulus Depth Required 4.39 In
Center Span Deflections:
Dead Load: DLD- Center= 0.03 IN
Live Load: LLD Center= 0.09 IN L/970
Total Load: TLD- Center= 0.12 IN L/706
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 187 LB
Dead Load: DL- Rxn -A= 70 LB
Total Load: TL- Rxn -A= 257 LB
Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.27 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 187 LB
Dead Load: DL- Rxn -B= 70 LB
Total Load: TL- Rxn -B= 257 LB
Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.27 IN
Joist Data:
Center Span Length: L2= 7.0 FT
Floor sheathing applied to top of joists -top of joists fully braced.
Live Load Duration Factor: Cd= 1.00
Live Load Deflect. Criteria: U 480
Total Load Deflect. Criteria: U 360
Center 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= 73 PLF
Properties For: #2- Douglas Fir -Larch (North)
Bending Stress: Fb= 850 PSI
Shear Stress: Fv= 95 PSI
Modulus of Elasticity: E= 1600000 PSI
Stress Perpendicular to Grain: Fc -perp= 625 PSI
Adjusted Properties
Fb' (Tension): Fb'= 1271 PSI
Adjustment Factors: Cd =1.00 Cf =1.30 Cr =1.15
Fv': Fv'= 95 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 449 FT -LB
3.5 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= 226 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= 4.24 N3
S= 7.56 N3
Area (Shear): Areq= 3.57 N2
A= 8.25 N2
Moment of Inertia (Deflection): lreq= 10.61 N4
1= 20.80 N4