HomeMy WebLinkAbout129 Motor Ave Technical - BuildingTECHNICAL
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4 LI ABEL_ H
A R C H I C T S
319 s. peabody, suite b, port angeles, wa 98362
360.452.6116 fax 360.452.7064
Project: P Project No.
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LINDBER iITH
A R C H I C T S
319 S. Peabody Suite B. Port Angeles, WA 98362
360.452.6116 fax 360.452.7064
contactnlindarch.com www.lindarch.com
Project:
Subject: LA WO
Date 1 A ti 2ao
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"
0 C. FOR FRAMING, USE DF NO.2. PROVIDE 1/2" 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 1/2" SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 5°
0 C. FOR FRAMING, USE DF NO.2. PROVIDE 1/2' 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 SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 8d NAILS AT 4"
0 C FOR FRAMING, USE 3X DF NO.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 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'
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 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 SHEATING ONE SIDE OF WALL NAIL ALL EDGES WITH 10d NAILS AT
2" 0 C STAGGERED FOR FRAMING, USE 3X OF 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 SHEATING BOTH SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT
31/2" 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 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.
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Roof Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1 18.36 PM
Project: ACE DUPLEX Location ROOF 1
Summary
3.5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 16.2% Controlling Factor Area Depth Required 4.87 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. L/
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=
2.0 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). lreq=
I=
0 02 IN
003 IN= L/1375
0 06 IN L/837
942 LB
605 LB
1546 LB
0 71 IN
4 0 FT
2.0 FT
4 12
240
180
25 0 PSF
15.0 PSF
133 FT
25.0 PSF
15.0 PSF
17.5 FT
1 15
5 PLF
4 0 FT
471 PLF
302 PLF
773 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1343 PSI
109 PSI
1546 FT -LB
1206 LB
13.82
17.65
16.56
19.25
10 44
48.53
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. 01 16 -2008 1 1918 PM
Project: ACE DUPLEX Location. ROOF 2
Summary
2 1.5 IN x 5 5 IN x 4 0 FT /#2 Douglas Fir -Larch Dry Use
Section Adequate By 799 6% Controlling Factor Area Depth Required 1 75 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. Ladi=
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=
2.0 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 U11093
001 IN =U6477
100 LB
71 LB
171 LB
0.09 IN
4 0 FT
2.0 FT
4 12
240
180
25 0 PSF
15 0 PSF
10 FT
25 0 PSF
15.0 PSF
10 FT
1 15
4 PLF
4 0 FT
50 PLF
36 PLF
86 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
171 FT -LB
134 LB
1.53
15 13
1.83
16.50
1 16
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 01 16 -2008 1.2011 PM
Project: ACE DUPLEX Location ROOF 3
Summary
2 1 5 IN x 5.5 IN x 5 0 FT /#2 Douglas Fir -Larch Dry Use
Section Adequate By 531.8% Controlling Factor Section Modulus Depth Required 2.19 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_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=
2.5 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) Ireq=
I=
0.01 IN
0.01 IN U5680
0 02 IN U3316
125 LB
89 LB
214 LB
0 11 IN
5.0 FT
2.0 FT
4 12
240
180
25.0 PSF
15.0 PSF
10 FT
25 0 PSF
15.0 PSF
10 FT
1 15
4 PLF
5 0 FT
50 PLF
36 PLF
86 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1341 PSI
109 PSI
268 FT -LB
176 LB
2.39
15 13
2.41
16.50
2.26
41 59
N3
N3
N2
N2
N4
N4
Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1:21:57 PM
Project: ACE DUPLEX Location: FLOOR 1
Summary
(2) 1.5 IN x 5 5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 20 8% Controlling Factor Area Depth Required 4 55 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=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria. U
Roof Loading.
Roof Live Load -Side One. RLL1=
Roof Dead Load -Side One RDL1=
Roof Tributary Width -Side One. RTW1=
Roof Live Load -Side Two RLL2=
Roof Dead Load -Side Two RDL2=
Roof Tributary Width -Side Two RTW2=
Roof Duration Factor Cd -roof=
Floor Loading:
Floor Live Load -Side One FLL1=
Floor Dead Load -Side One FDL1=
Floor Tributary Width -Side One. FTW1=
Floor Live Load -Side Two FLL2=
Floor Dead Load -Side Two FDL2=
Floor Tributary Width -Side Two FTW2=
Floor Duration Factor Cd -floor=
Wall Load WALL=
Beam Loads.
Roof Uniform Live Load: wL -roof=
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof=
Floor Uniform Live Load: wL -floor=
Floor Uniform Dead Load. wD -floor=
Beam Self Weight: BSW=
Combined Uniform Live Load wL=
Combined Uniform Dead Load wD=
Combined Uniform Total Load wT=
Controlling Total Design Load: wT -cont=
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= 9.55
S= 15 13
Area (Shear) Areq= 13.66
A= 16.50
Moment of inertia (Deflection) Ireq= 7 19
1= 41.59
0.01 IN
0 01 IN U2574
0 03 IN U1388
766 LB
655 LB
1421 LB
0 76 IN
3 0 FT
3.0 FT
360
240
25 0 PSF
15 0 PSF
1.33 FT
25 0 PSF
15 0 PSF
17.5 FT
1 15
40 0 PSF
15.0 PSF
10 FT
40 0 PSF
15.0 PSF
0 0 FT
1 00
120 PLF
471 PLF
298 PLF
40 PLF
15 PLF
4 PLF
511 PLF
437 PLF
947 PLF
947 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1339 PSI
109 PSI
1066 FT -LB
995 LB
N3
N3
N2
N2
N4
N4
Combination Roof and Floor BeamE 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on. 01 16 -2008 1:22:29 PM
Project: ACE DUPLEX Location FLOOR
Summary*
3 5 IN x 7.25 IN x 5.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 2.4% Controlling Factor Area Depth Required 7 08 In
Deflections.
Dead Load.
Live Load:
Total Load:
Reactions (Each End)
Live Load:
Dead Load:
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data.
Span.
Maximum Unbraced Span.
Live Load Deflect. Criteria.
Total Load Deflect. Criteria.
Roof Loading*
Roof Live Load -Side One:
Roof Dead Load -Side One
Roof Tributary Width -Side One:
Roof Live Load -Side Two
Roof Dead Load -Side Two
Roof Tributary Width -Side Two
Roof Duration Factor
Floor Loading
Floor
Floor
Floor
Floor
Floor
Floor
Floor
Wall
Beam Loads.
Roof Uniform Live Load
Roof Uniform Dead Load (Adjusted for roof pitch)
Floor Uniform Live Load.
Floor Uniform Dead Load:
Beam Self Weight:
Combined Uniform Live Load:
Combined Uniform Dead Load:
Combined Uniform Total Load
Controlling Total Design Load:
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 15 C1 =0 99
Fv'
Adjustment Factors. Cd =1 15
Design Requirements.
Controlling Moment:
2.5 ft from left support
Critical moment created by combining
Controlling Shear*
At a distance d from support.
Critical shear created by combining all
Comparisons With Required Sections:
Section Modulus (Moment)
Live Load -Side One
Dead Load -Side One
Tributary Width -Side One.
Live Load -Side Two
Dead Load -Side Two.
Tributary Width -Side Two
Duration Factor
Load.
Area (Shear)
Moment of Inertia (Deflection)*
Cf =1.30
all dead and live loads.
dead and live loads.
DLD= 0 03 IN
LLD= 0 04 IN L/1486
TLD= 0 08 IN L/799
LL -Rxn= 1277 LB
DL -Rxn= 1097 LB
TL -Rxn= 2374 LB
BL= 1 09 IN
L= 5 0 FT
Lu= 5.0 FT
U 360
U 240
RLL1= 25 0 PSF
RDL1= 15 0 PSF
RTW1= 133 FT
RLL2= 25.0 PSF
RDL2= 15.0 PSF
RTW2= 17.5 FT
Cd -roof= 115
FLL1= 40 0 PSF
FDL1= 15.0 PSF
FTW1= 10 FT
FLL2= 40 0 PSF
FDL2= 15 0 PSF
FTW2= 0.0 FT
Cd -floor= 100
WALL= 120 PLF
wL -roof= 471 PLF
wD -roof= 298 PLF
wL -floor= 40 PLF
wD -floor= 15 PLF
BSW= 6 PLF
wL= 511 PLF
wD= 439 PLF
wT= 950 PLF
wT -cont= 950 PLF
Fb= 900 PSI
Fv= 95 PSI
E= 1600000 PSI
Fc_perp= 625 PSI
Fb'= 1335 PSI
Fv'= 109 PSI
M= 2968 FT -LB
V= 1804 LB
Sreq= 26.67 N3
S= 30 66 N3
Areq= 24 77 N2
A= 25.38 N2
Ireq= 33.38 N4
1= 111 15 N4
Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on. 01 16 -2008 1:23.52 PM
Project: ACE DUPLEX Location FLOOR 3
Summary
2 1.5 IN x 5.5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 70 0% Controlling Factor Area Depth Required 3.68 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=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria. U
Roof Loading:
Roof Live Load -Side One. RLL1=
Roof Dead Load -Side One. RDL1=
Roof Tributary Width -Side One. RTW1=
Roof Live Load -Side Two RLL2=
Roof Dead Load -Side Two: RDL2=
Roof Tributary Width -Side Two RTW2=
Roof Duration Factor Cd -roof=
Floor Loading.
Floor Live Load -Side One. FLL1=
Floor Dead Load -Side One FDL1=
Floor Tributary Width -Side One FTW1=
Floor Live Load -Side Two FLL2=
Floor Dead Load -Side Two FDL2=
Floor Tributary Width -Side Two FTW2=
Floor Duration Factor Cd -floor=
Wall Load WALL=
Beam Loads.
Roof Uniform Live Load: wL -roof=
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof=
Floor Uniform Live Load. wL -floor=
Floor Uniform Dead Load: wD -floor=
Beam Self Weight: BSW=
Combined Uniform Live Load. wL=
Combined Uniform Dead Load: wD=
Combined Uniform Total Load: wT=
Controlling Total Design Load: wT -cont=
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= 6 77
S= 15 13
Area (Shear) Areq= 9 70
A= 16 50
Moment of Inertia (Deflection) keg= 5.11
I= 41.59
0 01 IN
0.01 IN U3371
0 02 IN U1953
585 LB
425 LB
1010 LB
0.54 IN
3.0 FT
167 FT
360
240
25.0 PSF
15.0 PSF
10 FT
25 0 PSF
15 0 PSF
10 FT
1 15
40.0 PSF
15 0 PSF
8.5 FT
40.0 PSF
15 0 PSF
0 0 FT
1 00
120 PLF
50 PLF
32 PLF
340 PLF
128 PLF
4 PLF
390 PLF
283 PLF
673 PLF
673 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1342 PSI
109 PSI
757 FT -LB
707 LB
N3
N3
N2
N2
N4
N4
Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1:27 42 PM
Project: ACE DUPLEX Location. FLOOR 4
Summary
3 5 IN x 5 5 IN x 3.5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 93.4% Controlling Factor Area Depth Required 3 72 In
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.
Dead Load
Total Load:
Bearing Length Required (Beam only support capacity not checked)
Beam Data:
Center Span Length
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length- Bottom of Beam.
Live Load Duration Factor
Live Load Deflect. Criteria.
Total Load Deflect. Criteria.
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)
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 30
Fv' Fv'=
Adjustment Factors. Cd =1 00
Design Requirements:
Controlling Moment: M=
1 995 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=
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=
S=
Area (Shear) Areq=
A=
Moment of Inertia (Deflection) Ireq=
1=
DLD- Center=
LLD Center=
TLD- Center=
LL- Rxn -A=
D L- Rxn -A=
TL- Rxn -A=
BL -A=
LL- Rxn -B=
DL- Rxn -B=
TL- Rxn -B=
BL -B=
L2=
Lu2 Top=
Lu2- Bottom=
Cd=
L/
L/
wL 2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 -2=
X1 -2=
Fb=
Fv=
E=
Fc_perp=
Fb'=
0 01 IN
0.01 IN U3269
0.02 IN U1982
489 LB
266 LB
755 LB
0.35 IN
501 LB
295 LB
795 LB
0 36 IN
3.5 FT
1.67 FT
3.5 FT
1 00
360
240
260
98
5
363
PLF
PLF
PLF
PLF
80 LB
201 LB
2.0 FT
900 PSI
95 PSI
1600000 PSI
625 PSI
1168 PSI
95 PSI
785 FT -LB
630 LB
8.06 N3
17.65 N3
9 95 N2
19.25 N2
5 88 N4
48 53 N4
Center
Center
Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 6.00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1 31 PM
Project: ACE DUPLEX Location. FLOOR 5
Summary
2 1.5 IN x 5.5 IN x 2.5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 192.4% Controlling Factor Area Depth Required 2.79 In
Span Deflections:
Dead Load:
Live Load.
Total Load:
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
Dead Load
Total Load
Bearing Length Required (Beam only support capacity not checked)
Beam Data.
Center Span Length
Center Span Unbraced Length -Top of Beam
Center Span Unbraced Length- Bottom of Beam:
Live Load Duration Factor
Live Load Deflect. Criteria.
Total Load Deflect. Criteria.
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.
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 =1.30
Fv'
Adjustment Factors: Cd =1 00
Design Requirements.
Controlling Moment:
1.25 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
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)
Area (Shear)
Moment of Inertia (Deflection)
DLD- Center=
LLD Center=
TLD- Center=
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
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=
Fb=
Fv=
E_
Fc_perp=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
lreq=
I=
0 00
0 00
001
127
302
430
0.23
177
321
499
0.27
2.5
1.67
2.5
1 00
360
240
50 PLF
150 PLF
4 PLF
204 PLF
80 LB
201 LB
1.25 FT
80 PLF
30 PLF
80 PLF
30 PLF
1.25 FT
2.5 FT
1.25 FT
900 PSI
95 PSI
1600000 PSI
625 PSI
1167 PSI
IN
IN U16080
IN L/5177
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
95 PSI
378 FT -LB
357 LB
3 89
15 13
5.64
46.50
1.93
41.59
N3
N3
N2
N2
N4
N4
Combination Roof and Floor Beamf 2000 International Building Code (97 NDS) Ver 6 00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1.31.58 PM
Project: ACE DUPLEX Location FLOOR 6
Summary
(2) 1 5 IN x 5.5 IN x 1.5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 322.8% Controlling Factor Area Depth Required 2.18 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=
Live Load Deflect. Criteria. U
Total Load Deflect. Criteria: U
Roof Loading
Roof Live Load -Side One: RLL1=
Roof Dead Load -Side One. RDL1=
Roof Tributary Width -Side One RTW1=
Roof Live Load -Side Two RLL2=
Roof Dead Load -Side Two RDL2=
Roof Tributary Width -Side Two RTW2=
Roof Duration Factor Cd -roof=
Floor Loading:
Floor Live Load -Side One FLL1=
Floor Dead Load -Side One FDL1=
Floor Tributary Width -Side One FTW1=
Floor Live Load -Side Two FLL2=
Floor Dead Load -Side Two FDL2=
Floor Tributary Width -Side Two FTW2=
Floor Duration Factor Cd -floor=
Wall Load: WALL=
Beam Loads:
Roof Uniform Live Load: wL -roof=
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof=
Floor Uniform Live Load wL -floor=
Floor Uniform Dead Load: wD -floor=
Beam Self Weight: BSW=
Combined Uniform Live Load. wL=
Combined Uniform Dead Load. wD=
Combined Uniform Total Load wT=
Controlling Total Design Load. wT -cont=
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=
0 75 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= 2.38
S= 15.13
Area (Shear) Areq= 3.90
A= 16.50
Moment of Inertia (Deflection). Ireq= 0.90
I= 41.59
0 00 IN
0.00 IN U20594
0.00 IN U11101
383 LB
328 LB
711 LB
0.38 IN
15 FT
1.5 FT
360
240
25 0 PSF
15 0 PSF
1.33 FT
25.0 PSF
15.0 PSF
17 5 FT
1 15
40 0 PSF
15.0 PSF
10 FT
40 0 PSF
15.0 PSF
0 0 FT
1 00
120 PLF
471 PLF
298 PLF
40 PLF
15 PLF
4 PLF
511 PLF
437 PLF
947 PLF
947 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1342 PSI
109 PSI
266 FT -LB
284 LB
N3
N3
N2
N2
N4
N4
Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 6.00.7
By Charles Smith Lindberg Smith on. 01 16 -2008 1 37 PM
Project: ACE DUPLEX Location: FLOOR 7
Summary
ry Use
9 In
5 125 IN x 10.5 IN x 9 0 FT 24F V4 Visually Graded Western Species D
Section Adequate By 80.6% Controlling Factor Area Depth Required 7 7
Center Span Deflections.
Dead Load
Live Load:
Total Load
Camber Required
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:
Dead Load:
Total Load
Bearing Length Required (Beam only support capacity not checked)
Beam Data.
Center Span Length:
Center Span Unbraced Length -Top of Beam:
Center Span Unbraced Length- Bottom of Beam.
Live Load Duration Factor
Live Load Deflect. Criteria.
Total Load Deflect. Criteria.
Center Span Loading:
Uniform Load.
Live Load:
Dead Load
Beam Self Weight:
Total Load.
Properties For 24F V4- Visually Graded Western Species
Bending Stress.
Shear Stress.
Modulus of Elasticity
Stress Perpendicular to Grain:
Bending Stress of Comp Face in Tension.
Adjusted Properties
Fb (Tension)
Adjustment Factors: Cd =1 00 CI =1 00
Fv'
Adjustment Factors. Cd =1 00
Design Requirements:
Controlling Moment: M=
4 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=
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=
S=
Area (Shear) Areq=
A=
Moment of Inertia (Deflection) Ireq=
I=
DLD- Center=
LLD Center=
TLD- Center=
C=
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
U
wL -2=
wD -2=
BSW=
wT 2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
Fb'=
Fv'=
011
0.06
0.17
0 16
1710
2894
4604
1.38
1710
2894
4604
1.38
90
1.67
90
1 00
360
240
380 PLF
630 PLF
13 PLF
1023 PLF
2400 PS
190 PS
1800000 PS
1600000 PS
650 PS
1200 PS
2396 PS
51.89 N3
9417 N3
29.80 N2
53.81 N2
186.43 N4
494 40 N4
IN
IN U1714
IN U636
IN
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
190 PS
10359 FT -LB
3775 LB
Combination Roof and Floor Beam!' 2000 International Building Code (97 NDS) Ver 6.00.7
By Charles Smith Lindberg Smith on: 01 16 -2008 1 4002 PM
Project: ACE DUPLEX Location FLOOR 8
Summary
(2) 1 5 IN x 5.5 IN x 5 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 106.2% Controlling Factor Section Modulus Depth Required 3.83 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=
Live Load Deflect. Criteria. L/
Total Load Deflect. Criteria. U
Roof Loading
Roof Live Load -Side One. RLL1=
Roof Dead Load -Side One. RDL1=
Roof Tributary Width -Side One. RTW1=
Roof Live Load -Side Two: RLL2=
Roof Dead Load -Side Two RDL2=
Roof Tributary Width -Side Two RTW2=
Roof Duration Factor Cd -roof=
Floor Loading
Floor Live Load -Side One. FLL1=
Floor Dead Load -Side One. FDL1=
Floor Tributary Width -Side One. FTW1=
Floor Live Load -Side Two FLL2=
Floor Dead Load -Side Two FDL2=
Floor Tributary Width -Side Two FTW2=
Floor Duration Factor Cd -floor=
Wall Load: WALL=
Beam Loads:
Roof Uniform Live Load wL -roof=
Roof Uniform Dead Load (Adjusted for roof pitch) wD -roof=
Floor Uniform Live Load: wL -floor=
Floor Uniform Dead Load: wD -floor=
Beam Self Weiqht: BSW=
Combined Uniform Live Load: wL=
Combined Uniform Dead Load: wD=
Combined Uniform Total Load: wT=
Controlling Total Design Load wT -cont=
Properties For #2 Douglas Fir -Larch
Bendinq Stress. Fb=
Shear Stress: Fv=
Modulus of Elasticity' E_
Stress Perpendicular to Grain. Fc perp=
Adjusted Properties
Fb' (Tension) Fla
Adjustment Factors. Cd =1 15 CI =1 00 Cf =1 30
Fv' Fv'=
Adjustment Factors: Cd =1 15
Design Requirements
Controlling Moment: M=
2.5 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= 7 34
S= 15.13
Area (Shear) Areq= 7.39
A= 16.50
Moment of Inertia (Deflection) Ireq= 9.23
I= 41.59
0.04 IN
002 IN =U3155
0 06 IN U1082
225 LB
431 LB
656 LB
0.35 IN
5.0 FT
167 FT
360
240
25 0 PSF
15.0 PSF
10 FT
25 0 PSF
15 0 PSF
10 FT
1 15
40 0 PSF
15.0 PSF
1.0 FT
40 0 PSF
15 0 PSF
0 0 FT
1 00
120 PLF
50 PLF
34 PLF
40 PLF
15 PLF
4 PLF
90 PLF
173 PLF
263 PLF
263 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1342 PSI
109 PSI
820 FT -LB
538 LB
N3
N3
N2
N2
N4
N4
Multi -Span Floor Beamf 2000 International Building Code (97 NDS)1 Ver• 6.00 7
By Charles Smith Lindberg Smith on. 01 16 -2008 1 42:23 PM
Project: ACE DUPLEX Location. FLOOR 9
Summary
5.5 IN x 11.25 IN x 17 0 FT (15 2 #2 Douglas Fir -Larch Dry Use
Section Adequate By 29 3% Controlling Factor Section Modulus Depth Required 9 93 In
Center Span Deflections:
Dead Load DLD- Center= 0 10 IN
Live Load. LLD Center= 0.21 IN L/838
Total Load. TLD- Center= 0 31 IN U578
Right Cantilever Deflections.
Dead Load. DLD Right= -0 04 IN
Live Load: LLD Right= -0 09 IN 2L/524
Total Load: TLD- Right= -0 13 IN 2L/366
Center Span Left End Reactions (Support A)•
Live Load: LL- Rxn -A= 1200 LB
Dead Load: DL- Rxn -A= 553 LB
Total Load: TL- Rxn -A= 1753 LB
Bearing Length Required (Beam only support capacity not checked) BL -A= 0.51 IN
Center Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 1541 LB
Dead Load DL- Rxn -B= 723 LB
Total Load: TL- Rxn -B= 2264 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 0 66 IN
Dead Load Uplift F S FS= 1.5
Beam Data.
Center Span Length. L2= 15.0 FT
Center Span Unbraced Length -Top of Beam: Lug Top= 1.67 FT
Center Span Unbraced Length- Bottom of Beam. Lu2- Bottom= 15 0 FT
Right Cantilever Length: L3= 2.0 FT
Right Cantilever Unbraced Length -Top of Beam: Lu3 -Top= 1 67 FT
Right Cantilever Unbraced Length- Bottom of Beam: Lu3- Bottom= 2.0 FT
Live Load Deflect. Criteria. L/ 360
Total Load Deflect. Criteria. L/ 240
Center Span Loading
Uniform Load:
Floor Live Load: FLL 2= 40.0 PSF
Floor Dead Load FDL 2= 15.0 PSF
Floor Tributary Width Side One Trib -1 2= 2.0 FT
Floor Tributary Width Side Two Trib -2 2= 2.0 FT
Beam Self Weight: BSW= 15 PLF
Wall Load. Wall -2= 0 PLF
Total Live Load. wL 2= 160 PLF
Total Dead Load: wD -2= 60 PLF
Total Load. wT 2= 235 PLF
Right Cantilever Loading:
Uniform Load:
Floor Live Load: FLL 3= 40.0 PSF
Floor Dead Load: FDL 3= 15 0 PSF
Floor Tributary Width Side One. Trib -1 3= 2.0 FT
Floor Tributary Width Side Two Trib -2 3= 2.0 FT
Beam Self Weight: BSW= 15 PLF
Wall Load: Wall-3= 0 PLF
Total Live Load: wL -3= 160 PLF
Total Dead Load: wD -3= 60 PLF
Total Load: wT 3= 235 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'= 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= 6535 FT -LB
7.5 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= 1583 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, 3
Comparisons With Required Sections.
Section Modulus (Moment) Sreq= 89 74 IN3
S= 116 02 IN3
Area (Shear) Areq= 27 93 IN2
A= 61.88 IN2
Moment of Inertia (Deflection)
Page. 2
Ireg= 448.57 1N4
1= 652.59 1N4
Uniformly Loaded Floor Beam!' 2000 International Building Code (97 NDS) l Ver 6 00 7
By Charles Smith Lindberg Smith on 01 16 -2008 1 45.51 PM
Project: ACE DUPLEX Location FLOOR 10
Summary
2 1.5 IN x 5.5 IN x 3 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 92.9% Controlling Factor* Area Depth Required 3 46 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=
Unbraced Length -Top of Beam: Lu=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria: L/
Floor Loading*
Floor Live Load -Side One. LL1=
Floor Dead Load -Side One. DL1=
Tributary Width -Side One. TW1=
Floor Live Load -Side Two: LL2=
Floor Dead Load -Side Two DL2=
Tributary Width -Side Two TW2=
Live Load Duration Factor Cd=
Wall Load: WALL=
Beam Loading:
Beam Total Live Load: wL=
Beam Self Weight: BSW=
Beam Total Dead Load: wD=
Total Maximum 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 00 CI =1 00 Cf =1.30
Fv' Fv'=
Adjustment Factors. Cd =1 00
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= 5 98
S= 15 13
Area (Shear) Areq= 8.55
A= 16.50
Moment of Inertia (Deflection) Ireq= 3 92
I= 41 59
0.01 IN
0 00 IN U10956
0.01 IN U2548
180 LB
594 LB
774 LB
0 41 IN
3.0 FT
3.0 FT
360
240
40 0 PSF
15.0 PSF
2.0 FT
40 0 PSF
15 0 PSF
10 FT
1 00
347 PLF
120 PLF
4 PLF
396 PLF
516 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1165 PSI
95 PSI
581 FT -LB
542 LB
N3
N3
N2
N2
N4
N4
Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS)1 Ver 6.00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1 46.11 PM
Project: ACE DUPLEX Location. FLOOR 11
Summary
2 1 5 IN x 5.5 IN x 4 0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 29 8% Controlling Factor Area Depth Required 4.61 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=
Unbraced Length -Top of Beam. Lu=
Live Load Deflect. Criteria: L/
Total Load Deflect. Criteria. L/
Floor Loading:
Floor Live Load -Side One: LL1=
Floor Dead Load -Side One. DL1=
Tributary Width -Side One: TW
Floor Live Load -Side Two LL2=
Floor Dead Load -Side Two DL2=
Tributary Width -Side Two TW
Live Load Duration Factor Cd=
Wall Load: WALL=
Beam Loading
Beam Total Live Load- wL=
Beam Self Weight: BSW=
Beam Total Dead Load: wD=
Total Maximum Load. wT=
Properties For #2 Douglas Fir -Larch
Bending Stress: Fb=
Shear Stress: Fv=
Modulus of Elasticity. E=
Stress Perpendicular to Grain Fcperp=
Adjusted Properties
Fb' (Tension) Fb'=
Adjustment Factors. Cd =1 00 CI =1 00 Cf =1.30
Fv' Fv'=
Adjustment Factors: Cd =1 00
Design Requirements.
Controlling Moment: M
2.0 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= 10.63
S= 15.13
Area (Shear) Areq= 12.71
A= 16.50
Moment of Inertia (Deflection) Ireq= 9.29
I= 41.59
0.03 IN
0 01 IN U4622
0 04 IN L/1075
240 LB
792 LB
1032 LB
0.55 IN
4.0 FT
3.0 FT
360
240
40 0 PSF
15.0 PSF
2.0 FT
40'0 PSF
15 0 PSF
10 FT
1 00
347 PLF
120 PLF
4 PLF
396 PLF
516 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1165 PSI
95 PSI
1032 FT -LB
805 LB
N3
N3
N2
N2
N4
N4
Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS)1 Ver 6 00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 1 47 39 PM
Project: ACE DUPLEX Location FLOOR 12
Summary
3.5 IN x 9.25 IN x 5.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 32.6% Controlling Factor Area Depth Required 7.26 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=
Unbraced Length -Top of Beam. Lu=
Live Load Deflect. Criteria: U
Total Load Deflect. Criteria. L/
Floor Loading- LL1=
Floor Live Load -Side One
Floor Dead Load -Side One. DL1=
Tributary Width -Side One TW1=
Floor Live Load -Side Two. LL2=
Floor Dead Load -Side Two DL2=
Tributary Width -Side Two TW2=
Live Load Duration Factor Cd=
Wall Load: WALL=
Beam Loading:
Beam Total Live Load wL=
Beam Self Weight: BSW=
Beam Total Dead Load wD=
Total Maximum 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 00 CI =1 00 Cf =1.20
Fv' Fv'=
Adjustment Factors. Cd =1 00
Design Requirements:
Controlling Moment: M=
2.5 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= 30 75
S= 49 91
Area (Shear) Areq= 24 41
A= 32.38
Moment of Inertia (Deflection). Ireq= 31 05
1= 230.84
0.02 IN
0 01 IN LJ6062
0 03 IN U1784
650 LB
1558 LB
2208 LB
1 01 IN
5 0 FT
167 FT
360
240
40 0 PSF
15.0 PSF
6:5 FT
40 0 PSF
15.0 PSF
0 0 FT
1.00
518 PLF
260 PLF
8 PLF
623 PLF
883 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1077 PSI
95 PSI
2761 FT -LB
1546 LB
N3
N3
N2
N2
N4
N4
Multi- Loaded Beamf 2000 International Building Code (97 NDS) 1 Ver 6.00.7
By Charles Smith Lindberg Smith on. 01 16 -2008 1.50:33 PM
Project: ACE DUPLEX Location: FLOOR 13
Summary
(2) 1.5 IN x 5 5 IN x 3.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 10.9% Controlling Factor Area Depth Required 4.96 In
Center Span Deflections.
Dead Load:
Live Load:
Total Load
Center Span Left End
Live Load
Dead Load:
Total Load:
Bearing Length Required (Beam only
Center Span Right End Reactions (Support B)
Live Load.
Dead Load:
Total Load:
Bearing Length Required (Beam only
Beam Data.
Center Span Length:
Center Span Unbraced Length -Top of Beam
Center Span Unbraced Length -Bottom of Beam:
Live Load Duration Factor
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
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)
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 =1.30
Fv'
Adjustment Factors: Cd =1 00
Design Requirements.
Controlling Moment:
1 38 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live loads on span(s)
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)
Moment of Inertia (Deflection)
Reactions (Support A)
support capacity not checked)
support capacity not checked)
DLD- Center=
LLD Center=
TLD- Center=
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=
Fb=
Fv=
E=
Fc perp=
Fb'=
2
L/
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
keg=
I=
0.01
0 02
0 02
833
433
1266
0.68
807
366
1172
0 63
3.0
1 67
30
1 00
360
240
520 PLF
195 PLF
4 PLF
719 PLF
80 LB
201 LB
10 FT
900 PSI
95 PSI
1600000 PSI
625 PSI
1167 PSI
IN
IN L/2363
IN U1553
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
95 PSI
955 FT -LB
942 LB
9 82
15 13
14 88
16.50
6 43
41.59
N3
N3
N2
N2
N4
N4
Footing Design 2000 International Building Code (97 NDS) Ver 6.00 7
By Charles Smith Lindberg Smith on. 01 16 -2008 2:01:27 PM
Project: ACE DUPLEX Location. FGT 1
Summary
Footing Size 2.0 FT x 2.0 FT x 10 00 IN
Reinforcement: #4 Bars 8.00 IN 0 C E/W (3) min.
Footing Loads:
Live Load
Dead Load.
Total Load:
Ultimate Factored Load.
Footing Properties.
Allowable Soil Bearing Pressure
Concrete Compressive Strength:
Reinforcing Steel Yield Strength
Concrete Reinforcement Cover*
Footing Size.
Width:
Length.
Depth.
Effective Depth to Top Layer of Steel:
Column and Baseplate Size:
Column Type:
Column Width
Column Depth.
Bearing Calculations
Ultimate Bearing Pressure.
Effective Allowable Soil Bearing Pressure
Required Footing Area:
Area Provided
Baseplate Bearing:
Bearing Required:
Allowable Bearing
Beam Shear Calculations (One Way Shear)
Beam Shear
Allowable Beam Shear
Punching Shear Calculations (Two way shear)
Critical Perimeter
Punching Shear
Allowable Punching Shear (ACI 11 -35)
Allowable Punching Shear (ACI 11 36).
Allowable Punching Shear (ACI 11 -37)
Controlling Allowable Punching Shear
Bending Calculations:
Factored Moment:
Nominal Moment Strength.
Reinforcement Calculations:
Concrete Compressive Block Depth.
Steel Required Based on Moment:
Minimum Code Required Reinforcement
Controlling Reinforcing Steel:
Selected Reinforcement:
Reinforcement Area Provided
Development Length Calculations.
Development Length Required:
Development Length Supplied
PL=
PD=
PT=
Pu=
Qs=
F'c=
Fy=
c=
W=
L=
Depth=
d=
m=
n=
Qu=
Qe=
Areq=
A=
Vu1=
vc1=
Bo=
Vu2=
vc2 -a=
vc2 -b=
vc2 -c=
vc2=
Mu=
Mn=
Ld -sup=
Note. Plain concrete adequate for bending therefore adequate development length not required
1200 LB
553 LB
1753 LB
2814 LB
1500 PSF
2500 PSI
40000 PSI
3 00 IN
2.0 FT
2.0 FT
10 00 IN
6.25 IN
(Concrete)
8 00 IN
8 00 IN
438 PSF
1375 PSF
1.27 SF
4 0 SF
Bearinq= 2814 LB
Bearing- Allow= 190400 LB
205 LB
12750 LB
57 00 IN
1822 LB
90844 LB
96688 LB
60563 LB
60563 LB
3752 IN -LB
127575 IN -LB
a= 0.46 IN
As(1)= 0 02 IN2
(Shrinkage/Temperature ACI -10.5 4) As(2)= 0.48 IN2
As -reqd= 0 48 IN2
#4 Bars 8 00 IN. O C E/W (3) Min.
As= 0.59 IN2
Ld= 15.00 IN
5.00 IN
Footing Design 2000 International Building Code (97 NDS)1 Ver 6.00 7
By Charles Smith Lindberg Smith on: 01 16 -2008 2:01 46 PM
Project: ACE DUPLEX Location. FGT 2
Summary
Footing Size. 2.0 FT x 2.0 FT x 10 00 IN
Reinforcement: #4 Bars 8 00 IN 0 C E/W (3) min
Footing Loads
Live Load
Dead Load
Total Load:
Ultimate Factored Load
Footing Properties
Allowable Soil Bearing Pressure
Concrete Compressive Strength:
Reinforcing Steel Yield Strength:
Concrete Reinforcement Cover
Footing Size:
Width.
Length.
Depth.
Effective Depth to Top Layer of Steel:
Column and Baseplate Size.
Column Type
Column Width.
Column Depth.
Bearing Calculations:
Ultimate Bearing Pressure.
Effective Allowable Soil Bearing Press
Required Footing Area:
Area Provided
Baseplate Bearing.
Bearing Required:
Allowable Bearing:
Beam Shear Calculations (One Way Shear)
Beam Shear
Allowable Beam Shear
Punching Shear Calculations (Two way shear)
Critical Perimeter
Punching Shear
Allowable Punching Shear (ACI 11 35)
Allowable Punching Shear (ACI 11 36)
Allowable Punching Shear (ACI 11 37)
Controlling Allowable Punching Shear
Bending Calculations:
Factored Moment:
Nominal Moment Strength.
Reinforcement Calculations.
Concrete Compressive Block Depth a= 0 46 IN
Steel Required Based on Moment: As(1)= 0 04 IN2
Minimum Code Required Reinforcement (Shrinkage/Temperature ACI -10.5 4) As(2)= 0 48 IN2
Controlling Reinforcing Steel As -reqd= 0 48 IN2
Selected Reinforcement: #4 Bars 8 00 IN 0 C E/W (3) Min.
Reinforcement Area Provided As 0.59 IN2
Development Length Calculations.
Development Length Required: Ld= 15 00 IN
Development Length Supplied: Ld -sup= 5 00 IN
Note: Plain concrete adequate for bending therefore adequate development length not required.
ure.
Bearing=
Bearing Allow=
PL= 3082
PD= 1446
PT= 4528
Pu= 7264
Qs= 1500
F'c= 2500
Fy= 40000
c= 3 00
W= 2.0
L= 2.0
Depth= 10 00
d= 6.25
Bo=
Vu2=
vc2 -a=
vc2 -b=
vc2 -c=
vc2=
(Concrete)
m= 8 00
n= 8.00
Qu=
Qe=
Areq=
A=
Vu1=
vc1=
Mu=
Mn=
1132
1375
3.29
40
7264
190400
530
12750
57 00
4703
90844
96688
60563
60563
9685
127575
LB
LB
LB
LB
PSF
PSI
PSI
IN
FT
FT
IN
IN
IN
IN
PSF
PSF
SF
SF
LB
LB
LB
LB
IN
LB
LB
LB
LB
LB
IN -LB
IN -LB