HomeMy WebLinkAbout213 Juniper Ln Technical - BuildingTECHNICAL
Permit 1 2- 16
Address 1 p Sri€
Project description ie,uo Sn e runi
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Date the permit was finaled O -13- ®q
Number of technical pages 32-
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Multi- Loaded .Beam12O00 International Building Code (97 NOS) I Ver 6.00.8
s"'` By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:14 PM
Project: WAVERLY Location: Beam Nr 1 garage cell bm
Summary
6 75 IN x 19.5 IN x 2O.0 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By 2.3% Controlling Factor Moment of Inertia I Depth Required 19.35 In
Center Span Deflections:
Dead Load: DLD- Center=
Live Load: LLD Center=
Total Load: TLD- Center=
Camber Required: C=
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).
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Loan End:
Loy id Length:
T .:pezrrJ l Load 3
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
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 Cv =0.93
Fv'
Adjustment Factors: Cd =1 00
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=
L/
IJ
wL -2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 -2=
X1 -2=
PL2 -2=
PD2 -2=
X2 -2=
TRL- Left -1 2=
TRD- Left -1 -2=
TRL Right -1 -2=
TRD Right -1 -2=
A -1 2=
B-1 2=
C-1 -2=
TRL Left-2 -2=
TRD Left-2 -2=
TRL- Right -2 -2=
TRD Right -2 2=
A -2 -2=
R_L
C -2
TRL -Left-
TRD -Left-
TRL- Right-
TRD Right -3-2=
A -3-2=
B-3-2=
C -3-2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
022
0.43
0.65
0.33
9420 LB
4445 LB
13864 LB
3.16 IN
9405 LB
4483 LB
13888 LB
3.17 IN
20.0 FT
1.0 FT
20.0 FT
1.00
480
360
0 PLF
0 PLF
32 PLF
32 PLF
1400 LB
1300 LB
6.5 FT
1400 LB
1300 LB
14 0 FT
970 PLF
338 PLF
970 PLF
338 PLF
0.0 FT
6.5 FT
6.5 FT
970 PLF
338 PLF
970 PLF
338 PLF
14.0 FT
20.0 �T
6.0
520 PLF
195 PLF
520 PLF
195 PLF
6.5 FT
14.0 FT
7.5 FT
2400 PS
190 PS
1800000 PS
1600000 PS
650 PS
1200 PS
Fb'= 2235 PS
Fv'= 190 PS1
IN
IN L/556
IN L/368
IN
Page: 2
Multi Loaded Beam( 2000 International Building Code (97 NOS) 1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4:2014 PM
Project: WAVERLY Location: Beam Nr 1 garage cell bm
Controlling Moment M=
9.8 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= 353.48
S= 427 78
Area (Shear): Areq= 92.72
A= 131.63
Moment of Inertia (Deflection) Ireq= 4076.46
I= 4170.87
65836 FT -LB
11744 LB
N3
N3
N2
N2
N4
N4
A
Multi- Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntet Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 1 garage cell bm
Summary
6.75 IN x 19.5 IN x 20.0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 2.3% Controlling Factor Moment of Inertia Deoth Required 19.35 In
LOADING DIAGRAM
Reactions
Live Load Dead Load Total Load Uplift Load
A 9420 Lb 4445 Lb 13864 Lb 0 Lb
B 9405 Lb 4483 Lb 13888 Lb 0 Lb
Center Soan
P1
V
Uniform Loading
Live Load Dead Load Self Weioht Total Load
W 0 PIf 0 PIf 32 PIf 32 Plf
Trapezoidal Loading
Left IL Left DL Right LL Right DL Load Start Load End
TR1 970 Plf 338 Pif 970 Plf 338 PIf 0 Ft 6.5 Ft
TR2 970 PIf 338 PIf 970 Ptf 338 PIf 14 Ft 20 Ft
TR3 520 Plf 195 PIf 520 Plf 195 Plf 6.5 Ft 14 Ft
Point Loading
Live Load Dead Load Location
P1 1400 Lb 1300 Lb 6.5 Ft
P2 1400 Lb 1300 Lb 14 Ft
Center Span 20 ft
P2
V
A
r F
Roof Beam( 2000 International Building Code (97 NOS) I Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:11 PM
Project: WAVERLY Location: Beam Nr 2 bm under dormer walls
Summary
3.5 IN x 9.5 IN x 10.0 FT #2 Douglas Fir-Larch Dry Use
Section Adequate By 20.0% Controlling Factor Section Modulus Depth Required 8.67 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 Root RP=
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: L/ 240
Roof Loading:
Roof Live Load -Side One: LL1=
Roof Dead Load -Side One: DL1=
Tributary Width -Side One: 1W1
Roof Live Load -Side Two LL
Roof Dead Load -Side Two: DL=
Tributary Width -Side Two: TVV2
Roof Duration Factor Cd
Wall Load: WALL=
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: F
Modulus of Elasticity E_
Stress Perpendicular to Grain: Fc_perp=
Adjusted Properties
Fb' (Tension)- Fb'=
Adjustment Factors: Cd =1 15 CI =1 00 Cf=1.20
Fv'. Fv'=
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Moment: M
5.0 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= 43.88
Area (Shear) Areq= 52. 40
A= 33.25
Moment of Inertia (Deflection): lreq= 101.92
1= 250.07
0.13 IN
0.08 IN L/1552
0.20 IN U589
687 LB
1125 LB
1812 LB
0.83 IN
10.0 FT
1.33 FT
9 12
25.0 PSF
170 PSF
4.0 FT
25 0 PSF
17.0 PSF
1.5 FT
115
100 PLF
8 PLF
10.0 FT
138 PLF
225 PLF
362 PLF
900 PSI
95 PSI
1600000 PSI
625 PSI
1239 PSI
109 PSI
4531 FT -LB
1559 LB
N3
N3
N2
N2
N4
N4
r
Roof Beam[ 2000 International Building Code (97 NDS) j Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19-2006
Project: WAVERLY Location: Beam Nr 2 bm under dormer walls
Summary
3.5 IN x 9.5 IN x 10.0 FT #2 Douglas Fir- Larch Dry Use
Section Adequate By 20.0% Controlling Factor Section Modulus I Depth Required 8.67 In
LOADING DIAGRAM
Reactions
Live Load Dead Load Total Load Uplift Load
A 687 Lb 1125 Lb 1812 Lb 0 Lb
B 687 Lb 1125 Lb 1812 Lb 0 Lb
Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 138 PIf 217 PIf 8 Plf 362 Rif
W
Span 10 ft
Multi- Loaded Seam( 2000 International Building Code (97 NDS) Ver• 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:07 PM
Project: WAVERLY Location: Beam Nr 3 16` garage dr hdr
Summary'
5.125 IN x 13.5 IN x 16.5 FT 24F-V4 Visually Graded Western Species Dry Use
Section Adequate By' 12.5% Controlling Factor Moment of Inertia f Depth Required 12.98 In
Center Span Deflections:
Dead Load: OLD- Center=
Live Load: LLD Center=
Total Load: TLD-Center=
Camber Required: C=
Center Span Left End Reactions (Support A).
Live Load: LL- Rxn -A=
Dead Load: DL- Rxn -A=
Total Load: TL- Rxn -A=
Bearing Length Required (Beam only support capacity not checked): BL -A=
Center Span Right End Reactions (Support B).
Live Load: LL- Rxn-B=
Dead Load: DL -Rxn-B=
Total Load: TL- Rxn -B=
Bearing Length Required (Beam only support capacity not checked) BL -B=
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).
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 3
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
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 Cl =1.00
Fv'
Adiusttment Factors: Cd =100
L2=
Lu2 Top=
Lu2- Bottom=
Cd=
U
L/
wL -2=
wD -2=
BSW=
wT-2=
PL1 -2=
PD1 2=
X1 -2=
PL2 2=
PD2 -2=
X2 2=
TRL- Left -1 -2=
TRD- Left -1 -2=
TRL Right -1 2=
TRD- Right -1 -2=
A -1 -2=
B-1 -2=
C-1 2=
TRL Left -2 -2=
TRD-Left-2-2=
TRL -Right 2 -2=
TRD Right -2 -2=
A -2 2=
B -2 2=
C-2 -2=
TRL Left -3 -2=
TRD- Left -3-2=
TRL Right -3 -2=
TRD- Right -3-2=
A-3-2=
8-3-2=
C -3-2=
0.22 IN
0.27 IN U725
0.49 IN L/405
0.32 IN
2181 LB
1867 LB
4048 LB
1.22 IN
2301 LB
1792 LB
4093 LB
1.23 IN
16.5 FT
1.33 FT
16.5 FT
1.00
480
360
O PLF
Q PLF
17 PLF
17 PLF
687 LB
1125 LB
4.0 FT
1100 LB
1125 LB
12.0 FT
110 PLF
55 PLF
110 PLF
55 PLF
0.0 FT
4.0 FT
4.0 FT
220 PLF
83 PLF
220 PLF
83 PLF
4.0 FT
12.0 FT
8.0 FT
110 PLF
55 PLF
110 PLF
55 PLF
12.0 FT
16.5 FT
4.5 FT
Fb= 2400 PS
Fv= 190 PS
Ex= 1800000 PS
Ey= 1600000 PS
Fc perp= 650 PS
Fb cpr= 1200 PS
Fb'= 2395 PS
Fv`= 190 PS
Page: 2
Multi- Loaded Beamf 2000 International Building Code (97 NDS)1 Ver 6.00.8
BY' Bo Robinson Suntel Home design on: 04-19 -2006 4 :20:08 PM
Project: WAVERLY Location: Beam Nr 3 16' garage dr hdr
Controlling Moment: M= 18297 FT -LB
8.745 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= 3913 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= 91.66 1N3
S= 155.67 1N3
Area (Shear): Areq= 30.89 lN2
A= 69.19 1N2
Moment of Inertia (Deflection) lreq= 933.86 1N4
I= 1050.79 1N4
k
A
Multi- Loaded Beam[ 2000 International Building Code (97 NDS)) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 316' garage dr hdr
Summary
5125 IN x 13.5 IN x 16.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By: 12.5% Controlling Factor Moment of Inertia Depth Required 12.98 In
LOADING DIAGRAM
Center Span
P1
Reactions
Live Load Dead Load Total Load Uplift Load
A 2181 Lb 1867 Lb 4048 Lb 0 Lb
B 2301 Lb 1792 Lb 4093 Lb 0 Lb
Uniform Loading
Live Load Dead Load Self Weight Total Load
W O PIf O PIf 17 PIf 17 Plf
Trapezoidal Loading
Left LL Left DL Right LL Riaht DL Load Start Load End
TR1 110 Plf 55 PIf 110 PIf 55 PIf 0 Ft 4 Ft
TR2 220 Plf 83 PIf 220 PIf 83 PIf 4 Ft 12 Ft
TR3 110 Plf 55 PIf 110 PIf 55 PIf 12 Ft 16.5 Ft
Point Loading
Live Load Dead Load Location
P1 687 Lb 1125 Lb 4 Ft
P2 1100 Lb 1125 Lb 12 Ft
Tr3
Center Span 16.5 ft
P2
V
Multi-Span Floor Beam( 2000 International Building Code (97 NOB)) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:04 PM
Project: WAVERLY Location: Beam Nr 4 at grt rm ceiling
Summary
5.125 IN x 9.0 IN x 12.5 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By 63.5% Controlling Factor Moment of Inertia 1 Depth Required 7.64 In
Center Span Deflections:
Dead Load: DLD- Center= 0.11 IN
Live Load: LLD Center= 0.25 IN U589
Total Load: TLD- Center= 0.36 IN L/415
Camber Required: C= 0.16 IN
Center Span Left End Reactions (Support A):
Live Load: LL- Rxn -A= 1925 LB
Dead Load: DL- Rxn-A= 791 LB
Total Load: TL- Rxn -A= 2716 LB
Bearing Length Required (Beam only support capacity not checked): BL-A= 0.82 IN
Center Span Right End Reactions (Support B):
Live Load: LL- Rxn -B= 1625 LB
Dead Load: DL- Rxn -B= 679 LB
Total Load: TL- Rxn -B= 2304 LB
Bearing Length Required (Beam only support capacity not checked) BL -B= 0 69 IN
Beam Data:
Center Span Length: L2= 12.5 FT
Center Span Unbraced Length -Top of Beam: Lug Top= 1.33 FT
Center Span Unbraced Length Bottom of Beam: Lu2- Bottom= 12.5 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Camber Adjustment Factor CAF= 1.5 X OLD
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= 6.5 FT
Floor Tributary Width Side Two: Trib -2 -2= 0 0 FT
Beam Self Weight: BSW= 11 PLF
Wall Load: Wall -2= 0 PLF
Total Live Load: wL -2= 260 PLF
Total Dead Load: wD -2= 98 PLF
Total Load: wT -2= 369 PLF
Point Load
Live Load: PL -2= 300 LB
Dead Load: PD -2= 112 LB
Location (From left end of span): X 2= 0.0 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 Dem= 650 PS
Bending Stress of Comp Face in Tension. Fb cpr= 1200 PS
Adjusted Properties
Fb' (Tension): Fb'= 2397 PS
Adjustment Factors: Cd =1.00 C1 =1.00
Fv' Fv'= 190 PS
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 7201 FT -LB
6.25 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 V= 2028 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= 36 05 IN3
S= 69 19 IN3
Area (Shear) Areq= 16.01 1N2
A= 46.13 IN2
Moment of Inertia (Deflection) lreq= 190.40 1N4
1= 311.34 1N4
P1
Multi-Span Floor Beam( 2000 International Building Code (97 NDS) J Ver 6.00.8
By Bo Robinson Suntel Home design on: 04 -19 -2006
Project: WAVERLY Location: Beam Nr 4 at grt rm ceiling
Summary
5.125 IN x 9.0 IN x 12.5 FT I24F-V4 Visually Graded Western Species Dry Use
Section Adeauate By 63.5% Controlling Factor Moment of Inertia I Deoth Required 7.64 In
LOADING DIAGRAM
A
Reactions
Live Load Dead Load Total Load Uplift Load
A 1925 Lb 791 Lb 2716 Lb 0 Lb
B 1625 Lb 679 Lb 2304 Lb 0 Lb
Center Son
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 260 Plf 98 Plf 11 PIt 369 Plf
Point Loading
Live Load Dead Load Location
P1 300 Lb 112 Lb 0Ft
Center Span =12.5 ft
Multi- Loaded Beam( 2000 International Building Code (97 NDS)1 Ver• 6.00.8
By Bo Robinson Suntel Home design on: 04-19-2006 4:20 :02 PM
Project: WAVERLY Location: Beam Nr 5 kit ceil bm
Summary
5.125 IN x 22.5 IN x 21.0 FT 24F -V4 Visually Graded Western Species
Section Adequate By 13.4% Controlling Factor Moment of Inertia Depth
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:
Point Load 1
Live Load:
Dead Load:
Location (From left end of span):
Point Load 2
Live Load:
Dead Load:
Location (From left end of span):
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Properties For 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 Cv =0.94
Fv'•
Adjustment Factors: Cd =1.00.
Design Requirements:
Controlling Moment:
11 13 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 Reauired Sections:
Dry Use
Required 21.58 In
DLO- 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=
Lug Top=
Lug- Bottom=
Cd=
U
U
wL -2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 -2=
X1 2=
PL2 -2=
PD2-2=
X2 2=
TRL- Left -1 -2=
TRD- Left -1 -2=
TRL Right -1-2=
TRD Right -1 -2=
A -1 -2=
B -1 -2=
C-1 -2=
TRL- Left-2 -2=
TRD Left -2 -2=
TRL Right -2 2=
TRD Right -2 2=
A -2 2=
13-2 2=
C-2 -2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
Fb'=
0.22
0 40
0.62
0.33
6905 LB
3498 LB
10403 LB
3.12 IN
7683 LB
5017 LB
12700 LB
3.81 IN
21.0 FT
1.0 FT
21.0 FT
1.00
480
360
160 PLF
60 PLF
28 PLF
248 PLF
2747 LB
1068 LB
5.5 FT
3321 LB
1291 LB
11.0 FT
450 PLF
406 PLF
450 PLF
406 PLF
11.0 FT
21.0 FT
10.0 FT
0 PLF
0 PLF
240 PIE
90 PLF
0 0 FT
5.5 FT
5.5 FT
2400 PSI
190 PSI
1800000 PSI
1600000 PSI
650 PSI
1200 PSI
2254 PSI
IN
IN U635
IN =U408
IN
Fit= 190 PSI
M= 71570 FT -LB
V= 10845 LB
Page: 2
Mufti- Loaded Beamt 2000 International Building Code (97 NOS) I Vet 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4:20:02 PM
Project: WAVERLY Location: Beam Nr 5 kit cell bm
S= 432.42 IN3
Area (Shear): Areq= 85.62 1N2
A= 115.31 1N2
Moment of Inertia (Deflection)* Ireq= 4289.89 1N4
1= 4864 75 IN4
A
Multi- Loaded Beam( 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 5 kit cell bm
Summary
5.125 IN x 22.5 IN x 21.0 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By 13.4% Controlling Factor Moment of Inertia Depth Required 21.58 In
LOADING DIAGRAM
P1
Reactions
Live Load Dead Load Total Load Uplift Load
A 6905 Lb 3498 Lb 10403 Lb 0 Lb
B 7683 Lb 5017 Lb 12700 Lb 0 Lb
Center Soan
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 160 PIf 60 Plf 28 PIf 248 PIf
P2
V
Center Span 21 ft
Trapezoidal Loading
Left LL Left DL Right LL Right DL Load Start Load End
TR 1 450 PIf 406 PIf 450 PIf 406 PIf 11 Ft 21 Ft
TR2 0 PIf 0 PIf 240 PIf 90 PIf 0 Ft 5.5 Ft
Point Loading
Live Load Dead Load Location
P1 2747 Lb 1068 Lb 5.5 Ft
P2 3321 Lb 1291 Lb 11 Ft
I
Uniformly Loaded Floor Beam( 2000 International Building Code (97 NOS) 1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04 -19 -2006 4:19:58 PM
Project: WAVERLY Location: Beam Nr 6 at grt rift ceiling
Summary
5.5 IN x 9.5 IN x 12.5 FT /#2 Douglas Fir-Larch Dry Use
Section Adequate By 18.6% Controlling Factor Section Modulus Depth Required 8.72 in
Deflections:
Dead Load: DLO= 0.09 IN
Live Load: LLD= 0.19 IN U775
Total Load: TLD= 0.28 IN U536-
Reactions (Each End)
Live Load: LL -Rxn= 1125 LB
Dead Load: DL -Rxn= 501 LB
Total Load: TL -Rxn= 1626 LB
Bearing Length Required (Beam only support capacity not checked). BL= 0.47 IN
Beam Data:
Span: L= 12.5 FT
Unbraced Length Top of Beam: Lu= 1.33 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: 0L1= 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= 1.0 FT
Live Load Duration Factor Cd= 1.00
Wall Load: WALL= 0 PLF
Beam Loading:
Beam Total Live Load: wL= 180 PLF
Beam Self Weight: BSW= 13 PLF
Beam Total Dead Load: wD= 80 PLF
Total Maximum Load: wT= 260 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
Re Fv'= 85 PSI
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 5082 FT -LB
6.25 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 1431 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= 69 75 1N3
S= 82.73 1N3
Area (Shear) Areq= 25.25 IN2
A= 52.25 IN2
Moment of Inertia (Deflection): Ireq= 182.51 1N4
I= 392.96 1N4
Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19-2006
Project: WAVERLY Location: Beam Nr 6 at grt m-r ceiling
Summary
5.5 IN x 9.5 IN x 12.5 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 18.6% Controlling Factor Section Modulus Depth Required 8 72 In
LOADING DIAGRAM
Span
Reactions
Live Load Dead Load Total Load Uplift Load
A 1125 Lb 501 Lb 1626 Lb 0 Lb
B 1125 Lb 501 Lb 1626 Lb 0 Lb
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 180 PIf 68 PIf 13 PIf 260 PIf
Span 12.5 ft
Multi -Span Roof Beam( 2000 International Building Code (97 NDS)1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04 -19 -2006 419:54 PM
Project: WAVERLY Location: Beam Nr 7 Br wndw hdr
Summary
3.125 IN x 10.5 IN x 5.5 FT 24F V4 Visually Graded Western Species
Section Adequate By 50.3% Controlling Factor Area Depth Required 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
Pitch Of Roof:
Live Load Deflect. Criteria:
Total Load Deflect. Criteria:
Camber Adjustment Factor
Center Span Loading:
Uniform Load:
Roof Live Load:
Roof Dead Load:
Roof Tributary Width Side One:
Roof Tributary Width Side Two:
Beam Self Weight:
Wall Load:
Total Live Load:
Total Dead Load (Adjusted for Roof Pitch):
Total Load:
Point Load
Live Load:
Dead Load:
Location (From left end of span):
Properties For 24F -V4- Visually Graded Western Species
Bending Stress.
Shear Stress:
Modulus of Elasticity
Dry Use
161n
Stress Perpendicular to Grain.
Bending Stress of Comp. Face in Tension.
Adjusted Properties
Fb' (Tension):
Adjustment Factors: Cd =1 15 C1 =0.99
Fv'
Adjustment Factors: Cd =1 15
Design Requirements:
Controlling Momen:.
2.035 Ft from f sups Al. of span 2 (Center Span)
Critical momenf cre tit by combining all dead loads and live loads on span(s) 2
Controlling Shear
At a distance d from left support of span 2 (Center Span)
Critical shear created by combining all dead loads and live loads on span(s) 2
Comparisons With Required Sections:
Section Modulus (Moment):
Area (Shear)
Moment of Inertia (Deflection):
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=
Lug Top=
Lug- Bottom=
Cd=
RP=
U
L/
CAF=
RLL 2=
RDL -2=
Trib -1 2=
Trib -2 -2=
BSW=
Wall -2=
wL -2=
wD -2=
wT -2=
PL 2=
PD -2=
X -2=
Fb=
Fv=
Ex=
Ey=
Fc perp=
Fb_cpr=
Fb'=
Fv'=
M=
V=
Sreq=
S=
Areq=
A=
Ireq=
1=
0.02 IN
0.03 IN U2025
0.06 IN U1199
0.03 IN
2214 LB
1527 LB
3741 LB
1.84 IN
1736 LB
1203 LB
2939 LB
1 45 IN
5.5 FT
2.0 FT
5.5 FT
1 15
0 12
360
240
1.5 X DLD
25.0 PSF
17 0 PSF
14.5 FT
1.5 FT
8 PLF
0 PLF
400 PLF
272 PLF
680 PLF
1750 LB
1190 LB
2.0 FT
2400 PS
190 PS
1800000 PS
1600000 PS
650 PS
1200 PS
2739 PS
219 PS
6102 FT -LB
3180 LB
26.73
5742
21.83
32.81
60.36
301 46
N3
N3
N2
N2
N4
N4
_C
A
Multi -Span Roof Beam[ 2000 International Building Code (97 NDS) j Ver 6.00.8
By Bo Robinson Suntet Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 7 Br wndw hdr
Summary
3.125 IN x 10.5 IN x 5.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 50.3% Controlling Factor Area Depth Required 7 16 In
LOADING DIAGRAM
P1
Reactions
Live Load Dead Load Total Load Uplift Load
A 2214 Lb 1527 Lb 3741 Lb 0 Lb
B 1736 Lb 1203 Lb 2939 Lb 0 Lb
Center Sloan
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 400 PIf 272 PIf 8 Plf 680 Plf
Point Loading
Live Load Dead Load Location
P1 1750 Lb 1190 Lb 2 Ft
Center Span 5.5 ft
Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS) I Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 419:51 PM
Project: WAVERLY Location: Beam Nr 8 at foyer ceiling
Summary
3.125 IN x 9.0 IN x 10.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 106.4% Controlling Factor Section Modulus Depth Required 7.05 In
Deflections:
Dead Load: DLD= 0.07 IN
Live Load. LLD= 0.17 IN L/750
Total Load: TLD= 0.24 IN U533
Reactions (Each End).
Live Load: LL -Rxn= 1103 LB
Dead Load: DL -Rxn= 449 LB
Total Load: TL -Rxn= 1552 LB
Bearing Length Required (Beam only support capacity not checked) BL= 0 76 IN
Camber Reqd. C= 0.10 IN
Beam Data:
Span: L= 10.5 FT
Unbraced Length -Top of Beam: Lu= 1.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Camber Adjustment Factor CAF= 1.5 X DLD
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= 5.25 FT
Floor Live Load -Side Two: LL2= 40.0 PSF
Floor Dead Load -Side Two: DL2= 15.0 PSF
Tributary Width -Side Two: 1W2= 0.0 FT
Live Load Duration Factor Cd= 1 00
Wall Load: WALL= 0 PLF
Beam Loading:
Beam Total Live Load: wL= 210 PLF
Beam Self Weight: BSW= 7 PLF
Beam Total Dead Load: wD= 86 PLF
Total Maximum Load: wT= 296 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: Fe perp= 650 PS
Bending Stress of Comp. Face in Tension: Fb_cpr= 1200 PS
Adjusted Properties
Fb' (Tension). Fb'= 2392 PS
Adjustment Factors: Cd =1.00 CI =1.00
Fit Fv'= 190 PS
Adiustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 4074 FT -LB
5.25 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 1335 LB
At a distance d from support.
Critical shear created by combining all dead and five loads.
Comparisons With Required Sections:
Section Modulus (Moment): Sreq= 20.44 IN3
S= 42.19 IN3
Area (Shear) Area= 10.54 IN2
A= 28.13 1N2
Moment of Inertia (Deflection) Ireq= 91 15 IN4
1= 189.84 IN4
Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) I Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 8 at foyer ceiling
Summary
3.125 IN x 9.0 IN x 10.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adeauate Bv 106.4% Controlling Factor Section Modulus Deoth Required 7.05 In
LOADING DIAGRAM
A
Span
Reactions
Live Load Dead Load Total Load Uolift Load
A 1102 Lb 449 Lb 1552 Lb 0 Lb
B 1102 Lb 449 Lb 1552 Lb 0 Lb
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 210 Pif 79 Plf 7 Pif 296 PIf
Span 10.5 ft
Uniformly Loaded Floor Beam( 2000 International Building Code (97 NDS) 1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 4 1947 PM
Project: WAVERLY Location: Beam Nr 9 at foyer ceiling
Summary
5 125 IN x 9.0 IN x 7.0 FT 24F -V4 Visually Graded Western Species Dry Use
Section Adequate By 465.9% Controlling Factor Area I Depth Required 4.28 In
Deflections:
Dead Load: DLD=
Live Load: LLD=
Total Load: TLD=
Reactions (Each End):
Live Load: LL -Rxn= 910 LB
Dead Load: DL -Rxn= 380 LB
Total Load: TL -Rxn= 1290 LB
Bearing Length Required (Beam only support capacity not checked). BL= 0.39 IN
Camber Reqd. C= 0.02 IN
Beam Data:
Span: L= 7.0 FT
Unbraced Length -Top of Beam: Lu= 1.33 FT
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Camber Adjustment Factor CAF= 1.5 X DLD
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= 6.5 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= 260 PLF
Beam Self Weight: BSW= 11 PLF
Beam Total Dead Load: wD= 109 PLF
Total Maximum Load: wT= 369 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'= 2397 PS
Adjustment Factors: Cd =1.00 C1 =1.00
Fv' Fv'= 190 PS
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M= 2258 FT -LB
3.5 ft from left support
Critical moment created by combining all dead and live loads.
Controlling Shear V= 1032 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= 11.31 1N3
S= 69.19 IN3
Area (Shear): Areal= 8 15 1N2
A= 46.13 IN2
Moment of Inertia (Deflection) Ireq= 33.44 1N4
1= 311.34 IN4
0.01 IN
0.03 IN U3352
0.04 IN U2364
A
Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location. Beam Nr 9 at foyer ceiling
Summary
5.125 IN x 9.0 IN x 7 0 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 465.9% Controlling Factor: Area Depth Required 4.28 In
LOADING DIAGRAM
Reactions
Live Load Dead Load Total Load Uolift Load
A 910 Lb 380 Lb 1290 Lb 0 Lb
B 910 Lb 380 Lb 1290 Lb 0 Lb
Span
Uniform Loading
Live Load Dead Load Self Weiaht Total Load
W 260 PIf 98 PIf 11 PIf 369 PIf
:L
Span 7 ft
Multi -Span Roof Beam( 2000 International Building Code (97 NDS)1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04 -19 -2006 4:1944 PM
Project: WAVERLY Location: Beam Nr 10 at foyer ceiling
Summary
5.125 IN x 9.0 IN x 9.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 55.3% Controlling Factor Section Modulus Depth Required 7.68 In
Center Span Deflections:
Dead Load: DLD- Center= 0.12
Live Load: LLD- Center= 0.18
Total Load: TLD- Center= 0.30
Camber Required: C= 0.17
Center Span Left End Reactions (Support A)
Live Load: LL- Rxn -A= 2306
Dead Load: DL- Rxn -A= 1546
Total Load: TL- Rxn -A= 3852
Bearing Length Required (Beam only support capacity not checked): BL -A= 1 16
Center Span Right End Reactions (Support B)
Live Load: LL- Rxn -B= 2641
Dead Load: DL- Rxn -B= 1686
Total Load: TL- Rxn -B= 4327
Bearing Length Required (Beam only support capacity not checked). BL -B= 1.30
Beam Data:
Center Span Length: L2= 9.5
Center Span Unbraced Length -Top of Beam: Lu2 Top= 1.33
Center Span Unbraced Length -Bottom of Beam: Lu2 Bottom= 9.5
Live Load Duration Factor Cd= 1 15
Pitch Of Roof: RP= 0
Live Load Deflect. Criteria: U 360
Total Load Deflect. Criteria: U 240
Camber Adjustment Factor CAF= 1.5
Center Span Loading:
Uniform Load:
Roof Live Load: RLL -2= 25.0
Roof Dead Load: RDL -2= 17.0
Roof Tributary Width Side One. Trib -1 -2= 14 0
Roof Tributary Width Side Two Trib -2 -2= 3 0
Beam Self Weight: BSW= 11
Wall Load. Wall -2= 0
Total Live Load: wL -2= 425
Total Dead Load (Adjusted for Roof Pitch): wD -2= 289
Total Load: wT -2= 725
Point Load
Live Load: PL -2= 910
Dead Load: PD -2= 380
Location (From left end of span): X -2= 6.5
Properties For 24F V4- Visually Graded Western Species
Bending Stress: Fb= 2400
Shear Stress: Fv= 190
Modulus of Elasticity Ex= 1800000
Ey= 1600000
Stress Perpendicular to Grain: Fc peril= 650
Bending Stress of Comp. Face in Tension: Fb_cpr= 1200
Adjusted Properties
Fb' (Tension): Fb'= 2756
Adjustment Factors: Cd =1 15 CI =1.00
Fit Fv'= 219
Acjiestment Factors: Cd =1 15
Design Requirements
Contra!, nq`Mp ent: M= 10231
f Ft from left support of span 2 (Center Span)
Laci.:-0l moment created by combining all dead loads and live loads on span(s) 2
Controlling SItesr 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= 44.55
S= 69.19
Area (Shear): Areq= 26.40
A= 46.13
Moment of Inertia (Deflection) Irea= 193.75
1= 311.34
PSF
PSF
FT
FT
PLF
PLF
PLF
PLF
PLF
LB
LB
FT
PS
PS
PS
PS
PS
PS
PS
PS
3845 LB
IN
IN U633
IN L/386
IN
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
12
X DLD
FT -LB
N3
N3
N2
N2
N4
N4
Multi -Span Roof Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 10 at foyer ceiling
Summary
5.125 IN x 9.0 IN x 9.5 FT 24F V4 Visually Graded Western Species Dry Use
Section Adequate By 55.3% Controlling Factor Section Modulus Depth Required 7.68 In
LOADING DIAGRAM
'V
A
Center Span 9.5 ft
Reactions
Live Load Dead Load Total Load Uplift Load
A 2306 Lb 1546 Lb 3852 Lb 0 Lb
B 2641 Lb 1686 Lb 4327 Lb 0 Lb
Center Span
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 425 Plf 289 Plf 11 Plf 725 Plf
Point Loading
Live Load Dead Load Location
P1 910 Lb 380 Lb 6.5 Ft
P1
Multi- Loaded Beam( 2000 International Building Code (97 NDS) I Ver 6.00.8
By Bo Robinson Suntel Home design on: 04 -19 -2006 419:41 PM
Project: WAVERLY Location: Beam Nr 11 rafters at dormer
Summary
(3) 1.5 IN x 9.25 IN x 10.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By 40.6% Controlling Factor Section Modulus Depth
Laminations are to be fully connected to provide uniform transfer of loads
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):
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 C1 =1.00 Cf=1 10 Cr=1 15
Adjustment Factors: Cd =1.00
Design Requirements:
Controlling Moment: M=
5.0 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=
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): Area=
A=
Moment of Inertia (Deflection). Ireq=
I=
Fv"
Required 7.8 In
to all members
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=
Lug Top=
Lu2- Bottom=
Cd=
U
L/
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`=
0.06
0.08
0.14
624 LB
476 LB
1100 LB
0.39 IN
749 LB
561 LB
1310 LB
0.47 IN
10.0 FT
2.0 FT
10.0 FT
1.00
360
240
50 PLF
34 PLF
10 PLF
94 PLF
623 LB
425 LB
5.0 FT
50 PLF
34 PLF
50 PLF
34 PLF
5.0 FT
10 0 FT
5.0 FT
900 PSI
95 PSI
1600000 PSI
625 PSI
1136 PSI
95 PSI
4321 FT -LB
1185 LB
45.64 N3
6417 N3
18.71 N2
41.63 N2
85.43 N4
296.79 N4
IN
IN =U1450
IN L/834
A
Multi Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006
Project: WAVERLY Location: Beam Nr 11 rafters at dormer
Summary
(3) 1.5 IN x 9.25 IN x 10.0 FT #2 Douglas Fir -Larch Dry Use
Section Adequate By: 40.6% Controlling Factor: Section Modulus Depth Required 7.8 In
LOADING DIAGRAM
Reactions
Live Load Dead Load Total Load Uplift Load
A 624 Lb 476 Lb 1100 Lb 0 Lb
B 749 Lb 561 Lb 1310 Lb 0 Lb
Center Soon
Uniform Loading
Live Load Dead Load Self Weight Total Load
W 50 PIf 34 Plf 10 PIf 94 PIf
P1
V
'V
Center Span 10 ft
Trapezoidal Loading
Left LL Left DL Right LL Right DL Load Start Load End
TR1 50 Plf 34 PIf 50 PIf 34 PIf 5 Ft 10 Ft
Point Loading
Live Load Dead Load Location
P1 623 Lb 425 Lb 5 Ft
Multi Loaded Beam( 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 419:37 PM
Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge
Summary
3.125 IN x 15.0 IN x 20.0 FT 24F V4 Visually Graded Western Species
Section Adequate By 8.8% Controlling Factor Moment of Inertia I Depth
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
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)
Point Load 2
Live Load:
Dead Load:
Location (From left end of span)
Trapezoidal Load 1
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 2
Left Live Load:
Left Dead Load:
Right Live Load:
,Right Dead Load:
Load Start:
Load End:
Load Length:
Trapezoidal Load 3
Left Live Load:
Left Dead Load:
Right Live Load:
Right Dead Load:
Load Start:
Load End:
Load Length:
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
Fv'
Adiustment Farinrs• Cri=1 on
support capacity not checked)•
support capacity not checked)
Dry Use
Required 14.58 In
OLD- 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=
L/
U
wL -2=
wD -2=
BSW=
wT -2=
PL1 -2=
PD1 -2=
X1 -2=
PL2 -2=
PD2 -2=
X2 -2=
TRL- Left -1 -2=
TRD- Left-1 -2=
TRL Right -1 -2=
TRD Right -1 -2=
A -1 -2=
B-1 -2=
C -1 -2=
TRL Left -2 -2=
TRD Left-2 -2=
TRL Right -2 -2=
TRD- Right -2 -2=
A -2 2=
8-2-2=
C -2 -2=
TRL- Left-3-2=
TRD- Left-3-2=
TRL Right -3-2=
TRD Right -3-2=
A -3 -2=
B-3-2=
C -3-2=
Fb=
Fv=
Ex=
Ey=
Fc peril=
Fb cpr=
Fb'=
Fv'=
0.40
0.52
0.92
0.59
2252
1698
3950
1.94
2252
1698
3950
1.94
20.0
2.0
20.0
1.00
360
240
0
0
11
11
624
476
6.0
624
476
14.0
188
128
188
128
0.0
6.0
6.0
125
85
125
85
6.0
14.0
80
188
128
188
128
140
20.0
6.0
2400
190
1800000
1600000
650
1200
2377
190
IN
IN U459
IN L/261
IN
LB
LB
LB
IN
LB
LB
LB
IN
FT
FT
FT
PLF
PLF
PLF
PLF
LB
LB
FT
LB
LB
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PLF
PLF
PLF
PLF
FT
FT
FT
PS
PS
PS
PS
PS
PS
PS
PS
Page: 2
Multi- Loaded Beam12000 Intemational Building Code (97 NDS) 1 Ver 6.00.8
By Bo Robinson Suntel Home design on: 04-19 -2006 419:37 PM
Project: WAVERLY Location: Beam Nr 12 at bonus rm ridge
Controlling Moment: M=
10.0 Ft from left support of span 2 (Center Span)
Critical moment created by combining all dead loads and live Toads on span(s) 2
Controlling Shear 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= 98.85
S= 117 19
Area (Shear): Areq= 28 08
A= 46.88
Moment of Inertia (Deflection) Ireq= 807.56
I= 878.91
19578 FT-LB
3557 LB
N3
N3
N2
N2
N4
N4
A
J a.
Project: WAVERLY
Summary
3.125 IN x 15.
Section Adeq
V Y.
Reactions
Live Load
A 2252 Lb
B 2252 Lb
Center Span
Uniform Loading
Live Load
W O PIf
Trapezoidal Loading
Left LL
TR1 188 Plf
TR2 125 PIf
TR3 188 Plf
Point Loading
Live Load
P1 624 Lb
P2 624 Lb
Multi Loaded Beam[ 2000 International Building Code (97 NDS) Ver 6.00.8
By Bo Robinson Suntet Home design on: 04-19-2006
Location. Beam Nr 12 at bonus rm ridge
0 IN x 20.0 FT 24F V4 Visually Graded Western Species Dry Use
uate By: 8.8% Controlling Factor Moment of Inertia Depth Required 14.58 In
LOADING DIAGRAM
Dead Load Total Load
1698 Lb 3950 Lb
1698 Lb 3950 Lb
P1 P2
Uplift Load
0 Lb
0 Lb
Dead Load Self Weight Total Load
0 PIf 11 PIf 11 Plf
Left DL Right LL Right DL Load Start
128 PIf 188 Plf 128 PIf 0 Ft
85 Plf 125 PIf 85 PIf 6 Ft
128 PIf 188 PIf 128 PIf 14 Ft
Dead Load
476 Lb
476 Lb
Location
6 Ft
14 Ft
III
Center Span 20 ft
Load End
6 Ft
14 Ft
20 Ft
a. A
Footing Design f 2003 International Residential Code (01 NDS) 1 Ver• 6 00 62
By Jim Mei Suntel Home Design Inc. on: 05 -17 -2004 1008.12 AM
Project: Typical Footing Schedule Location Footing B Footing to 12.5Kps
Summary
Footing Size: 3.16 FT x 3.16 FT x 12.00 IN
Reinforcement: #4 Bars 7 00 IN 0 C ENV (5) 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 Pressu
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.
re•
(Shrinkage/Temperature ACI 10.5.4)
PL=
PD=
PT=
Pu=
Qs=
F'c=
Fv=
c=
W=
L=
Depth=
d=
m=
n=
Qu=
Qe=
Areq=
A=
Bo=
Vu2=
vc2 -a=
vc2 -b=
vc2 -c=
vc2=
Ld=
Ld -sup=
0 LB
12500 LB
12500 LB
17500 LB
1500 PSF
2500 PSI
40000 PSI
3.00 IN
3.16 FT
3 16 FT
12.00 IN
8.25 IN
(Wood)
6.00 IN
6.00 IN
1252 PSF
1350 PSF
9.26 SF
9 99 SF
Bearing= 17500 LB
Bearing Allow= 107100 LB
Vu1= 4943 LB
vc1= 26591 LB
57.00 IN/
15029 LB
119914 LB
155678 LB
79943 LB
79943 LB
Mu= 82950 IN -LB
Mn= 282828 INLLB
IN
IN2
IN2
IN2
a= 0 49
As(1)= 0.28
As(2)= 0.91
As -regd= 0.91
#4 Bars @700IN.00 E/W (5) Min.
As= 0.98 IN2
15.00 IN
15.96 IN
Footing Design f 2003 International Residential Code (01 NDS)1 Ver 6.00.62
By Jim Mei Suntel Home Design, Inc. on: 05 -17 -2004 10:1018 AM
Project: Typical Footing Schedule Location: Footing C Footing to 15Kps
Summary
Footing Size: 3.5 FT x 3.5 FT x 12.00 IN
Reinforcement: #4 Bars 7.00 IN. 0 C E/W (6) 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=
W=
L=
Depth=
d=
m=
n=
Qu=
Qe=
Areq=
A=
Bo=
Vu2=
vc2 -a=
vc2 -b=
vc2 -c=
vc2=
a= 0.53
As(1)= 0 38
(Shrinkage/Temperature ACI- 10.5.4): As(2)= 1 01
As -reqd= 101
#4 Bars@ 700 IN. OC E/W /(6) Min.
As 1 18
Ld= 15.00
Ld -sup I 18 00
0 LB
15000 LB
15000 LB
21000 LB
1500 PSF
2500 PSI
40000 PSI
3.00 IN
3.5 FT
3.5 FT
1200 IN
8.25 IN
(Wood)
6 00 IN
8 00 IN
1224 PSF
1350 PSF
11 11 SF
12.25 SF
Bearing= 21000 LB
Bearing Allow= 142800 LB
Vu1= 6375 LB
vc1= 29453 LB
61 00 IN
18243 LB
106941 LB
158483 LB
85553 LB
85553 LB
Mu= 110250 IN -LB
Mn= 338532 IN -LB
IN
IN2
IN2
IN2
IN2
IN
IN