REVIEWED REVISION1 BLD2021-0353 STRUCTURAL CALCSCcivil & structural
ENGINEERING engineering &planning
STRUCTURAL CALCULATIONS
Rosen Residence
Deck Remodel
21507 88th Ave W.
Edmonds, WA 98026
lS M • P''
O� WA
9
4L
jfllVAL
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500 CG Project No.: 21483.10
Fax: (425) 778-5536
Project Description
An existing deck design (by others) is receiving a revision due to the addition of a hot tub. We
will analyze all areas affected by the hot tub installation. A lowered platform frame will be
utilized to support the hot tub, which will be typical wood framing to match the previous deck
design.
Scope of Work
We will provide stamped structural calculations and construction drawings suitable for permit
and construction.
Basis of Design
Deck Dead 10 psf
Live 60 psf
Hot Tub Dead 6000 Ibs (8'x8' Area)
Deck Dead 0 psf
Live 0 psf
Description
Project Summary
ENGINEERING
250 4th Ave South project
Suite 200 ROSEN
Edmonds, WA 98020
By BEL I Date12/29/2021
Checked Date
Scale NTS I Sheet No.
21483.10
Gravity Design Loads
DECK DL
Flooring Material 2.0
psf
2x12 @ 16" OC 3.3
psf
Misc 1.5
psf
6.8
psf
USE 10.0
psf
Roof ILL (Snow) 25.0
psf
Deck ILL 60.0
psf
Description
Gravity Design Loads
By
BEL
Date
12/21/21
r.
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
project
ROSEN
Job No.
Edmonds, WA 98020
21483.10
Description By Date
Checked Date
ENGINEERING scale sheet No.
250 4th Ave South project Job No.
Suite 200
Edmonds, WA 98020
14'-0"
12'-0" 01 2'-0"
40
24"x12"
EA. WAY - MTL. POST ANCHOR
W/6x6POST---TYP 2_P1L__------_�
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MTL. POST ANCHOR W/
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6x6 POST - TYP. 2 PL. ; ' CM
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REMOVE
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— — — — — — — �----------------1
FACE OF DECK ABOVE
Description
ENGINEERING
250 4th Ave South project
Suite 200
Edmonds, WA 98020
By
Scale
Job No.
0
CO
0
O
ED
M
CV
Date
Date
Sheet No.
t
Description
By
Date
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
project
Job No.
Edmonds, WA 98020
425.778.8500
www.cgengineering.com
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Dec. 21, 2021 11:38 BEAM A
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
HOT TUB
Dead
Partial UDL
No
1.00 9.00
399.0 399.0
plf
DECK LIVE
Live
Partial UDL
Yes
1.00 9.00
255.0 255.0
plf
DEAD
Dead
Partial UDL
No
1.00 9.00
6.0 6.0
plf
Self -weight
Dead
Full UDL
No
15.0
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
- 12.917' 11
2.229' 12. 86'
Unfact ored:
Dead
Live
2479
1489
949
570
Factored:
Total
3968
1519
Bearing:
Capacity
Beam
13531
12667
Support
19269
19269
Des ratio
Beam
0.29
0.12
Support
0.21
0.08
Load comb
#2
#4
Length
5.50
5.50
Min req'd
1.35
0.66
Cb
1.07
1.00
Cb min
1.28
1.00
Cb support
-
-
Fc sup
700
700
BEAM A
Timber -soft, D.Fir-L, Nio.2, 6x12 (5-1/2"x11-1/2")
Supports: All - Timber -soft Column, D.Fir-L No.2
Total length: 12.94'; Clear span: 2.0', 10.0'; Volume = 5.7 cu.ft.; Beam or stringer
Wet service; Incised; Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 56
Fv' =
136
psi
fv/Fv'
= 0.41
Bending(+)
fb
= 673
Fb' =
695
psi
fb/Fb'
= 0.97
Bending(-)
fb
= 53
Fb' =
699
psi
fb/Fb'
= 0.08
Deflection:
0.05
= < L/999
0.34 =
L/360
in
0.16
Interior Live
Total
0.23
= L/537
0.51 =
L/240
in
0.45
Cantil. Live
-0.04
= L/666
0.15 =
L/180
in
0.27
Total
-0.16
= L/165
0.22 =
L/120
in
0.73
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 2
Fb'+ 875 1.00 1.00 1.00 0.993 1.000 - 1.00 1.00 0.80 4
Ph- 875 1.00 1.00 1.00 0.998 1.000 - 1.00 1.00 0.80 2
Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 4
Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #4 = D + L (pattern: _L)
Bending(-): LC #2 = D + L
Deflection: LC #4 = D + L (pattern: _L) (live)
LC #4 = D + L (pattern: _L) (total)
Bearing : Support 1 - LC #2 = D + L
Support 2 - LC #4 = D + L (pattern: _L)
D=dead L=live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3123, V design = 2367 lbs; M(+) = 6794 lbs-ft; M(-) = 536 lbs-ft
EIy = 906.17 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Lateral stability(+): Lu = 10.25' Le = 17.63' RB = 9.0; Lu based on full span
Lateral Stability(-): Lu = 2.25' Le = 4.19' RB = 4.4; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Dec. 21, 2021 13:40 JOIST B
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
DEAD
Dead
Full Area
No
100.00(16.0")
psf
LIVE
Live
Full Area
Yes
60.00(16.0")
psf
Self -weight
Dead
Full UDL
No
3.5
plf
Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) :
8.917'
1.059'
7.517' 8.917'
Unfact ored:
Dead
Live
578
350
642
382
Factored:
Total
928
1024
Bearing:
Capacity
Joist
2391
2391
Support
4318
4318
Des ratio
Joist
0.39
0.43
Support
0.21
0.24
Load comb
#5
#8
Length
5.50
5.50
Min reg'd
1.90
2.14
Cb
1.07
1.07
Cb min
1.20
1.18
Cb support
1.25
1.25
Fc sup625
625
JOIST B
Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Floor joist spaced at 16.0" c/c; Total length: 8.94` Clear span: 0.813', 6.0', 1.188`, Volume = 1.0 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
Design
Value
Urit
Analysis/Design
Shear
fv
= 42
Fv' =
116
psi
fv/Fv'
= 0.36
Bending(+)
fb
= 389
Fb' =
782
psi
fb/Fb'
= 0.50
Bending(-)
fb
= 80
Fb' =
512
psi
fb/Fb'
= 0.16
Deflection:
0.02
= < L/999
0.22 =
L/360
in
0.07
Interior Live
Total
0.06
= < L/999
0.32 =
L/240
in
0.19
Cantil. Live
-0.01
= < L/999
0.07 =
L/180
in
0.12
Total
-0.03
= L/415
0.11 =
L/120
in
0.29
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 8
Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 4
Ph- 850 1.00 1.00 1.00 0.655 1.000 - 1.15 1.00 0.80 2
Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 4
Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #8 = D + L (pattern: _LL)
Bending(+): LC #4 = D + L (pattern: _L_)
Bending(-): LC #2 = D + L
Deflection: LC #4 = D + L (pattern: _L_) (live)
LC #4 = D + L (pattern: _L_) (total)
Bearing : Support 1 - LC #5 = D + L (pattern: LL_)
Support 2 - LC #8 = D + L (pattern: _LL)
D=dead L=live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 721, V design = 468 lbs; M(+) = 1025 lbs-ft; M(-) = 212 lbs-ft
EIy = 231.37 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Lateral stability(-): Lu = 6.44' Le = 12.06' RB = 26.9; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
WoodWorkso
SOFTWARE FOR WOOD DESIGN
Dec. 21, 2021 13:42 1 Column1
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
DEAD
Dead
Axial
(Ecc. = 0.00")
1354
lbs
LIVE
Live
Axial
(Ecc. = 0.00")
2995
lbs
SNOW
Snow
Axial
(Ecc. = 0.00")
1011
lbs
Self -weight
Dead
Axial
50
lbs
Reactions (lbs):
1.1
IN
0
a
Unfactored•
Lateral:
Dead
Live
Snow
Axial:
Dead
1404
1404
Live
2995
2995
Snow
1011
1011
Factored:
L->R
Load comb
#1
41
COLUMN 1
Timber -soft, Hem -Fir, No.2, 6x6 (5-1/2"x5-1/2")
Support: Non -wood
Total length: 8.0'; Volume = 1.7 cu.ft.; Post or timber
Pinned base; Incised; Ke x Lb: 1.0 x 8.0 = 8.0 ft; Ke x Ld: 1.0 x 8.0 = 8.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Axial
Axial Bearing
fc = 145
fc = 145
Fc' = 394
Fc* = 460
psi
psi
fc/Fc' = 0.37
fc/Fc* = 0.32
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 575 1.00 1.00 1.00 0.856 1.000 - - 1.00 0.80 2
Fc* 575 1.00 1.00 1.00 - 1.000 - - 1.00 0.80 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D + L
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification
(NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
COMPANY PROJECT
WoodWorks®
, F7WARE FOR WOOD DESIGN Dec. 21, 202113:58 BEAM
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
tern
Location [ft]
Start End
Magnitude
Start End
Unit
DEAD 1
Dead
Partial UDL
0.11 1.28
35.0 35.0
plf
LIVE 1
Live
Partial UDL
0.11 1.28
210.0 210.0
plf
SNOW 1
Snow
Partial UDL
0.11 1.28
88.0 88.0
plf
SNOW 2
Snow
Partial UDL
1.28 6.46
200.0 200.0
plf
LIVE 2
Live
Partial UDL
1.28 6.46
480.0 480.0
plf
DEAD 2
Dead
Partial UDL
1.28 6.46
80.0 80.0
plf
DEAD 3
Dead
Point
1.28
60
lbs
LIVE 3
Live
Point
1.28
360
lbs
SNOW 3
Snow
Point
1.28
150
lbs
Self -weight
Dead
Full UDL
6.7
if
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6.576' -
.4'
6.463'
Unfact ored:
Dead
Live
Snow
277
1531
639
282
1561
650
Factored:
Total
1904
1940
Bearing:
Capacity
Beam
1904
1940
Support
3254
3315
Des ratio
Beam
1.00
1.00
Support
0.59
0.59
Load comb
#3
#3
Length
1.34
1.37
Min req'd
1.34
1.37
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.11
1.11
Fc up625
625
BEAM C
Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 6.56'; Clear span: 6.375'; Volume = 1.5 cu.ft.
Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis Value
Design Value
Unit
Analysis/Design
Shear
fv = 74
Fv' = 120
psi
fv/Fv' = 0.62
Bending(+)
fb = 745
Fb' = 816
psi
fb/Fb' = 0.91
Live Defl'n
0.07 = < L/999
0.22 = L/360
in
0.34
Total Defl'n
0.09 = L/836
0.32 = L/240
in
0.29
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 2
Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 0.80 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 3
Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 - LC #3 = D + 0.75(L + S)
Support 2 - LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1808, V design = 1597 lbs; M(+) = 3099 lbs-ft
EIy = 300.09 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Dec. 29, 2021 11:59 BEAM D
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
eat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
DEAD
Dead
Full UDL
15.0
plf
LIVE
Live
Full UDL
90.0
plf
SNOW
Snow
Full UDL
38.0
plf
Self -weight
Dead
Full UDL
8.1
Plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8.333'
8.043'
Unfactored:
Dead
Live
Snow
95
375
158
95
375
158
Factored:
Total
495
495
Bearing:
Capacity
Beam
1899
1899
Des ratio
Beam
0.26
0.26
Load comb
#3
#3
Length
2.00
2.00
Min reg'd
0.52
0.52
Cb
1.00
1.00
Cb min
1.00
1.00
BEAM D
Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-114")
Supports: All - Hanger
Total length: 8.31'; Clear span: 8.0'; Volume = 2.3 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis Value
Design Value
Unit
Anal sis/Desi n
Shear
fv = 13
Fv' = 116
psi
fv/Fv' = 0.11
Bending(+)
fb = 149
Fb' = 748
psi
fb/Fb' = 0.20
Live Defl'n
0.02 = < L/999
0.27 = L/360
in
0.07
Total Defl'n
0.03 = < L/999
0.40 = L/240
in
0.07
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 2
Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 1.00 0.80 2
Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 3
Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 - LC #3 = D + 0.75(L + S)
Support 2 - LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 455, V design = 346 lbs; M(+) = 915 lbs-ft
EIy = 539.86 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
COMPANY PROJECT
WoodWorks° Dec.29, 2021 12:06 BEAM E
T WARE FOR WOOD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
tern
Location Ift]
Start End
Magnitude
Start End
Unit
DEAD
Dead
Full UDL
No
I.0
plf
LIVE
Live
Full UDL
No
90.0
plf
SNOW
Snow
Full UDL
No
17.0
plf
DEAD POINT
Dead
Point
No
9.17
95
lbs
LIVE POINT
Live
Point
Yes
9.17
375
lbs
SNOW POINT
Snow
Point
Yes
1.17
158
lbs
Self-wei ht
Dead
Full UDL
No
£.-
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.242'
12.071' 14.108'
Unfactorad:
Dead
Live
Snow
114
634
192
196
1023
258
Factored:
Total
748
1219
Bearing:
Capacity
Beam
1899
1219
Support
-
1473
Des ratio
Beam
0.39
1.00
Support
-
0.83
Load comb
#2
#2
Length
2.11
0.91
Min req'd
0.79
0.91
Cb
1.00
1.41
Cb m
1.00
1.91
Cb support
-
1.11
Fc
625
BEAM E
Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4")
Supports: 1 - Hanger; 2 - Timber -soft Beam, D.Fir-L No.2;
Total length: 14.25'; Clear span: 12.0', 2.0'; Volume = 3.9 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Analysis
Value
DesignValue
Unit
Anal sis/Desi
Shear
fv =
34
Fv'
116
psi
fv/Fv'
= 1.31
Bending(+)
fb =
417
Fb' =
748
psi
fb/Fb'
= 0.56
Bending(-)
fb =
35
Fb' =
729
psi
fb/Fb'
= 0.05
Deflection:
Interior Live
0.12 = <
L/999
0.40 =
L/360
0.30
Total
0.17 =
L/854
0.60 =
L/240
0.28
Cantil. Live
-0.07 =
L/366
0.14 =
L/180
in
0.99
Total
-0.09 =
L/262
0.20 =
1/120
0.96
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu C= Cfrt Ci LC#
Fv• 150 1.00 0.97 1.00 - - - - 1.00 0.80 2
Fb'+ 850 1.00 1.00 1.00 1.0Do 1. 100 - 1.00 1.00 0.80 2
Fb•- 850 1.00 1.00 1.00 0.968 1.100 - 1.00 1,00 0.80 2
Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 2
Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Bending(-): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 - LC #2 = D + L
Support 2 - LC #2 = D + L
D=dead L=live S=snow
All LC•s are listed in the Analysis output
Load Patterns: 5-1/2, x=L+S or L+Lr, o pattern load in this span
Load combinations: ABC Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1004, V design = 902 lbs; M(+) = 2567 lbs-ft; M(-) = 218 lbs-ft
EIy = 539.86 lb-in^2
'Live"
deflection is due to all n n-dead loads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Lateral stability(-): Lu = 12.06' Is = 20.19' RB = 14.9; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.