REVIEWED BLD2022-1714+Calculations+12.9.2022_3.10.29_PM+3262131C �
ENGINEERING
250 41h Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
RECEIVED
Dec 19 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1714
.,.,.....,REVIEWED..,......., _
BY
CITY OF EDMONDS
BUILDING DEPARTMENT'
STRUCTURAL CALCULATIONS
Hamburg Residence
Deck Repair
800 12th Ave N
Edmonds, WA 98020
11 /30/22
CG Project No.: 22349.10
Project Description
This project involves the repair of an existing second story deck for a single family home. The
repair will include replacing an existing beam which has been damaged by rot. Additional
upgrades will be made to the deck by removing one column and footing, squaring off the deck
overhang, and upgrading the framing to support these changes. The existing posts and footings
will also be replaced.
Scope of Work
We will provide stamped structural calculations in accordance with the current building code.
Basis of Design
Deck Dead 10 psf
Live 60 psf
Snow 25 psf
Description By AAL
Project Summary Checked
ENGINEERING scale
NTS
250 4th Ave South project Job No.
Suite 200 Hamburg Residence 22349.10
Edmonds, WA 98020
Date 11/3/2022
Sheet No.
Gravity Design Loads
Deck DL
Decking Material 3.0
psf
2x8 @ 16" OC 2.2
psf
Misc 1.0
psf
6.2
psf
USE 10.0
psf
Roof LL (Snow) 25.0
psf
Floor ILL 40.0
psf
Description
Gravity Design Loads
By
AAL
Date
11/03/22
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
project
Hamburg Residence
Job No.
Edmonds, WA 98020
22349.10
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Description
By L
Date
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ENGINEERING
I�A Vl'�
126, <,14 /2
Checked
Date
11
1 1/
Scale
Sheet No.
250 4th Ave. South
Suite 200 Project Job No.
Edmonds, WA 98020
425,778.8500 y i 0
www.cgengineering.com /4-1 Q C5
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Nov. 3, 2022 13:31 Typ Joist
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full Area
No
1
10.00(16.0")
psf
Load2
Live
Full Area
Yes
60.00(16.0")
psf
Load3
Snow
Full Area
Yes
25.00(16.0")
psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
k 9.698'
7.66' 9.66'
Unfact ored:
Dead
Live
Snow
Factored:
48
309
125
81
487
203
Total
374
599
Bearing:
Capacity
Joist
374
599
Support
721
861
Des ratio
Joist
1.00
1.00
Support
0.52
0.70
Load comb
#11
#3
Length
0.92
1.10
Min req'd
0.92
1.10
Cb
1.00
1.34
Cb in
1.00
1.34
Cb support
1.25
1.25
Fc sup625
625
Deck Joists
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Floor joist spaced at 16.0" c/c; Total length: 9.69'; Clear span: 7.563', 1.938'; Volume = 0.7 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
Unit
Anal sis/Desi
n
Shear
fv
= 44
Fv' =
116
psi
fv/Fv'
= 0.38
Bending(+)
fb
= 613
Fb' =
938
psi
fb/Fb'
= 0.65
Bending(-)
fb
= 180
Fb' =
738
psi
fb/Fb'
= 0.24
Deflection:
Interior Live
0.12
= L/757
0.26 =
L/360
in
0.48
Total
0.14
= L/667
0.38 =
L/240
in
0.36
Cantil. Live
-0.10
= L/242
0.13 =
L/180
in
0.74
Total
-0.11
= L/218
0.20 =
L/120
in
0.55
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 1.200 - 1.15 1.00 0.80 5
Fb'- 850 1.15 1.00 1.00 0.684 1.200 - 1.15 1.00 0.80 3
Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 11
Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 11
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #5 = D + L (pattern: L_)
Bending(-): LC #3 = D + 0.75(L + S)
Deflection: LC #11 = D + 0.75(L + S) (pattern: Xs) (live)
LC #11 = D + 0.75(L + S) (pattern: Xs) (total)
Bearing : Support 1 - LC #11 = D + 0.75(L + S) (pattern: Xs)
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 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 = 382, V design = 321 lbs; M(+) = 671 lbs-ft; M(-) = 197 lbs-ft
EIy = 61.92 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.0 dead + "live"
Lateral Stability(-): Lu = 7.69' Le = 12.81' RE = 22.3; 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
Q) WoodWorks®
�F7WARE FOR WO0D DESIGN Nov. 3, 202212:00 BM1
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
eat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full UDL
40.8
plf
Load3
Live
Full UDL
244.8
plf
Load4
Snow
Full UDL
102.0
plf
Self -weight
Dead
Full UDL
23.3
Plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
- 26.084'
Unfactored:
Dead
Live
Snow
835
3193
1330
835
3193
1330
Factored:
Total
4227
4227
Bearing:
Capacity
Beam
4396
4396
Support
4227
4227
Des ratio
Beam
0.96
0.96
Support
1.00
1.00
Load comb
#3
#3
Length
1.00
1.00
Min req'd
1.00**
1.00**
Cb
1.00
1.00
Cb min
1.00
1.00
Cb support
1.00
1.00
Fc su
625
625
**Minimum bearing length governed by the required width of the supporting member.
BM1
Glulam-Unbalan., West Species, 24F-1.8E WS, 6-3/4"x15"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 26.06'; Clear span: 25.938'; Volume = 18.3 cu.ft.; 10 laminations, 6-314" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018:
Criterion
Analysis
Value
Design
Value
unit
Anal sis/Desi n
Shear
fv
= 54
Fv' =
265
psi
fv/Fv' = 0.20
Bending(+)
fb
= 1237
Fb' =
2235
psi
fb/Fb' = 0.55
Live Defl'n
0.78
= L/398
0.87 =
L/360
in
0.90
Total Defl'n
1.07
= L/291
1.30 =
L/240
I in
0.82
Additional Data:
FACTORS: F/E(psi) CD
CM Ct
CL CV
Cfu Cr
Cfrt Notes Cvr
LC#
Fv' 265 1.00
1.00 1.00
- -
- -
1.00 1.00 1.00
2
Fb'+ 2400 1.00
1.00 1.00
1.000 0.931
- -
1.00 1.00 -
2
Fcp' 650 -
1.00 1.00
- -
- -
1.00 - -
-
E' 1.8 million
1.00 1.00
- -
- -
1.00 - -
3
Eminy' 0.85 million
1.00 1.00
- -
- -
1.00 - -
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 = 4016, V design
= 3617 lbs;
M(+) = 26103
lbs-ft
EIy = 3417.13 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. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
Q) WoodWorks®
�F7WARE FOR WOOD DESIGN Nov. 3, 202216:20 BM2
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Load4
Dead
Full DEL
No
36.0
plf
Load2
Live
Full UDL
Yes
232.0
plf
Load3
Snow
Full DEL
Yes
94.0
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
9.83'
7.8' 9.8'
Unfact ored:
Dead
Live
Snow
Factored:
132
912
357
222
1428
579
Total
1084
1727
Bearing:
Capacity
Beam
1084
1727
Support
1787
1924
Des ratio
Beam
1.00
1.00
Support
0.61
0.90
Load comb
#11
#3
Length
0.73
0.78
Min req'd
0.73
0.78
Cb
1.00
1.48
Cb min
1.00
1.48
Cb support
1.07
1.07
Fc su
625
625
BM2
Timber -soft, Hem -Fir, No.2, 6x8 (5-1/2"x7-1/2")
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 9.81'; Clear span: 7.75', 1.938% Volume = 2.8 cu.ft.; Post or timber
Wet service; Incised; Lateral support: top = continuous, bottom = at supports;
This section FAILS the design check
WARNING: This section violates the following design criteria: Bending
Analysis vs. Allowable Stress and Deflection using NDS 2018:
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 34
Fv' =
112
psi
fv/Fv'
= 0.30
Bending(+)
fb
= 466
Fb' =
460
psi
fb/Fb'
= 1.01
Bending(-)
Deflection:
fb
= 125
Fb' =
460
psi
fb/Fb'
= 0.27
Interior Live
0.10
= L/950
0.26 =
L/360
in
0.38
Total
0.11
= L/843
0.39 =
L/240
0.28
Cantil. Live
-0.08
= L/303
0.13 =
L/180
in
0.59
Total
-0.09
= L/274
0.20 =
L/120
in
0.44
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 2
Fb'+ 575 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 5
Fb- 575 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2
Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 -
E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 11
CRITICAL LOAD COMBINATIONS:
Shear LC #2 = D + L
Bending(+): LC #5 = D + L (pattern: L_)
Bending(-): LC #2 = D + L
Deflection: LC #11 = D + 0.75(L + S) (pattern: Xs) (live)
LC #11 = D + 0.75(L + S) (pattern: Xs) (total)
Bearing : Support 1 - LC #11 = D + 0.75(L + S) (pattern: Xs)
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 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 = 1114, V design = 938 lbs; M(+) = 2002 lbs-ft; M(-) = 536 lbs-ft
EIy = 212.69 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.0 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. 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.
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Description
By
Date
ENGINEERING
6 7
Checked
Date
Scale
Sheet No.
250 4th Ave. South
Suite 200
Edmonds, WA 98020
Project
Job No.
425.778.8500
www.cgengineering.com
-2 2�q
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Nov. 22, 2022 11:55 Joist 2
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full Area
No
1
10.00(16.0")
psf
Load2
Live
Full Area
Yes
60.00(16.0")
psf
Load3
Snow
Full Area
Yes
25.00(16.0")
psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8.089'
6.958' 7.958'
Unfact ored:
Dead
Live
Snow
47
289
119
61
364
152
Factored:
Total
353
448
Bearing:
Capacity
Joist
814
448
Support
-
569
Des ratio
Joist
0.43
1.00
Support
-
0.79
Load comb
#11
#3
Length
2.00
0.72
Min req'd
0.87
0.72
Cb
1.00
1.52
Cb min
1.00
1.52
Cb support
-
1.25
Fc sup
625
Deck Joist 2
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4")
Supports: 1 - Hanger; 2 - Timber -soft Beam, D.Fir-L No.2;
Floor joist spaced at 16.0" c/c; Total length: 8.06`, Clear span: 6.875', 1.0'; Volume = 0.6 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 „sing Nos 2018:
Criterion
Analysis
Value
Design
Value
Unit
Analysis/Design
Shear
fv
= 38
Fv' =
116
psi
fv/Fv'
= 0.32
Bending(+)
fb
= 513
Fb' =
938
psi
fb/Fb'
= 0.55
Bending(-)
fb
= 43
Fb' =
745
psi
fb/Fb'
= 0.06
Deflection:
0.08
= L/993
0.23 =
L/360
in
0.36
Interior Live
Total
0.10
= L/863
0.35 =
L/240
in
0.28
Cantil. Live
-0.04
= L/312
0.07 =
L/180
in
0.58
Total
-0.04
= L/272
0.10 =
L/120
in
0.44
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 1.200 - 1.15 1.00 0.80 5
Fb'- 850 1.00 1.00 1.00 0.793 1.200 - 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 11
Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 11
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #5 = D + L (pattern: L_)
Bending(-): LC #2 = D + L
Deflection: LC #11 = D + 0.75(L + S) (pattern: Xs) (live)
LC #11 = D + 0.75(L + S) (pattern: Xs) (total)
Bearing : Support 1 - LC #11 = D + 0.75(L + S) (pattern: Xs)
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 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 = 331, V design = 272 lbs; M(+) = 562 lbs-ft; M(-) = 47 lbs-ft
EIy = 61.92 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.0 dead + "live"
Lateral stability(-): Lu = 6.94' Le = 11.81' RB = 21.4; 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.
COMPANY PROJECT
WoodWorks° Nov.22, 202213:17 BM3
T WARE FOR WOOD DESIGN
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Pat-
Location [ft1
Magnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full UDL
No
"I
plf
Load3
Live
Full UDL
No
273.0
plf
Load4
Snow
Full UDL
No
114.0
plf
Self -weight
Dead
Full UDL
No
9.7
if
Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) :
16.15,
15.15, 16.15,
Unfacto red:
Dead
Live
Snow
Factored:
448
2204
921
448
2204
921
Total
2791
2791
Bearing:
Capacity
Beam
3475
3475
Support
2791
2791
Des ratio
Beam
0.80
0.80
Support
1.00
1.00
Load comb
#3
#3
Length
1.15
1.15
.inraga
1.15**
1.15**
Cb
1.33
1.33
Cb m
1.33
1.33
Cb support
1.11
1.11
Fop625
625
**Minimum bearing length governed by the required width of the supporting member.
BM3
Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/2"x12"
Supports: All - Timber -soft Beam, D.Fir-L No.2
Total length: 16.13'; Clear span: 0.938', 14.063', 0.938'; Volume = 4.7 cu.ft.; 8laminations, 3-1/2" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Anal
s s Value
DesignValue
Unit
Anal Design
Shear
fv
= 71
Fv'
265
psi
fv/F;
= 1.21
Bending(1)
fb
= 1151
Fb'
= 2400
psi
fb/Fb'
= 0.48
.ending(-)
fb
= 23
Fb'
= 1448
psi
fb/Fb'
= 0.02
Deflection:
0.28
= L/602
0.47
= L/360
0.60
Interior Live
Total
0.36
= L/468
0.71
= L/240
0.51
Cantil. Live
-0.06
= L/189
0.07
= L/180
0.95
Total
-0.08
= L/147
0.10
= L/120
0.81
Additional Data:
FACTORS: F/Elpsi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.00 1.01 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2
Fb'- 1450 1.00 1.00 1.00 0.998 1.000 - - 1.00 1.00 - 2
Fcp' 610 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): 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 = 2324, V design = 1979 lbs; M(+) = 8055 lbs-ft; M(-) = 164 lbs-ft
EIy = 907.19 lb-in^2
"Live" deflection is due to all n n-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(-): Lu = 1.00' Le = 1.88' RE = 4.7; 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. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams.
5. GLULAM: bxd = actual breadth x actual depth.
6. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3.
7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
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Description
By Y-'h? L
Date
ENGINEERING
Checked
Date
Scale
Sheet No.
250 4th Ave, South
Suite 200
Edmonds, WA 98020
Project
Job No.
425.778.8500
www.cgengineering.com
Pei ro
Z23�cf' 10
WoodWorks®
, F7WARE FOR WOOD DESIGN
COMPANY PROJECT
Nov. 7, 2022 15:57 Column'!
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Load
Type
Distribution
Location [ft]
Magnitude
Unit
Start End
Start End
Loadl
Dead
Axial
(Ecc. = 0.92")
1057
lbs
Load2
Live
Axial
(Ecc. = 0.92")
4621
lbs
Load3
Snow
Axial
(Ecc. = 0.92")
1
1909
lbs
Self -we i ht
Dead
Axial
65
lbs
Reactions (lbs):
0
0
a
Unfactored:
Lateral:
Dead
9
-9
Live
39
-39
Snow
16
-16
Axial:
Dead
1122
1122
Live
4621
4621
Snow
1909
1909
Factored:
R->L
-51
Load comb
#3
L->R
51
Load comb
#3
#1
C1
Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2")
Support: Non -wood
Total length: 9.0'; Volume = 1.9 cu.ft.; Post or timber
Pinned base; Load face = width(b); Wet service; Incised; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018:
Criterion
Analysis
Value
Design
Value
Unit
Anal sis/Desi
n
Shear
fv
= 2
Fv' =
136
psi
fv/Fv'
= 0.02
Bending(+)
fb
= 188
Fb' =
600
psi
fb/Fb'
= 0.31
Axial
fc
= 190
Fc' =
418
psi
fc/Fc'
= 0.45
Combined
(axial
+ eccentr
c moment)
Eq.15.4-3
= 0.64
Axial Bearing
fc
= 190
Fc* =
510
psi
fc/Fc*
= 0.37
Live Defl'n
0.04
= < L/999
0.90 =
L/120
in
0.04
Total Defl'n
0.05
= < L/999
0.90 =
L/120
in
0.06
Additional Data:
FACTORS: F/E(psi) CD
CM Ct CL/CP CF Cfu
Cr
Cfrt
Ci
LC#
Fv' 170 1.00
1.00 1.00 - - -
-
1.00
0.80
2
Fb'+ 750 1.00
1.00 1.00 1.000 1.000 -
1.00
1.00
0.80
2
Fc' 700 1.00
0.91 1.00 0.821 1.000 -
-
1.00
0.80
2
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
Fc* 700 1.00
0.91 1.00 - 1.000 -
-
1.00
0.80
2
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)
Axial LC #2 = D
+ L
Combined LC #2 = D
+ L Fb'= 600
FcE= 802
Pxe/S=fc(6xe/d)= 188
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 = 48 lbs; M(+) = 435
lbs-ft; P = 5743 lbs
EIy = 99.13 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. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction.