REVIEWED BLD2023-0129+Structural_Analysis_or_Calculations+1.31.2023_2.24.18_PM+3343718RECEIVED
Feb 01 2023
BL2023-0129
STRUCTURAL CALCULATIONS
NAilIATM=1C
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CITY OF EDMONDS
250 41" Ave S Ste 200
Edmonds, WA 98020
Phone: (425)778-8500
Fax: (425)779-5536
Oard Residence
20906 Woodlake Dr,
Edmonds, WA 98026
0511012022
CG Project No.: 22123.10
BEAM A
P� t 250 DL 7-40 LL.)
119"
6X12 WESTERN CEDAR 41
Description
8y
Bate
Checked
Date
ENGINEERING
250 4th Ave. South
Scale
Sheet No.
Suite 200
Edmonds, WA 58020
425.778.8500
project n
!Y
Job No.
www.cgengineeung.com
M C-
(4gDLA 7,(oZLL�
Ai
400 .
Description S
By 1—
Date
Checked
Date
ENGINEERING
Scale
Sheet No.
250 4th Ave. South
Suite 200
Edmonds, WA 98020
project
Jab No.
425.778.9500
www.cgengineering.com
i
Project Title.
Engineer:
Project ID:
Project Descr:
Wood Beam Project File: Oard.ec6
LILT} . I-- --. l,l] CIY I]IIVCClS IIYU �U� CIYC R4/�L4 IIYI' I�OJ-GULL
DESCRIPTION: REPLACEMENT BEAM BENEATH HOUSE - BEAM A
CODE REFERENCES
Calculations per NDS 2018, ]BC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties _
Analysis Method : Allowable Stress Design Fb +
Load Combination: ASCE 7-16 Fb-
Wood Species Western Cedars
Wood Grade No.1
Beam Bracing Completely Unbraced
D(0.9) L(Q.8) s(a.5)
fix12
=0.g70ft Span =7.0ft
Fc- PHI
Fr- - Perp
Fv
Ft
975.0 psi
975.0 psi
725.0 psi
425.0 psi
140.0 psi
475.0 psi
Gx12
E : Modulus of Elasticity
Ebend- xx 1,000.Oksi
Eminbend - xx 370.0ksi
Span = 7.670 ft
Density 22.470pcf
D(2.82) L(2. I09) S(1.589)
.... ....,.. _ .... . ..... ,..... . . _. ._.................... .. ... ... ... ., .,..,....
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Loads on ail spans_.
Uniform Load on ALL spans : D
= 0.250, L = 0.240 k/ft
Load for Span Number 1
Point Load : D = 0.90, L = 0.80,
S = 0.50 k @ 0.0 ft
Load for Span Number 3
Point Load : D = 2.820, L = 2.509, S = 1,569 k @ 7,670 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
= 0.316 1
Maximum Shear Stress Ratio
Section used for this span
6x12
Section used for this span
fb: Actual
= 305.30psi
fv: Actual
Fb: Allowable
= 966.29psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
= 0.000ft
Location of maximum on span
Span # where maximum occurs
= Span # 3
Span # where maximum occurs
Maximum Deflection
s• . s
= 0.345 : 1
6x12
- 48.26 psi
- 140.00 psi
+D+L
0.670 ft
Span # 1
i Max Downward Transient Deflection
0.014 in Ratio =
6760 —360
Span: 3 : L Only
Max Upward Transient Deflection
-0.002 in Ratfo =
39751 —360
Span: 2 : S Only
Max Downward Total Deflection
0.028 in Ratio =
3240 —180
Span: 3 : +D+L
Max Upward Total Deflection
-0.001 in Ratio =
27558 —180
Span: 2 : +D+0.750L+0.750S
WoodWorks®
Loads:
Lnad type Dlstributi on
DEAD ❑ead Fu11 UDI,
LIVE Live Full UDL
SelE-wei ht Dead Full UDL
COMPANY PROJECT
May 10, 2022 10:11 BEAM B
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Location [it) I MagnitudeUnit
Fin Start d ff I--
v^^
390.0
Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) :
Unfactored:
D.,d 280
Live 1576
Factor d:
Total 1856
Bearing:
Capacity
Aeam 3799
Des ratio
Beam 0.49
Load Comb 43
en Lgth 4.oil
Min req'd 2.95
Cb 1.00
Cb min 1.00
9.167'
BEAM B
Lumber -soft, Hem -Fir, No.2, 4x1U (3.1/2"x9.114,,)
Supports: All - Non -wood
Total length, 9.19'; Clear span: 7.313', 1.188'; Volume = 2.1 cu.fl.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports,
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection ;.,., un¢ n,n .
Criterion
Anal sis Value
Desi n Value
Unit
Anal sis/Deli n
Shear'
Ev 64
Fv' = lI6
psi
Ev Fv' = 0.55
Bending l+}
fb = 789
Fb' 81fi
psi
fb/Fb' - 0.97
Bending(-)
fb = 99
Fb' - 804
psi
fb/Fb' 0,L2
Deflection:
Interior Live
0.11 = 11/806
0.25 = L/360
in
0,45
Total
0,15 - L/601
0.38 = L/240
in
O.qO
Cantil. Live
--0.06 = L/251
0.09 - 11/180
in
0.71
Total
-0,08 = L/191
0.13 L/120
in
0.63
Additional Data:
FACTORSt F/E(psil CD CM Ct CL Cr 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 - 1.00 1.00
C.80 3
850 1.Otl 1.00 1.00 0.905 1.240 1.00
0,60 2
F'cp' 405 - 0.67 1.00 - - - - 1,00
1.6c -
1;' 1.3 milIion 0.90 1.00 - - - - 1.00
0.55 3
Emin' 0.47 million 0.90 1.00
CRITICAL LOAD COMBINATIONS:
Shea. : LC #2 = D + L
Bending(+): LC #3 = U + I, (pattern: L-)
Bending(-): LC #2 = D + L
Deflection: LC #3 0 + L (pattern: L_) (live)
LC #3 = D + L (pattern: L_) (total)
Searing : Support 1 - LC #3 = 0 + L (pattern: L_)
Support 2 - LC #2 = D + L
❑=dead L-live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X-L+5 ❑r L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2028 1605.3.1
CALCULATIONS:
V max - 2804, V design - 1376 Its; M(+) - 3282 lbs-ft; Mi-) = 412 lbs-ft
ETy - 300.09 lb-in-2
"Live" deflection is due to all non -dead loads (live, wind, snow...}
Total deflection = 2.0 dead
Lateral stability(-): Lu - 7,56' Le 13.25' Re = 10.9; Lu based on full span
7.578' 8.015,
376
2045
2421
4155
0.58
#2
4.00
2.17
1.09
1.17
Design Notes:
1. Analysis and design are in accordance with the ICC Intemationai Building Code (I8C 2o18) 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 nermal 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,
I
WoodWorks' COMPANY PROJECT
sovrwnae FOR WOOD ❑wren' May 10. 2C22 10:25 BEAM C
Design Check Calculation Sheet
WcodWorks Sizer 2019 (Update 4)
Loads:
Load I Type Distribution Pat- Location If[J Magni[ude ❑nic
to Start F.nd Start End
DEAD Dead F111 UDL "'a nlr
LIVE Live Full uDL 263.0 plf
Self -wei ht Dead Full U➢L 5.2 if
Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in)
6.683' -
unfactored:
Read
Live
164
879
164
879
Factored:
Total
1043
1043
Bearing:
Capacity
Beam
1043
1043
Support
1782
1762
Des r Lio
Beam1.00
SoPport
0.59
0.59
Load comb
02
#2
Length
1.10
1.10
Mi,n r.eq'd
1.10
1.10
Cb
1.00
1.00
Cb in
I,00
1.00
C4 suppork
i.11
1.11
Fop sup
625
625
BEAM C
Lumber -soft, Hem -Fir, No.2, 4x8 (3-112"x7-1I4')
SLpports All - Timber -soft Beam, D.Fir-L No.2
Total length: 6.69, Clear span: 6.5`, Volume= 1.2 tuft.
Wet service, Incised; Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analvsis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Anal
5is Value
De$i n
VaI ue
Unit.
Anal sir/Deli
n
Shear
fv
= 49
Fv' =
116
psi
fv/Fv' =
0.42
Bending(+)
fb
- 664
Fb' -
804
psi
fb/Fb' -
0.15
Live Def 1'n
0.09
- L/874
0.22 -
11/360
in
0.41
Total ➢eEl'n
0.12
- 1./636
0.33 =
L/240
in
0.38
Additional Data:
FACTORS: FIF(psi) CO CM Ct CL CF Cr
cf. 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 1.300 - 1.00 1.00 0.80 2
FCp' 405 - 0.67 1,00 - - - - 1.00 1.00 -
R' 1.3 million 0.90 1.00 - - - - 1.00 0.95 2
Emin' 0.47 million 0,50 1.00 - - - - 1.00 0.95 2
CRITICAL LOAD COMBINATIONS:
Shear LC 12 D + L
Rending(+): LC 12 D + L
Pefl ection: LC #2 = D + T, (live)
LC #2 = D + L (total)
Bearing : Support 1 - LC 0 = D + L
Support 2 - LC #2 ➢ + I,
D=dead T,=live
All LC are listed in Lhe Analysis output
Load combinations: A5D Basic from ASC➢ 7-16 2.9 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1029, V design - 826 Its; Mf+) = 1696 Ibs-ft
Ely = 144.49 lb-in^2
"Live" deflection is due to all non -dead Ioads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Design Dotes:
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
frcm the NDS SupplemeriL
2. Please verify that the default deflection limits are appropnate for your application.
3, Sawn lumber bending members shall be laterally supported according to the prcvisiens of NOS Clause 4.4.1 _
r�
WoodWorks&
10fTWAW FOR WOOO 01.5WN
COMPANY PROJECT
May 10, 2022 11,08 BEAM CS
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 4)
Loads:
Ioad
Type
Distribot ion
Pat-
tern
Location (_-I
Start End
Magnitude
Start End
Li, it
Dead
Partial UDL
No
8.77 20.00
400.0 400.0
plf
LIv
Give
Partial UDI.
No
8.77 20.0C
318.0 318.0
PIE
$NOW
Snow
Partial UDL
No
8.77 20.00
319.0 319.0
plf
DEAT) 2
Dead
partial 11DL
No
0.00 6-77
$3.0 83.0
91f
LivE 2
Live
partial UDL
No
0.00 8.77
495.0 495.0
p1C
Self -wet he
Dead
Full UDL
No
8.1
plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
k 20.497'
8.689'
13,141'
unfactored:
Dead
Live
Snow
334
1815
-0
1070
3729
350
2939
1486
2432
1043
889,
Sol
Factored:
Total
214B
4799
5878
2306
Raring:
Capacity
Beam
214e
4799
5878
2306
Support
3670
7291
9134
3939
Des ratio
Beam
1.00
1.00
1.00
1.00
Support
0.59
0.66
0.64
0.59
Load comb
#2
#2
13
#3
Length
1.52
3.01
3.77
1.63
Min req'd
1.52
3.01
3.77
1.63
Cb
1,.00
1.12
1.10
1.00
Cb min
1.00
1.12
1.10
1.00
Cb support
1.11
I'll
1,11
1.11
Fc sup
625
625
625
625
BEAM D
Lumber -soft, Hem -Fir, No.2, 4x12 (3-112"x11-114")
Supports, All -Timbersoft Beam, D.Fir-L Nc.2
Total length: 24.5'; Clear span: 6.5% 4A88', 7.0', Volume = 5,6 cu,ft
Incised; Lateral support: tap = at end supports, bottom = at end supports.
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018:
Criterion
Anal y
sis value
Design
value
unit
Anal sis/Desi
n
Shear
fv
= 1a6
Fv' =
13B
psi
fv/Fv'
0.76
Bending(+)
fb
= 618
Fb' =
689
psi
fb/Fb' =
0.9c
Bending(-)
flo
614
Pb' =
689
psi
fb/Fb' =
0.89
Live Defl'n
0.07
C 1/999
0.29 =
L/36C
in
0.25
Total Defl'n
0.09
= < L/999
0.43 =
L/240
in
0.22
Additional Data:
FACTORS: r/E(psi) CD CM Ct CL Cy Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 C.80 3
P'b'+ 850 1.00 1,00 1,00 0.921 1.100 - 1.00 1.00 0.80 2
Fb'- B50 1.00 1.00 1.00 0.921 1.100 - 1.00 1.00 C.BO 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1,00 -
E' 1.3 million 1.00 1.00 - _ - - 1.00 0.95 2
Emin' 0,47 million 1.00 1.00 - - - - 1.00 0.95 2
CRITICAL LOAD COMBINATIONS:
Shear LC 43 = D + 0.75(L + S)
Bending(+); LC 42 = D + L
Bending(-): LC 42 - D + L
Deflection: LC #2 - D + L (live)
Lc 42 - D + L (total)
Hearing : Support 1 - LC #2 = D + L
Support 2 - LC #2 = D + L
Support 3 - LC #3 = D + 0.75(L + S)
Support 4 - LC 43 - D + 0.75(L + 5)
D-dead L-live 5-snow
All LC's are listed in the Analysis output
Load combinations: A50 Basic from ASCL 7-16 2.4 / IBC 2028 _505.3.1
CALCULATIONS:
V max - 3717, V design - 2770 lbs; M(+) - 3803 lbs-ft; M(-) - 3780 lbs-ft
EIy = 539.86 lb-in^2
"Live" deflection is due to all non -dead loads {live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+)! Lu = 20.38' Le 37.50' RR - 20.31 Lu based on full length
Lateral stability(-): Lu = 20.38' Le = 37.50' R3 = 20.3; Lu based on full length
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (EBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASO). 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_
6