REVIEWED RESUB 1-Structural_Calculations+1.11.2022Project
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REVIEWED RESU B
BY
CITY OF EDMONDS fan 11 2022
OF
BUILDING DEPARTMENT; De EILOPMENTSOERDVCES
DEPARTMENT
STRUCTURAL CALCULATIONS
FOR
THE
New Townhouse Project
Located at
8029 238th St SW
Edmonds, WA 98026
�IBIN L
WA S11,,1lb
�e
42309 Q ��
F-1 STERN
V
ASSIONkL ��
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Table of Contents:
DesignCriteria_Roof Assembly.............................................................................................................................................................3
Deadload construction......................................................................................................................................................................3
RoofAssembly...............................................................................................................................................................................3
DesignCriteria_FloorAssembly............................................................................................................................................................3
Deadload construction......................................................................................................................................................................3
FloorAssembly...............................................................................................................................................................................3
..............................................................................................................................................................................................................
4
B1..........................................................................................................................................................................................................4
Structural wood Beam analysis & Design (NDS)...............................................................................................................................4
B2..........................................................................................................................................................................................................7
Structural wood Beam analysis & Design (NDS)...............................................................................................................................7
B3........................................................................................................................................................................................................11
Structural wood Beam analysis & Design (NDS).............................................................................................................................11
B4........................................................................................................................................................................................................14
Structural clued laminated timber (Glulam) Beam analysis & Design(NDS)...................................................................................14
B5........................................................................................................................................................................................................17
Structural composite lumber Beam analysis & Design(NDS)..........................................................................................................17
B6........................................................................................................................................................................................................
20
Structural glued laminated timber (Glulam) Beam analysis & Design(NDS)...................................................................................20
B7........................................................................................................................................................................................................
24
Structural glued laminated timber (Glulam) Beam analysis & Design(NDS)...................................................................................24
B8-Garage door header.......................................................................................................................................................................27
Structural glued laminated timber (Glulam) Beam analysis & Design(NDS)...................................................................................27
Selectiveretaining wall print-out: .....................................................................................................................................................
30
8' Retaining Wall..............................................................................................................................................................................33
...........................................................................................................................................................................................................35
Windloading (ASCE7-10)...................................................................................................................................................................35
windloading (ASCE7-10).................................................................................................................................................................35
Seismicforces (ASCE7)......................................................................................................................................................................41
SeismicForces (ASCE 7-10)...........................................................................................................................................................41
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DESIGN CRITERIA ROOF ASSEMBLY
DEAD LOAD CONSTRUCTION
Roof Assembly
Material
Thickness
y
Weight
(in)
(I b/ft3)
(I b/ft2)
Asphalt Shingles;
0.250;
135;
2.8
1/2" Plywood or OSB;
0.500;
45;
1.9
Insulation;
12.000;
1;
1.0
2x Rafters;
1.000;
35;
2.9
Beams;
0.500;
35;
1.5
Gypsum Board;
0.625;
60;
3.1
Miscellaneous;
1.000;
1.8
Totals;
15.875;
15.0
Roof Live Load: 25 PSF (SNOW)
DESIGN CRITERIA FLOOR ASSEMBLY
DEAD LOAD CONSTRUCTION
Floor Assembly
Material
Thickness
y
Weight
(in)
(I b/ft3)
(I b/ftz)
Flooring;
0.125;
95;
1.0
3/4" Plywood or OSB;
0.750;
45;
2.8
2x Joists;
0.625;
35;
1.8
Beams;
0.600;
35;
1.7
Gypsum Board;
0.625;
60;
3.1
Miscellaneous;
1.000;
1.5
Totals;
3.725;
12.0
;Live Load: 40 psf
Wind Speed: 110 MPH exposure B.
Seismic Design Category: D
The chord max -spans shown below, presented for six representative floor
loadings, are intended for use in bidding, estimating, and preliminary
design applications. For proper interpretation of these max -spans, note:
• The max -spans are valid for the following (or better) lumber:
No. 1 KID Southern Yellow Pine. Shorter spans will be achieved
using lesser grade 4x2 lumber, while longer spans are generally
possible with higher grade lumber.
• The max -spans represent truss overall lengths, assuming 3-1/2" bear
ing at each end. The spans are equally valid for top chord -bearing
and bottom chord bearing support conditions.
40/10/0/5 = 55 PSF @ 0%
Depth
12
17-11
20-03
20-06
20-06
13
18-09
21-02
22-02
22-02
14
19-17
- 1
23-11
23-11
15
20-04
22-11
25-03
25-07
16
21-01
23-09
26-02
27-04
17
21-09
24-07
27-01
29-00
18
22-06
25-04
27-11
30-09
20
23-10
26-10
29-07
34-02
22
25-01
28-03
31-02
36-03
24
26-03
29-07
32-07
37-11
50/10/0/10
= 70 PSF
@ 0%
-.
12
15-02
17-03
19-02
20-06
13
15-10
18-01
20-00
22-02
14
16-06
18-10
20-11
23-11
15
17-02
19-07
21-09
25-06
16
17-10
20-04
22-06
26-05
17
18-05
21-00
23-03
27-04
18
19-00
21-08
24-00
28-02
20
20-02
22-11
25-05
29-10
22
21-02
24-02
26-09
31-05
24
22-02
25-04
28-01
32-11
50/20/0/10 = 85 PSF 0%
Depth
12
13-09
15-08
17-05
20-05
13
14-05
16-05
18-02
21-04
14
15-00
17-01
19-00
22-03
15
15-07
17-09
19-09
23-02
16
16-02
18-05
20-05
23-11
17
16-08
19-00
21-02
24-09
18
17-03
19-08
21-10
25-07
20
18-03
20-10
23-01
27-01
22
19-03
21-11
24-04
28-06
24
20-02
22-11
25-06
29-10
• The minimum truss span -to -live load deflection is 360 for floor
application. For example, the maximum permissible live load
deflection for a 20' span floor truss is (20 x 12)/360 = 0.67".
• In addition to the consideration of lumber strength and deflection
limitations, the maximum truss span -to -depth ratio is limited to 20 for
floor loadings.
For example the maximum span of a floor application truss 15" deep is
15" x 20' = 300" span = 25' - 0" span.
• Floor loadings have included 1.00 Load Duration Increase and 1.15
Repetitive Stress Increase.
40/10/0/10
= 60 PSF
@ 0%
Depth
(inches)
11
12
16-04
18-08
20-06
20-06
13
17-02
19-06
21-08
22-02
14
17-11
20-04
22-07
23-11
15
18-07
21-02
23-06
25-07
16
19-03
21-11
24-04
27-03
17
19-11
22-08
25-02
29-00
18
20-06
23-05
25-11
30-05
20
21-09
24-09
27-06
32-03
22
22-11
26-01
28-11
33-11
24
24-00
27-04
30-04
35-06
40/25/0/10
= 75 PSF
@ 0%
Depth
12
14-08
16-08
18-06
20-06
13
15-04
17-06
19-04
22-02
14
16-00
18-02
20-02
23-08
15
16-07
18-11
21-00
24-07
16
17-02
19-07
21-09
25-06
17
17-09
20-03
22-06
26-04
18
18-04
20-11
23-03
27-03
20
19-05
22-02
24-07
28-10
22
20-06
23-04
25-11
30-04
24
21-05
24-05
27-01
31-09
50/35/0/10 = 95 @ 0
12
13-00
14-10
16-05
19-03
13
13-07
15-06
17-02
20-02
14
14-02
16-02
17-11
21-00
15
14-09
16-10
18-08
21-11
16
15-03
17-05
19-04
22-08
17
15-10
18-00
20-00
23-05
18
16-04
18-07
20-07
24-02
20
17-03
19-08
21-10
25-07
22
18-02
20-09
23-00
26-11
24
19-00
21-09
24-01
28-03
www.mii.coM 1 19
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B C D E
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62
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. _._._._.— _ _--_-----_._ _-_-_. _._ J L
A ROOF FRAMING PLAN
B1
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
TEDDS calculation version 1.7.03
Load Envelope -Combination 1
0.534
0.0
ft 1 7.75
A 1 B
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kip_ft
0.0
4.008
ft
kips 21
2.069
0.0
-2.069
ft I
Applied loading
Beam loads
Load combinations
Load combination 1
Analysis results
Maximum moment;
Design moment;
Maximum shear;
Design shear;
Total load on member;
Reaction at support A;
Unfactored dead load reaction at support A;
Unfactored snow load reaction at support A;
Reaction at support B;
Unfactored dead load reaction at support B;
Unfactored snow load reaction at support B;
Bending Moment Envelope
775
Shear Force Envelope
775
Dead self weight of beam " 1
Dead full UDL 197 lb/ft
Snow full UDL 329 lb/ft
Support A Dead " 1.00
Snow' 1.00
Span 1 Dead " 1.00
Snow' 1.00
Support B Dead " 1.00
Snow " 1.00
Mmax = 4008 lb ft;
Mmin = 0 lb ft
M = max(abs(Mmax),abs(Mmin))
= 4008 lb—ft
Finax = 2069 lb;
Fmin = -2069 lb
F = max(abs(Finax),abs(Fmin)) =
2069 lb
Wtot = 4137 lb
RA -max = 2069 lb;
RA -min = 2069 lb
RA Dead = 795 lb
RA Snow = 1274 lb
RB_max = 2069 lb;
RB_min = 2069 lb
RB_Dead = 795 lb
RB_snow = 1274 lb
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N
t 3.5"i x
4,
Sawn lumber section details
Nominal breadth of sections; bnom = 4 In
Dressed breadth of sections; b = 3.5 in
Nominal depth of sections; dnom = 10 in
Dressed depth of sections; d = 9.25 in
Number of sections in member; N = 1
Overall breadth of member; bb = N x b = 3.5 in
Species, grade and size classification; Hem -Fir, No.2 grade, 2" & wider
Bending parallel to grain; Fb = 850 Win
Tension parallel to grain; Ft = 525 Ib/in2
Compression parallel to grain; Fc = 1300 Ib/inz
Compression perpendicular to grain; Fc_perp = 405 Ib/inz
Shear parallel to grain; F = 150 Ib/inz
Modulus of elasticity; E = 1300000 Ib/inz
Modulus of elasticity, stability calculations; Emin = 470000 Ib/inz
Mean shear modulus; Gdef = E / 16 = 81250 Ib/inz
Member details
Service condition; Dry
Length of span; L5t = 7.75 ft
Length of bearing; Lb = 4 in
Load duration; Two months
Section properties
Cross sectional area of member; A = N x b x d = 32.38 inz
Section modulus; Sx = N x b x dz / 6 = 49.91 in
SY=dx (Nx b)2/6=18.89in3
Second moment of area; Ix = N x b x d3 / 12 = 230.84 in4
ly=dx (Nx b)3 / 12 = 33.05 in4
Adjustment factors
Load duration factor - Table 2.3.2;
CD
= 1.15
Temperature factor - Table 2.3.3;
Ct =
1.00
Size factor for bending - Table 4A;
CFb
= 1.20
Size factor for tension - Table 4A;
CFt
= 1.10
Size factor for compression - Table 4A;
CFc
= 1.00
Flat use factor - Table 4A;
CfU
= 1.10
Incising factor for modulus of elasticity -
Table 4.3.8
CiE
= 1.00
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B2
Incising factor for bending, shear, tension & compression - Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression - Table 4.3.8
Cic_perp = 1.00
Repetitive member factor - cl.4.3.9; Cr = 1.00
Bearing area factor - cl.3.10.4; Cb = 1.00
Depth -to -breadth ratio; dnom / (N " bnom) = 2.50
- Beam is fully restrained
Beam stability factor - cl.3.3.3; CL = 1.00
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain; Fc_perp' = Fc_perp Ct Ci " Cb = 405 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RA max / (N " b " Lb) = 148 Ib/in2
fc_perp / Fc_perp' = 0.365
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fb CD Ct CL CFb Ci " Cr = 1173 Ib/in2
fb = M / S. = 964 Ib/in2
fb / Fb' = 0.822
PASS - Design bending stress exceeds actual bending stress
Fv' = Fv " CD Ct " Ci = 173 Ib/in2
fv=3" F/(2"A)=96lb/in 2
fv / Fv' = 0.556
PASS - Design shear stress exceeds actual shear stress
E' = E " CME " Ct " CiE = 1300000 Ib/inz
8adm = 0.003 " Lsi = 0.279 in
8b_s1 = 0.144 in
8b s1 / 8adm = 0.518
PASS - Total deflection is less than design deflection
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
TEDDS calculation version 1.7.03
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Load Envelope -Combination 1
0.088
0.0
ft I
9.5
A
1
B
kip_ft
Bending Moment Envelope
0.0
0.991
1.0
ft I
95
A
1
B
kips
Shear Force Envelope
0.417 0 4
0.0
-0.417
-0.4
ft I
95
A
1
B
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 30 lb/ft
Snow full UDL 50 lb/ft
Load combinations
Load combination 1
Support A
Dead " 1.00
Snow' 1.00
Span 1
Dead " 1.00
Snow' 1.00
Support B
Dead " 1.00
Snow' 1.00
Analysis results
Maximum moment;
Mmax = 991 lb ft;
Mmin = 0 lb—ft
Design moment;
M = max(abs(Mmax),abs(Mmin))
= 991 lb_ft
Maximum shear;
Finax = 417 lb;
Fmin = -417 lb
Design shear;
F = max(abs(Finax),abs(Fmin)) =
417 lb
Total load on member;
Wtot = 835 lb
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Reaction at support A; RA -max = 417 lb; RA -min = 417 lb
Unfactored dead load reaction at support A; RA Dead = 180 lb
Unfactored snow load reaction at support A; RA snow = 237 lb
Reaction at support B; RB_max = 417 lb; RB_min = 417 lb
Unfactored dead load reaction at support B; RB_Dead = 180 lb
Unfactored snow load reaction at support B; RB_snow = 237 lb
T
N
t 3.5"i
Sawn lumber section details
Nominal breadth of sections; bnom = 4 in
Dressed breadth of sections; b = 3.5 in
Nominal depth of sections; dnom = 10 in
Dressed depth of sections; d = 9.25 in
Number of sections in member; N = 1
Overall breadth of member; bb = N x b = 3.5 in
Species, grade and size classification; Hem -Fir, No.2 grade, 2" & wider
Bending parallel to grain; Fb = 850 Ib/inz
Tension parallel to grain; Ft = 525 Ib/in2
Compression parallel to grain; Fc = 1300 Ib/inz
Compression perpendicular to grain; Fc_perp = 405 Ib/inz
Shear parallel to grain; F = 150 Ib/inz
Modulus of elasticity; E = 1300000 Ib/inz
Modulus of elasticity, stability calculations; Emin = 470000 Ib/inz
Mean shear modulus; Gdef = E / 16 = 81250 Ib/inz
Member details
Service condition;
Dry
Length of span;
L5t = 9.5 ft
Length of bearing;
Lb = 4 in
Load duration;
Two months
Section properties
Cross sectional area of member;
A = N x b x d = 32.38 in
Section modulus;
Sx = N x b x dz / 6 = 49.91 in3
Sy=dx (Nx b)2/6=18.89in3
Second moment of area;
Ix = N x b x d3 / 12 = 230.84 in4
Iy=dx (Nx b)3/ 12 = 33.05 in'
Adjustment factors
Load duration factor - Table 2.3.2;
CD = 1.15
Temperature factor - Table 2.3.3;
Ct = 1.00
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Size factor for bending - Table 4A; CFb = 1.20
Size factor for tension - Table 4A; CFt = 1.10
Size factor for compression - Table 4A; CFc = 1.00
Flat use factor - Table 4A; Cf" = 1.10
Incising factor for modulus of elasticity - Table 4.3.8
GE = 1.00
Incising factor for bending, shear, tension & compression - Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression
- Table 4.3.8
Cic_perp = 1.00
Repetitive member factor - cl.4.3.9;
Cr = 1.00
Bearing area factor - cl.3.10.4;
Cb = 1.00
Depth -to -breadth ratio;
dnom / (N " bnom) = 2.50
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
CL = 1.00
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain; Fc_perp' = Fc_perp Ct Ci " Cb = 405 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RB_max / (N " b " Lb) = 30 Ib/inz
fc_perp / Fc_perp' = 0.074
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fb CD Ct CL CFb Ci " Cr = 1173 Ib/in2
fb = M / S. = 238 Ib/inz
fb / Fb' = 0.203
PASS - Design bending stress exceeds actual bending stress
F ' = F " CD " Ct " Ci = 173 lb/inz
f"=3" F/(2"A)=19lb/inz
f"/F,=0.112
PASS - Design shear stress exceeds actual shear stress
E' = E " CME " Ct " CiE = 1300000 Ib/inz
6adm = 0.003 Lsi = 0.342 in
6b_s1 = 0.054 in
6b s1 / 6adm = 0.157
PASS - Total deflection is less than design deflection
Project
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06.22.2020
B3
STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
TEDDS calculation version 1.7.03
Load Envelope -Combination 1
8.668
0.0
ft I
4
A
1
B
kip_ft
Bending Moment Envelope
0.0
6.640
6.6
ft I
4
A
1
B
kips
Shear Force Envelope
6 686 6.7
00
-2352
24
nl
4
A
1
B
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 30 Ib/ft
Snow full UDL 50 Ib/ft
Dead point load 3251 lb at 12.00 in
Snow point load 5418 lb at 12.00 in
Load combinations
Load combination 1
Support A
Dead " 1.00
Snow " 1.00
Span 1
Dead " 1.00
Snow' 1.00
Support B
Dead " 1.00
Project
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Snow' 1.00
Analysis results
Maximum moment;
Mmax = 6640 lb ft;
Mmin = 0 lb—ft
Design moment;
M = max(abs(Mmax),abs(Mmin))
= 6640 lb—ft
Maximum shear;
Finax = 6686 lb;
Fmin = -2352 lb
Design shear;
F = max(abs(Finax),abs(Fmin)) =
6686 lb
Total load on member;
Wtot = 9039 lb
Reaction at support A;
RA -max = 6686 lb;
RA min = 6686 lb
Unfactored dead load reaction at support A;
RA_Dead = 2523 lb
Unfactored snow load reaction at support A;
RA Snow = 4163 lb
Reaction at support B;
RB_max = 2352 lb;
RB_min = 2352 lb
Unfactored dead load reaction at support B;
RB_Dead = 898 lb
Unfactored snow load reaction at support B;
RB_Snow = 1454 lb
5 5"�
� 4" ►
Sawn lumber section details
Nominal breadth of sections;
bnom = 6 In
Dressed breadth of sections;
b = 5.5 in
Nominal depth of sections;
dnom = 10 in
Dressed depth of sections;
d = 9.5 in
Number of sections in member;
N = 1
Overall breadth of member;
bb = N x b = 5.5 in
Species, grade and size classification;
Douglas Fir -Larch, No.2 grade, Beams and stringers
Bending parallel to grain;
Fb = 875 Ib/inz
Tension parallel to grain;
Ft = 425 Ib/inz
Compression parallel to grain;
Fc = 600 Ib/inz
Compression perpendicular to grain;
Fc_perp = 625 Ib/inz
Shear parallel to grain;
Fv = 170 Ib/inz
Modulus of elasticity;
E = 1300000 Ib/inz
Modulus of elasticity, stability calculations;
Emin = 470000 Ib/Inz
Mean shear modulus;
Gdef = E / 16 = 81250 Ib/inz
Member details
Service condition;
Dry
Length of span;
L5t = 4 ft
Length of bearing;
Lb = 4 in
Load duration;
Two months
Section properties
Cross sectional area of member; A = N x b x d = 52.25 in
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
13
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Section modulus;
Second moment of area;
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Size factor for bending - Table 4D;
Size factor for tension - Table 4D;
Size factor for compression - Table 4D;
Flat use factor - Table 4D;
Incising factor for modulus of elasticity - Table 4.3.8
Sx=Nxbxd2/6=82.73in3
Sy=dx (Nx b)2 / 6 = 47.90 in3
Ix = N x b x d 3 / 12 = 392.96 in4
Iy=dx (Nx b)3 / 12 = 131.71 in4
CD = 1.15
Ct = 1.00
CFb = 1 .00
CFt = 1 .00
CFc = 1 .00
CfU = 1.00
CiE = 1.00
Incising factor for bending, shear, tension & compression - Table 4.3.8
Ci = 1.00
Incising factor for perpendicular compression
- Table 4.3.8
Cic_perp = 1.00
Repetitive member factor - cl.4.3.9;
Cr = 1.00
Bearing area factor - cl.3.10.4;
Cb = 1.00
Depth -to -breadth ratio;
dnom / (N " bnom) = 1.67
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
CL = 1.00
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain; Fc_perp' = Fc_perp Ct Ci " Cb = 625 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RA max / (N " b " Lb) = 304 Wine
fc_perp / Fc_perp' = 0.486
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fb CD Ct CL CFb Ci Cr = 1006 Ib/In2
fb = M / S. = 963 Ib/in2
fb / Fb' = 0.957
PASS - Design bending stress exceeds actual bending stress
F ' = F" " CD " Ct " Ci = 196 Ib/in2
f" = 3 " F / (2 " A) = 192 Ib/in2
f" / F,' = 0.982
PASS - Design shear stress exceeds actual shear stress
E' = E " CME " Ct " CiE = 1300000 Ib/inz
8adm = 0.003 . Ls1 = 0.144 in
8b_s1 = 0.028 in
8b s1 / 8adm = 0.197
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
14
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App.d by
Date
G L
06.22.2020
PASS - Total deflection is less than design deflection
A a
C p
E
rmiMiiiIIIIIIIIIIa-1
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
15
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
kips Shear Force Envelope
2678-2.7
00
-2678
2
ft 1 9.5
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 127 lb/ft
Live full UDL 425 lb/ft
Load combinations
Load combination 1 Support A
Dead " 1.00
Live " 1.00
Span 1
Dead " 1.00
Live " 1.00
Support B
Dead " 1.00
Live " 1.00
Analysis results
Maximum moment; Mmax = 6359 lb ft; Mmin = 0 lb—ft
Design moment; M = max(abs(Mmax),abs(Mmin)) = 6359 lb—ft
Maximum shear; Finax = 2678 lb; Fmin = -2678 lb
Design shear; F = max(abs(Finax),abs(Fmin)) = 2678 lb
Total load on member; Wtot = 5355 lb
Reaction at support A; RA -max = 2678 lb; RA min = 2678 lb
Unfactored dead load reaction at support A; RA Dead = 659 lb
Unfactored live load reaction at support A; RA -Live = 2019 lb
Reaction at support B; RB_max = 2678 lb; RB_min = 2678 lb
Unfactored dead load reaction at support B; RB_Dead = 659 lb
Unfactored live load reaction at support B; RIB -Live = 2019 lb
T .
�5.125'�
4"
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
16
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Glulam section details
Net finished breadth of sections;
b = 5.125 in
Net finished depth of sections;
d = 9 in
Number of sections in member;
N = 1
Overall breadth of member;
bb = N x b = 5.125 in
Alignment of laminations;
Horizontal
Stress class;
24F-V4 DF/DF
Tension parallel to grain;
Ft = 1100 Ib/inz
Compression parallel to grain;
Fc = 1650 Ib/in2
Bending about X-X axis properties (loaded perpendicular to wide faces of laminations):
Positive bending;
Fbx_pos = 2400 Ib/inz
Negative bending;
Fbx_neg = 1850 Ib/inz
Compression perpendicular to grain;
Fc_perp = 650 Ib/inz
Shear parallel to grain;
Fv = 265 Ib/inz
Modulus of elasticity;
E = 1800000 Ib/inz
Modulus of elasticity, stability calculations;
Emin = 950000 Ib/Inz
Mean shear modulus;
Gdef = E / 16 = 112500 Ib/inz
Bending about Y-Y axis properties (loaded parallel to wide faces of laminations):
Bending;
Fby = 1450 Ib/inz
Modulus of elasticity; stability calculations;
Eymin = 850000 Ib/inz
Member details
Service condition;
Length of span;
Length of bearing;
Load duration;
Section properties
Cross sectional area of member;
Section modulus;
Second moment of area;
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Flat use factor - Table 5A;
Bearing area factor - cl.3.10.4;
Length of beam between points of zero moment;
For species other than Southern Pine;
Volume factor - eq.5.3-1;
Depth -to -breadth ratio;
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
Dry
Ls1 = 9.5 ft
Lb=4in
Ten years
A=Nxbxd=46.13inz
Sx=Nx bxdz/6=69.19in3
Sy=dx (Nx b)2/6=39.40in3
Ix = N x b x d 3 / 12 = 311.34 in 4
Iy=dx (Nx b)3/ 12 = 100.96 in 4
CD = 1.00
Ct = 1.00
CfU = 1.10
Cb = 1.00
Lo = 9.5 ft
x=10
Cv = min((21 ft / Lo)"x x (12 in / d)'/x x (5.125 in / b)"x, 1) = 1.00
d/(N " b)=1.76
CL = 1.00
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
17
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
B5
Bearing perpendicular to grain - cl.3.10.2
Design compression perpendicular to grain; Fc_perp' = Fc_perp " Ct " Cb = 650 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RB_max / (N " b " Lb) = 131 Ib/in2
fc_perp / Fc_perp' = 0.201
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fbx_pcs " CD " Ct " min(CL, CV) " Cc = 2400 Ib/in2
fb = Mmex / Sx = 1103 Ib/inz
fb / Fb' = 0.460
PASS - Design bending stress exceeds actual bending stress
F ' = Fv " Co " Ct = 265 Ib/inz
fv=3" F/(2"A)=87lb/inz
fv / Fv = 0.329
PASS - Design shear stress exceeds actual shear stress
E' = Ex " CIVE " Ct = 1800000 Ib/inz
8adm = 0.003 " Lsi = 0.342 in
8b s1 = 0.184 in
8b s1 / 8adm = 0.539
PASS - Total deflection is less than design deflection
STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
1.397
0.0
ft
Load Envelope -Combination 1
21.5
TEDDS calculation version 1.7.03
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
18
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
kip_ft
Bending Moment Envelope
0.0
0.4
22.705
22.7
ft I
21 5
A
1
B
kips
Shear Force Envelope
2.592 2.6
1.6
00
-4.765
48
ft I
21 5
A
1
B
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 16 lb/ft
Live full UDL 53 lb/ft
Dead partial UDL 177 lb/ft from 228.00
in to 258.00 in
Snow partial UDL 229 lb/ft from 228.00 in to 258.00 in
Dead point load 647 lb at 141.00 in
Snow point load 835 lb at 141.00 in
Dead point load 647 lb at 228.00 in
Snow point load 835 lb at 228.00 in
Dead point load 323 lb at 129.00 in
Live point load 1075 lb at 129.00 in
Load combinations
Load combination 1
Support A
Dead " 1.00
Live " 1.00
Snow' 1.00
Span 1
Dead " 1.00
Live " 1.00
Snow' 1.00
Support B
Dead " 1.00
Live " 1.00
Snow' 1.00
Analysis results
Maximum moment;
Mmax = 22705 lb ft;
Mmin = 0 lb—ft
Design moment;
M = max(abs(Mmax),abs(Mmin)) = 22705 lb—ft
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
19
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Maximum shear;
Design shear;
Total load on member;
Reaction at support A;
Unfactored dead load reaction at support A;
Unfactored live load reaction at support A;
Unfactored snow load reaction at support A;
Reaction at support B;
Unfactored dead load reaction at support B;
Unfactored live load reaction at support B;
Unfactored snow load reaction at support B;
5 25" t
Composite section details
Breadth of composite section;
Depth of composite section;
Number of composite sections in member;
Overall breadth of composite member;
Composite type and grade;
Bending parallel to grain;
Tension parallel to grain;
Compression parallel to grain;
Compression perpendicular to grain;
Shear parallel to grain;
Modulus of elasticity;
Modulus of elasticity, stability calculations;
Mean shear modulus;
Average density;
Member details
Service condition;
Length of span;
Length of bearing;
Load duration;
Section properties
Cross sectional area of member;
Section modulus;
Second moment of area;
Finax = 2592 lb;
Fmin = -4765 lb
F = max(abs(Finax),abs(Fmin))
= 4765 lb
Wtot = 7357 lb
RA -max = 2592 lb;
RA min = 2592 lb
RA Dead = 974 lb
RA -Live = 1109 lb
RA snow = 509 lb
RB_max = 4765 lb;
RB_min = 4765 lb
RB_Dead = 1922 lb
RB_Live = 1109 lb
RB snow = 1733 lb
� 4"1�
b = 5.25 in
d=14in
N=1
bb=Nx b=5.25in
Parallam PSL, 2.0E-2900Fb grade
Fb = 2900 Ib/in2
Ft = 2025 Ib/inz
Fc = 2900 Ib/inz
Fc_perp = 625 Ib/in2
Fv = 290 Ib/in2
E = 2000000 Ib/inz
Emin = 1017000 Ib/in2
Gdef = E / 16 = 125000 Ib/in2
p = 45 Ib/ft3
Dry
L51 = 21.5 ft
Lb=4in
Two months
A=Nxbxd=73.50in2
Sx=Nxbxd2/6=171.50in3
SY=dx (Nx b)2/6=64.31 in3
Ix=Nx bx d 3 / 12 = 1200.50 in4
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
20
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
B6
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Size factor for bending;
Repetitive member factor - cl.8.3.7;
Length factor;
Bearing area factor - cl.3.10.4;
Depth -to -breadth ratio;
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
Bearing perpendicular to grain - cl.3.10.2
ly=dx (Nx b)3/ 12 = 168.82 in4
CD = 1.15
Ct = 1.00
CFb = (12 in / max(d, 3.5 in))° 111 = 0.98
Cr = 1.00
CLen = 1.00
Cb = 1.00
d/(N " b)=2.67
CL = 1.00
Design compression perpendicular to grain; Fc_perp' = Fc_perp " Ct " Cb = 625 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RB_max / (N " b " Lb) = 227 Ib/inz
fc_perp / Fc_perp' = 0.363
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fb CD Ct CL CFb Cr = 3278 Ib/in2
fb = M / S. = 1589 Ib/in2
fb / Fb' = 0.485
PASS - Design bending stress exceeds actual bending stress
Fv' = Fv " CD " Ct = 334 Ib/inz
fv=3" F/(2"A)=97lb/inz
fv / Fv' = 0.292
PASS - Design shear stress exceeds actual shear stress
E' = E " Cm " Ct = 2000000 Ib/inz
(Sad. = 0.003 Ls1 = 0.774 in
6b_s1 = 0.714 in
6b s1 / bad. = 0.922
PASS - Total deflection is less than design deflection
STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
TEDDS calculation version 1.7.03
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
21
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Load Envelope -Combination 1
4.764
0.0
ft I
12.5
A
1
B
kip_ft
Bending Moment Envelope
0.0
13.755
13.8
ft I
125
A
1
B
kips
Shear Force Envelope
7.982 8 0
00
-3.980
-4.0
ft I
125
A
1
B
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 129 lb/ft
Live full UDL 430 lb/ft
Dead point load 1922 lb at 12.00 in
Live point load 1109 lb at 12.00 in
Snow point load 1733 lb at 12.00 in
Load combinations
Load combination 1
Support A
Dead " 1.00
Live " 1.00
Snow " 1.00
Span 1
Dead " 1.00
Live " 1.00
Snow " 1.00
Support B
Dead " 1.00
Live " 1.00
Snow " 1.00
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
22
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Analysis results
Maximum moment;
Mmax = 13755 Ib ft;
Mmin = 0 Ib ft
Design moment;
M = max(abs(Mmax),abs(Mmin))
= 13755 Ib_ft
Maximum shear;
Finax = 7982 lb;
Fmin = -3980 lb
Design shear;
F = max(abs(Finax),abs(Fmin)) =
7982 lb
Total load on member;
Wtot = 11962 lb
Reaction at support A;
RA -max = 7982 lb;
RA min = 7982 lb
Unfactored dead load reaction at support A;
RA Dead = 2680 lb
Unfactored live load reaction at support A;
RA -Live = 3708 lb
Unfactored snow load reaction at support A;
RA Snow = 1594 lb
Reaction at support B;
RB_max = 3980 lb;
RB_min = 3980 lb
Unfactored dead load reaction at support B;
RB_Dead = 1065 lb
Unfactored live load reaction at support B;
RB_Live = 2776 lb
Unfactored snow load reaction at support B;
RB_snow = 139 lb
f5.125
1
Glulam section details
Net finished breadth of sections;
b = 5.125 in
Net finished depth of sections;
d = 10.5 in
Number of sections in member;
N = 1
Overall breadth of member;
bb = N X b = 5.125 in
Alignment of laminations;
Horizontal
Stress class;
24F-V4 DF/DF
Tension parallel to grain;
Ft = 1100 Ib/inz
Compression parallel to grain;
Fc = 1650 Ib/in2
Bending about X-X axis properties (loaded perpendicular to wide faces of laminations):
Positive bending;
Fbx_pos = 2400 Ib/inz
Negative bending;
Fbx_neg = 1850 Win
Compression perpendicular to grain;
Fc_perp = 650 Ib/inz
Shear parallel to grain;
Fv = 265 Ib/inz
Modulus of elasticity;
E = 1800000 Ib/inz
Modulus of elasticity, stability calculations;
Emin = 950000 Ib/inz
Mean shear modulus;
Gdef = E / 16 = 112500 Ib/inz
Bending about Y-Y axis properties (loaded parallel to wide faces of laminations):
Bending;
Fby = 1450 Ib/inz
Modulus of elasticity; stability calculations;
Eymin = 850000 Ib/inz
Member details
Service condition; Dry
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
23
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Length of span;
Length of bearing;
Load duration;
Section properties
Cross sectional area of member;
Section modulus;
Second moment of area;
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Flat use factor - Table 5A;
Bearing area factor - cl.3.10.4;
Length of beam between points of zero moment;
For species other than Southern Pine;
Volume factor - eq.5.3-1;
Depth -to -breadth ratio;
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
Bearing perpendicular to grain - cl.3.10.2
Ls1 = 12.5 ft
Lb=4in
Ten years
A=Nxbxd=53.81inz
Sx=Nxbxdz/6=94.17in3
Sy=dx (Nx b)2/6=45.96in3
Ix = N x b x d3 / 12 = 494.40 in4
Iy=dx (Nx b)3 / 12 = 117.78 in4
CD = 1.00
Ct = 1.00
CfU = 1.10
Cb = 1.00
Lo = 12.5 ft
x=10
Cv = min((21 ft / Lo)"x x (12 in / d)1/x x (5.125 in / b)t/x, 1) = 1.00
d/(N " b)=2.05
CL = 1.00
Design compression perpendicular to grain; Fc_perp' = Fc_perp " Ct " Cb = 650 Ib/inz
Applied compression stress perpendicular to grain; fc_perp = RA_max / (N " b " Lb) = 389 Ib/in2
fc_perp / Fc_perp' = 0.599
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
Fb' = Fbx_pcs " CD " Ct " min(CL, CV) " Cc = 2400 Ib/in2
fb = Mmax / Sx = 1753 Ib/In2
fb / Fb' = 0.730
PASS - Design bending stress exceeds actual bending stress
Fv' = Fv " CD " Ct = 265 Ib/in2
fv = 3 " F / (2 " A) = 222 Ib/inz
fv / Fv' = 0.840
PASS - Design shear stress exceeds actual shear stress
E' = Ex " CME " Ct = 1800000 Ib/inz
8adm = 0.003 " Ls1 = 0.450 In
8b s1 = 0.446 in
8b s1 / 8adm = 0.991
PASS - Total deflection is less than design deflection
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
24
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
B7
STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
TEDDS calculation version 1.7.03
Load Envelope -Combination 1
3.080
0.0
ft I 15
A 1 B
kip_ft Bending Moment Envelope
00
22099
221
ft I 15
A 1 B
kips Shear Force Envelope
6 698 6.7
47
00
-5 055
51
ft I 15
A 1 B
Applied loading
Beam loads
Dead self weight of beam " 1
Dead full UDL 129 lb/ft
Live full UDL 430 lb/ft
Dead point load 1155 lb at 42.00 in
Snow point load 1925 lb at 42.00 in
Load combinations
Load combination 1 Support A Dead " 1.00
Live " 1.00
Snow " 1.00
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
25
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Analysis results
Maximum moment;
Design moment;
Maximum shear;
Design shear;
Total load on member;
Reaction at support A;
Unfactored dead load reaction at support A;
Unfactored live load reaction at support A;
Unfactored snow load reaction at support A;
Reaction at support B;
Unfactored dead load reaction at support B;
Unfactored live load reaction at support B;
Unfactored snow load reaction at support B;
T
N
5125'
Span 1 Dead " 1.00
Live ' 1.00
Snow' 1.00
Support B Dead " 1.00
Live " 1.00
Snow' 1.00
Mmax = 22099 lb ft;
Mmin = 0 Ib ft
M = max(abs(Mmax),abs(Mmin))
= 22099 Ib_ft
Finax = 6698 lb;
Fmin = -5055 lb
F = max(abs(Finax),abs(Fmin)) =
6698 lb
Wtot = 11753 lb
RA -max = 6698 lb;
RA -min = 6698 lb
RA_Dead = 1997 lb
RA -Live = 3225 lb
RA Snow = 1476 lb
RB_max = 5055 lb;
RB_min = 5055 lb
RB_Dead = 1381 lb
RB_Live = 3225 lb
RB Snow = 449 lb
Glulam section details
Net finished breadth of sections;
b = 5.125 in
Net finished depth of sections;
d = 12 in
Number of sections in member;
N = 1
Overall breadth of member;
bb = N x b = 5.125 in
Alignment of laminations;
Horizontal
Stress class;
24F-V4 DF/DF
Tension parallel to grain;
Ft = 1100 Ib/in2
Compression parallel to grain;
Fc = 1650 Ib/inz
Bending about X-X axis properties (loaded perpendicular to wide faces of laminations):
Positive bending;
Fbx_p.5 = 2400 Ib/inz
Negative bending;
Fbx_neg = 1850 Ib/in2
Compression perpendicular to grain;
Fc_perp = 650 Ib/inz
Shear parallel to grain;
Fv = 265 Ib/in2
Modulus of elasticity;
E = 1800000 Ib/in2
Modulus of elasticity, stability calculations;
Emin = 950000 Ib/In2
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Mean shear modulus; Gdef = E / 16 = 112500 Ib/in2
Bending about Y-Y axis properties (loaded parallel to wide faces of laminations):
Bending; Fby = 1450 Ib/in2
Modulus of elasticity; stability calculations; Eymin = 850000 Ib/in2
Member details
Service condition;
Length of span;
Length of bearing;
Load duration;
Section properties
Cross sectional area of member;
Section modulus;
Second moment of area;
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Flat use factor - Table 5A;
Bearing area factor - cl.3.10.4;
Length of beam between points of zero moment;
For species other than Southern Pine;
Volume factor - eq.5.3-1;
Depth -to -breadth ratio;
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
Bearing perpendicular to grain - cl.3.10.2
Dry
Lsi = 15 ft
Lb=4in
Ten years
A=Nxbxd=61.50in2
Sx=Nx bxd2/6=123.00in3
Sy=dx (Nx b)2 / 6 = 52.53 in 3
Ix=Nx bx d3/12=738.00in4
Iy=dx (Nx b)3/ 12= 134.61 in4
CD = 1.00
Ct = 1.00
CfU = 1.10
Cb = 1.00
Lo=15ft
x=10
Cv = min((21 ft / Lo)"x x (12 in / d)'/x x (5.125 in / b)"x, 1) = 1.00
d/(N " b)=2.34
CL = 1.00
Design compression perpendicular to grain; Fc_perp' = Fc_perp " Ct " Cb = 650 Ib/in2
Applied compression stress perpendicular to grain; fc_perp = RA max / (N " b " Lb) = 327 Ib/in2
fc_perp / Fc_perp' = 0.503
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Actual bending stress;
Strength in shear parallel to grain - cl.3.4.1
Design shear stress;
Actual shear stress - eq.3.4-2;
Fb' = Fbx_pcs " CD " Ct " min(CL, CV) ' Cc = 2400 Ib/in2
fb = Mmax / Sx = 2156 Ib/in2
fb / Fb' = 0.898
PASS - Design bending stress exceeds actual bending stress
F ' = Fv " CD " Ct = 265 Ib/in2
fv=3" F/(2"A)=163lb/in2
fv/Fv'=0.616
PASS - Design shear stress exceeds actual shear stress
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Deflection - cl.3.5.1
Modulus of elasticity for deflection; E' = Ex " CME " Ct = 1800000 Ib/in2
Design deflection; 8adm = 0.0042 " Ls1 = 0.756 in
Total deflection; 8b s1 = 0.681 in
8b s1 / 8adm = 0.901
PASS - Total deflection is less than design deflection
138-GARAGE DOOR HEADER
STRUCTURAL GLUED LAMINATED TIMBER (GLULAM) BEAM ANALYSIS & DESIGN (NDS)
In accordance with the ANSI/AF&PA NDS-2015 using the ASD method
Applied loading
Beam loads
TEDDS calculation version 1.7.03
Load Envelope -Combination 1
1.127
0.0
ft I
16.5
A
1 B
kip_ft Bending Moment Envelope
0.0
17.553 16. 17.6
ft I 165
A 1 B
kips Shear Force Envelope
3.562 3.6
12
00
-4.103
41
ft I 165
A 1 B
Dead self weight of beam " 1
Dead full UDL 48 lb/ft
Live full UDL 160 lb/ft
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Load combinations
Load combination 1
Dead partial UDL 94 Ib/ft from 66.00 in to 198.00 in
Snow partial UDL 156 Ib/ft from 66.00 in to 198.00 in
Dead point load 260 lb at 66.00 in
Live point load 867 lb at 66.00 in
Support A Dead " 1.00
Live " 1.00
Snow " 1.00
Span 1 Dead " 1.00
Live " 1.00
Snow " 1.00
Support B Dead " 1.00
Live " 1.00
Snow' 1.00
Analysis results
Maximum moment;
Mmax = 17553 Ib ft;
Mmin = 0 Ib ft
Design moment;
M = max(abs(Mmax),abs(Mmin))
= 17553 Ib_ft
Maximum shear;
Finax = 3562 lb;
Fmin = -4103 lb
Design shear;
F = max(abs(Finax),abs(Fmin)) =
4103 lb
Total load on member;
Wtot = 7666 lb
Reaction at support A;
RA_max = 3562 lb;
RA -min = 3562 lb
Unfactored dead load reaction at support A;
RA Dead = 1091 lb
Unfactored live load reaction at support A;
RA -Live = 1898 lb
Unfactored snow load reaction at support A;
RA Snow = 573 lb
Reaction at support B;
RB_max = 4103 lb;
RB_min = 4103 lb
Unfactored dead load reaction at support B;
RB_Dead = 1349 lb
Unfactored live load reaction at support B;
RB_Live = 1609 lb
Unfactored snow load reaction at support B;
RB_Snow = 1146 lb
► 5.125"
Glulam section details
Net finished breadth of sections;
Net finished depth of sections;
Number of sections in member;
Overall breadth of member;
Alignment of laminations;
Stress class;
b = 5.125 in
d=13.5in
N=1
bb=Nxb=5.125in
Horizontal
24F-V4 DF/DF
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Tension parallel to grain;
Ft = 1100 Wine
Compression parallel to grain;
Fc = 1650 Ib/in2
Bending about X-X axis properties (loaded perpendicular to wide faces of laminations):
Positive bending;
Fbx_pos = 2400 Ib/inz
Negative bending;
Fbx_neg = 1850 Ib/inz
Compression perpendicular to grain;
Fc_perp = 650 Ib/inz
Shear parallel to grain;
Fv = 265 Ib/inz
Modulus of elasticity;
E = 1800000 Ib/inz
Modulus of elasticity, stability calculations;
Emin = 950000 Ib/inz
Mean shear modulus;
Gdef = E / 16 = 112500 Ib/inz
Bending about Y-Y axis properties (loaded parallel to wide faces of laminations):
Bending;
Fby = 1450 Ib/inz
Modulus of elasticity; stability calculations;
Eymin = 850000 Ib/inz
Member details
Service condition;
Length of span;
Length of bearing;
Load duration;
Section properties
Cross sectional area of member;
Section modulus;
Second moment of area;
Adjustment factors
Load duration factor - Table 2.3.2;
Temperature factor - Table 2.3.3;
Flat use factor - Table 5A;
Bearing area factor - cl.3.10.4;
Length of beam between points of zero moment;
For species other than Southern Pine;
Volume factor - eq.5.3-1;
Depth -to -breadth ratio;
- Beam is fully restrained
Beam stability factor - cl.3.3.3;
Bearing perpendicular to grain - cl.3.10.2
Dry
Lst = 16.5 ft
Lb=4in
Ten years
A=Nxbxd=69.19inz
Sx=Nx bxdz/6=155.67in3
Sy=dx (Nx b)2/6=59.10in3
Ix=Nx bx d 3 / 12 = 1050.79 in 4
Iy=dx (Nx b)3/ 12 = 151.44 in4
CD = 1.00
Ct = 1.00
CfU = 1.10
Cb = 1.00
Lo = 16.5 ft
x=10
Cv = min((21 ft / Lo)"x x (12 in / d)'/x x (5.125 in / b)"x, 1) = 1.00
d/(N' b)=2.63
CL = 1.00
Design compression perpendicular to grain; Fc_perp' = Fc_perp ' Ct " Cb = 650 Ib/inz
Applied compression stress perpendicular to grain; fc_perp = RB_max / (N " b ' Lb) = 200 Ib/inz
fc_perp / Fc_perp' = 0.308
PASS - Design compressive stress exceeds applied compressive stress at bearing
Strength in bending - cl.3.3.1
Design bending stress;
Fb' = Fbx_pos " CD ' Ct ' min(CL, CV) ' Cc = 2400 Ib/inz
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Actual bending stress; fb = Mmax / Sx = 1353 Ib/inz
fb / Fb' = 0.564
PASS - Design bending stress exceeds actual bending stress
Strength in shear parallel to grain - cl.3.4.1
Design shear stress; Fv' = Fv " Co " Ct = 265 Ib/in2
Actual shear stress - eq.3.4-2; fv = 3 " F / (2 " A) = 89 Ib/inz
fv / F,' = 0.336
PASS - Design shear stress exceeds actual shear stress
Deflection - cl.3.5.1
Modulus of elasticity for deflection;
Design deflection;
Total deflection;
SELECTIVE RETAINING WALL PRINT-OUT:
E' = Ex " CME " Ct = 1800000 Ib/inz
6adm = 0.0042 Ls1 = 0.832 In
6b s1 = 0.451 in
6b s1 / Sadm = 0.542
PASS - Total deflection is less than design deflection
8' RETAINING WALL
Retaining wall analysis in accordance with International Building Code 2015
Tedds calculation version 2.9.01
Retaining wall details
Stem type;
Cantilever
Stem height;
hstem = 8 ft
Stem thickness;
tstem = 8 In
Angle to rear face of stem;
a = 90 deg
Stem density;
ystem = 150 pcf
Toe length;
Itoe = 1.25 ft
Heel length;
Iheei = 2.75 ft
Base thickness;
tbase = 12 In
Base density;
ybase = 150 pcf
Height of retained soil;
hret = 8 ft; Angle of soil surface; R = 0 deg
Depth of cover;
dcover = 0 ft
Retained soil properties
Soil type;
Medium dense well graded sand
Moist density;
ymr = 125 pcf
Saturated density;
ysr = 137 pcf
Effective angle of internal resistance;
30 deg
Effective wall friction angle;
br = 15 deg
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Base soil properties
Soil type; Medium dense well graded sand
Soil density; yb = 115 pcf
Cohesion; cb = 0 psf
Effective angle of internal resistance; +b = 30 deg
Effective wall friction angle; 8b = 15 deg
Effective base friction angle; 81bb = 30 deg
Allowable bearing pressure; Pbearing = 2000 psf
Loading details
Live surcharge load; Surcharges = 40 psf
Vertical line load at 1.333 ft; PD1 = 351 plf
. 13" .i 8 J. —2' 9'�
.1' 3 998• .
T
1 �
i
1839 psf 180 psf
. 4' 8"
General arrangement
Calculate retaining wall geometry
u psr
a3s of
Base length;
(base = 4.667 ft
Moist soil height;
hmoist = 8 ft
Length of surcharge load;
Isar = 2.75 ft
Vertical distance;
xsur v = 3.292 ft
Effective height of wall;
heft = 9 ft
Horizontal distance;
xsur h = 4.5 ft
Area of wall stem;
Astern = 5.333 ft2; Vertical distance; xatern = 1.583 ft
Area of wall base;
Abase = 4.667 ft2; Vertical distance; xbase = 2.333 ft
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Area of moist soil; Amoist = 22 ft2; Vertical distance; xmoist v = 3.292 ft
Horizontal distance; xmoist h = 3 ft
Using Coulomb theory
Active pressure coefficient; KA = 0.301; Passive pressure coefficient; KP = 4.977
From IBC 2015 cl.1807.2.3 Safety factor
Load combination 1; 1.0 " Dead + 1.0 " Live + 1.0 " Lateral earth
Sliding check
Vertical forces on wall
Total; Ftotal_v = Fstem + Fbase + Fmoist_v + FP_v = 4601 plf
Horizontal forces on wall
Total; Ftotal_h = Fmoist_h + Fsur_h = 1579 Of
Check stability against sliding
Resistance to sliding; Frest = 2933 plf; Factor of safety; FoSsi = 1.858; > 1.5
PASS - Factor of safety against sliding is adequate
Overturning check
Vertical forces on wall
Total; Ftotal_v = Fstem + Fbase + Fmoist_v + FP_v = 4601 plf
Horizontal forces on wall
Total;
Ftotal_h = Fmoist_h + Fexc_h + Fsur_h = 1302 plf
Overturning moments on wall
Total;
Mtotai OT = Mmoist OT + Msur OT = 4893 lb-ft/ft
Restoring moments on wall
Total;
Mtotai R = Mstem R + Mbase R + Mmoist R + Mexc R + MP R = 12512 lb-ft/ft
Check stability against overturning
Factor of safety;
FoSot = 2.557; > 1.5
PASS - Factor of safety against overturning is adequate
Bearing pressure check
Vertical forces on wall
Total;
Ftotal_v = Fstem + Fbase + Fmoist_v + Fsur_v + FP_v = 4711 Of
Horizontal forces on wall
Total;
Ftotal_h = max(Fmoist_h + Fpass_h + Fsur_h - Ftotal_v ' tan(bbb), 0 plf) = 0 plf
Moments on wall
Total;
Mtotai = Mstem + Mbase + Mmoist + Wass + Msur + MP = 7981 lb—ft/ft
Check bearing pressure
Bearing pressure at toe;
qtoe = 1839 psf; Bearing pressure at heel; gheel = 180 psf
Factor of safety;
FOSbp = 1.087;
PASS - Allowable bearing pressure exceeds maximum applied bearing pressure
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W RETAINING WALL
Retaining wall design in accordance with ACI 318-11
Tedds calculation version 2.9.01
Concrete details
Compressive strength; f'c = 2500 psi; Concrete type; Normal weight
Reinforcement details
Yield strength; fy = 60000 psi; Modulus of elasticity; Es = 29000000 psi
Cover to reinforcement
Front face of stem; csf = 5.2 in; Rear face of stem; csr = 1.5 in
Top face of base; Cbt = 2 in; Bottom face of base; Cbb = 3 in
From IBC 2015 cl.1605.2.1 Basic load combinations
Load combination no.1; 1.4 " Dead
Load combination no.2; 1.2 " Dead + 1.6 " Live + 1.6 " Lateral earth
Load combination no.3; 1.2 " Dead + 1.0 " Earthquake + 1.0 " Live + 1.6 " Lateral earth
Load combination no.4; 0.9 " Dead + 1.0 " Earthquake + 1.6 " Lateral earth
Check stem design at base of stem
Depth of section; h = 8 in
Rectangular section in flexure - Chapter 10
Factored bending moment; M = 5565 Ib_ft/ft
Compression reinforcement; None; Area provided; Asf.prov = 0 in2/ft
Tension reinforcement; No.5 bars @ 14" c/c; Area provided; Asr.prov = 0.263 inz/ft
Max.reinforcement spacing; smax = 18 In
PASS - Reinforcement is adequately spaced
Nominal flexural strength; Mn = 7729 lb_ft/ft; Strength reduction factor; 0.9
Design flexural strength; �Mn = 6956 lb_ft/ft; M / �Mn = 0.800
PASS - Design flexural strength exceeds factored bending moment
Reinforcement by analysis; Asr.des = 0.208 inz/ft; Minimum reinforcement; Asr.min = 0.248 inz/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Chapter 11
Design shear force; V = 2012 Ib/ft
Nominal conc.shear strength; Vc = 7425 Ib/ft; Strength reduction factor; �s = 0.75
Design conc.shear strength; KV = 5569 Ib/ft; V / �W = 0.361
PASS - No shear reinforcement is required
Horizontal reinforcement parallel to face of stem
Min.area of reinforcement; Asx.req = 0.192 inz/ft
Trans.reinforcement provided; No.4 bars @ 12" c/c; Trans.reinforcement provided; Asx.prov = 0.196 inz/ft
PASS - Area of reinforcement provided is greater than area of reinforcement required
Check base design at toe
Depth of section; h = 12 in
Rectangular section in flexure - Chapter 10
Factored bending moment; M = 1807 Ib_ft/ft
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Compression reinforcement;
No.5 bars @ 14" c/c;
Area provided; Abt.prov = 0.263 inz/ft
Tension reinforcement;
No.5 bars @ 14" c/c;
Area provided; Abb.prov = 0.263 inz/ft
Max.reinforcement spacing;
smax = 18 in
PASS - Reinforcement is adequately spaced
Nominal flexural strength;
Mn = 11016 lb_ft/ft;
Strength reduction factor; 0.9
Design flexural strength;
�Mn = 9914 lb_ft/ft;
M / �Mn = 0.182
PASS - Design flexural strength exceeds factored bending moment
Reinforcement by analysis;
Abb.des = 0.047 inz/ft;
Minimum reinforcement; Abb.min = 0.259 inz/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Chapter 11
Design shear force;
V = 2715 Ib/ft
Nominal conc.shear strength;
Vc = 10425 Ib/ft;
Strength reduction factor; �s = 0.75
Design conc.shear strength;
�Vc = 7819 Ib/ft;
V / �Vc = 0.347
PASS - No shear reinforcement is required
Check base design at heel
Depth of section;
h = 12 in
Rectangular section in flexure - Chapter 10
Factored bending moment; M = 4276 lb_ft/ft
Compression reinforcement; No.5 bars @ 14" c/c; Area provided; Abb.prov = 0.263 inz/ft
Tension reinforcement; No.5 bars @ 14" c/c; Area provided; Abt.prov = 0.263 inz/ft
Max.reinforcement spacing; smax = 18 In
PASS - Reinforcement is adequately spaced
Nominal flexural strength; Mn = 12331 lb_ft/ft; Strength reduction factor; 0.9
Design flexural strength; �Mn = 11098 lb_ft/ft; M / +Mn = 0.385
PASS - Design flexural strength exceeds factored bending moment
Reinforcement by analysis; Abt.des = 0.099 inz/ft; Minimum reinforcement; Abt.min = 0.259 inz/ft
PASS - Area of reinforcement provided is greater than minimum area of reinforcement required
Rectangular section in shear - Chapter 11
Design shear force; V = 2351 Ib/ft
Nominal conc.shear strength; Vc = 11625 Ib/ft;
Design conc.shear strength; KV = 8719 Ib/ft;
Transverse reinforcement parallel to base
Strength reduction factor; �s = 0.75
V / �Vc = 0.270
PASS - No shear reinforcement is required
Min.area of reinforcement; Abx.req = 0.259 inz/ft
Trans.reinforcement provided; No.4 bars @ 16" c/c each face; Trans.reinforcement provided; Abx.prov = 0.295 Inz/ft
PASS - Area of reinforcement provided is greater than area of reinforcement required
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15
N. 4 bars @ 12' k
honz. reinforcement
ParaJ Ilel to ta- of stem
Nos bars @ 14" c1,
No.5 bars @ 14" c/c 2
t
T
No 5 bars@14"dc 3
No.4 bars @ 15inforcement' Gc
transverse re
in base
Reinforcement details
WIND LOADING (ASCE7-10)
WIND LOADING (ASCE7-10)
In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2
Using the directional design method
Tedds calculation version 2.0.20
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LO
v
86.7 ft
Plan
Building data
Type of roof;
Length of building;
Width of building;
Height to eaves;
Pitch of roof;
Mean height;
General wind load requirements
Basic wind speed;
Risk category;
Velocity pressure exponent coeff (Table 26.6-1);
Exposure category (cl.26.7.3);
Enclosure classification (cl.26.10);
Internal pressure coef +ve (Table 26.11-1);
Internal pressure coef-ve (Table 26.11-1);
Gust effect factor;
Topography
Topography factor not significant;
Velocity pressure equation;
Velocity pressures table
45 ft
Elevation
Gable
b = 86.67 ft
d = 45.00 ft
H = 32.50 ft
ao = 22.0 deg
h = 37.05 ft
V = 110.0 mph
Kd = 0.85
B
Enclosed buildings
GCpi_p = 0.18
GCpi_n = -0.18
Gf = 0.85
KZt = 1.0
q = 0.00256 " Kz " Kit " Kd " V2 " 1 psf/mph2;
z (ft)
Kz (Table 27.3-1)
qz (psf)
15.00
0.57
15.01
20.00
0.62
16.32
30.00
0.70
18.43
32.50
0.72
18.83
37.05
0.74
19.54
41.59
0.77
20.22
Peak velocity pressure for internal pressure
Peak velocity pressure - internal (as roof press.); qi = 19.54 psf
Pressures and forces
Net pressure;
p = q ' Gf" Cpe -qi' GCpi;
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Net force;
Roof load case 1 -Wind 0, GCpi 0.18, -Cpe
Fw = p " Aref;
Ref.
Ext pressure
Peak velocity
Net pressure
Area
Net force
Zone
height
coefficient cpe
pressure qp
p
Aref
Fw
(ft)
(psf)
(psf)
(ft')
(kips)
A (-ve)
37.05
-0.53
19.54
-12.29
2103.22
-25.85
B (-ve)
37.05
-0.60
19.54
-13.49
2103.22
-28.36
Total vertical net force;
Total horizontal net force;
Walls load case 1 - Wind 0, GCpi 0.18, -Cpe
Fw,v = -50.26 kips
Fw,h = 0.94 kips
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft')
Net force
Fw
(kips)
Al
15.00
0.80
15.01
6.69
1300.05
8.69
A2
20.00
0.80
16.32
7.58
433.35
3.29
A3
32.50
0.80
18.83
9.28
1083.38
10.06
B
37.05
-0.50
19.54
-11.82
2816.78
-33.31
C
37.05
-0.70
19.54
-15.15
1667.04
-25.25
D
37.05
-0.70
19.54
-15.15
1667.04
-25.25
Overall loading
Projected vertical plan area of wall;
Projected vertical area of roof;
Minimum overall horizontal loading;
Leeward net force;
Windward net force;
Overall horizontal loading;
Roof load case 2 -Wind 0, GCpi -0.18, -Ocpe
Avertw o = b " H = 2816.78 ft2
Avert_r_o = b " d/2 " tan(ao) = 787.88 ft2
Fw,total_min = pmin_w " Avert _w_0 + pmin_r " Avert_r_o = 51.37 kips
FI = Fw,wB = -33.3 kips
Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 22.0 kips
Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 56.3 kips
Ref.
Ext pressure
Peak velocity
Net pressure
Area
Net force
Zone
height
coefficient cpe
pressure qp
p
Aref
Fw
(ft)
(psf)
(psf)
(ft')
(kips)
A (+ve)
37.05
-0.04
19.54
2.83
2103.22
5.95
B (+ve)
37.05
-0.60
19.54
-6.45
2103.22
-13.56
Total vertical net force;
Total horizontal net force;
Walls load case 2 -Wind 0, GCpi -0.18, -Ocpe
Fw,v = -7.06 kips
Fw,h = 7.31 kips
Ref.
Ext pressure
Peak velocity
Net pressure
Area
Net force
Zone
height
coefficient cpe
pressure qp
p
Aref
Fw
(ft)
(psf)
(psf)
(ft)
(kips)
Al
15.00
0.80
15.01
13.72
1300.05
17.84
A2
20.00
0.80
16.32
14.62
433.35
6.33
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
38
Ph: (360)747-7509
Calc. by
Date
Chk'd by
Date
App'd by
Date
GL
06.22.2020
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft2)
Net force
F,v
(kips)
A3
32.50
0.80
18.83
16.32
1083.38
17.68
B
37.05
-0.50
19.54
-4.79
2816.78
-13.49
C
37.05
-0.70
19.54
-8.11
1667.04
-13.52
D
37.05
-0.70
19.54
-8.11
1667.04
-13.52
Overall loading
Projected vertical plan area of wall;
Projected vertical area of roof;
Minimum overall horizontal loading;
Leeward net force;
Windward net force;
Overall horizontal loading;
Roof load case 3 -Wind 90, GCpi 0.18, -Cpe
Avertw o = b " H = 2816.78 ft2
Avert_r_o = b " d/2 " tan(ao) = 787.88 ft2
Fw,total_min = pmin_w " Avert _w_0 + pmin_r " Avert_r_o = 51.37 kips
FI = Fw,wB = -13.5 kips
Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 41.9 kips
Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 62.7 kips
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft')
Net force
F v
(kips)
A (-ve)
37.05
-0.90
19.54
-18.47
898.98
-16.60
B (-ve)
37.05
-0.90
19.54
-18.47
898.98
-16.60
C (-ve)
37.05
-0.50
19.54
-11.82
1797.96
-21.26
D (-ve)
37.05
-0.30
19.54
-8.50
610.53
-5.19
Total vertical net force;
Total horizontal net force;
Walls load case 3 - Wind 90, GCpi 0.18, -Cpe
Fw,v = -55.31 kips
Fw,h = 0.00 kips
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft')
Net force
FW
(kips)
Al
15.00
0.80
15.01
6.69
675.00
4.51
A2
30.00
0.80
18.43
9.02
675.00
6.09
A3
41.59
0.80
20.22
10.23
317.04
3.24
B
37.05
-0.31
19.54
-8.75
1667.04
-14.58
C
37.05
-0.70
19.54
-15.15
2816.78
-42.66
D
37.05
-0.70
19.54
-15.15
2816.78
-42.66
Overall loading
Projected vertical plan area of wall;
Projected vertical area of roof;
Minimum overall horizontal loading;
Leeward net force;
Avert_w_so = d " H + d2 " tan(ao) /
4 = 1667.04 ft2
Avert r so = 0.00 ft2
Fw,total_min = pmin_w " Avert_w_90 + pmin_r " Avert_r_90 = 26.67 kips
FI = Fw,wB = -14.6 kips
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
39
Ph: (360)747-7509
Calc. by
Date
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GL
06.22.2020
Windward net force;
Overall horizontal loading;
Roof load case 4 - Wind 90, GCpi -0.18, +cpe
Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 13.8 kips
Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 28.4 kips
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft')
Net force
F v
(kips)
A (+ve)
37.05
-0.18
19.54
0.53
898.98
0.47
B (+ve)
37.05
-0.18
19.54
0.53
898.98
0.47
C (+ve)
37.05
-0.18
19.54
0.53
1797.96
0.95
D (+ve)
37.05
-0.18
19.54
0.53
610.53
0.32
Total vertical net force;
Total horizontal net force;
Walls load case 4 -Wind 90, GCpi -0.18, +cpe
Fw,v = 2.06 kips
Fw,h = 0.00 kips
Zone
Ref.
height
(ft)
Ext pressure
coefficient cpe
Peak velocity
pressure qp
(psf)
Net pressure
p
(psf)
Area
Aref
(ft')
Net force
F v
(kips)
Al
15.00
0.80
15.01
13.72
675.00
9.26
A2
30.00
0.80
18.43
16.05
675.00
10.83
A3
41.59
0.80
20.22
17.27
317.04
5.47
B
37.05
-0.31
19.54
-1.71
1667.04
-2.85
C
37.05
-0.70
19.54
-8.11
2816.78
-22.85
D
37.05
-0.70
19.54
-8.11
2816.78
-22.85
Overall loading
Projected vertical plan area of wall;
Projected vertical area of roof;
Minimum overall horizontal loading;
Leeward net force;
Windward net force;
Overall horizontal loading;
Avert_w_so = d " H + d2 " tan(ao) /
4 = 1667.04 ft2
Avert r so = 0.00 ft2
Fw,total_min = pmin_w ' Avert_w_90 + pmin_r ' Avert_r_90 = 26.67 kips
FI = Fw,wB = -2.9 kips
Fw = Fw,wA_1 + Fw,wA_2 + Fw,wA_3 = 25.6 kips
Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 28.4 kips
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmaii.com
40
Ph: (360)747-7509
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GL
06.22.2020
45 ft10
Side face
86.7 ft
T
V
O
C_
Plan view - Gable roof
A 1
A U�
N
M
At
86.7 ft
Windward face
T T
cl�f 4=
Ln B Lrn
N N
CO CO
s 86.7 ft
Leeward face
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
41
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06.22.2020
Wind - 90°
86.7 ft ►
18.5 ft 18.5 ft 37 ft 12.6 ft ►
Plan view - Gable roof
C
N
M
�86.7 ft10
Side face
SEISMIC FORCES (ASCE7)
SEISMIC FORCES (ASCE 7-10)
♦
LO
N
M
45ft ►
Windward face
B
N
M
V
�4--45 ftlo
Leeward face
Tedds calculation version 3.0.10
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
42
Ph: (360)747-7509
Calc. by
Date
Chk'd by
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App'd by
Date
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06.22.2020
Site parameters
Site class; D
Mapped acceleration parameters (Section 11.4.1)
at short period; Ss = 1.262
at 1 sec period; St = 0.493
Site coefficientat short period (Table 11.4-1); Fa = 1.000
at 1 sec period (Table 11.4-2); F = 1.507
Spectral response acceleration parameters
at short period (Eq. 11.4-1); Sms = Fa " Ss = 1.262
at 1 sec period (Eq. 11.4-2); Smt = F, " St = 0.743
Design spectral acceleration parameters (Sect 11.4.4)
at short period (Eq. 11.4-3); SDs = 2 / 3 " Sms = 0.841
at 1 sec period (Eq. 11.4-4); SD1 = 2 / 3 " Smt = 0.495
Seismic design category
Risk category (Table 1.5-1);
Seismic design category based on short period response acceleration (Table 11.6-1)
D
Seismic design category based on 1 sec period response acceleration (Table 11.6-2)
D
Seismic design category; D
Approximate fundamental period
Height above base to highest level of building;
From Table 12.8-2:
Structure type;
Building period parameter Ct;
Building period parameter x;
Approximate fundamental period (Eq 12.8-7);
Building fundamental period (Sect 12.8.2);
Long -period transition period;
Seismic response coefficient
Seismic force -resisting system (Table 12.2-1);
Response modification factor (Table 12.2-1);
Seismic importance factor (Table 1.5-2);
Seismic response coefficient (Sect 12.8.1.1)
Calculated (Eq 12.8-2);
Maximum (Eq 12.8-3);
Minimum (Eq 12.8-5);
Seismic response coefficient;
hn=30ft
All other systems
Ct = 0.02
x = 0.75
Ta = Ct (hn)x " 1sec / (1ft)x= 0.256 sec
T=Ta=0.256sec
TL=6sec
A. Bearing_Wall_Systems
15. Light -frame (wood) walls sheathed with wood structural panels
R=6.5
le = 1.000
Cs_caic = SIDS / (R / le) = 0.1294
Cs -max = SD1 / (T " (R / le)) = 0.2972
Cs -min = max(0.044 " SIDS ' Ie,0.01) = 0.0370
Cs = 0.1294
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
43
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06.22.2020
Seismic base shear (Sect 12.8.1)
Effective seismic weight of the structure;
W = 211.5 kips
Seismic response coefficient;
C5 = 0.1294
Seismic base shear (Eq 12.8-1);
V = C5 " W
= 27.4 kips
Vertical distribution of seismic forces
(Sect 12.8.3)
Vertical distribution factor (Eq 12.8-12);
Cvx = wx " h'k / E(Wi " hik)
Lateral force induced at level i (Eq 12.8-11); F. = Cvx " V
Vertical force distribution table
Portion of
Distribution
Height from
effective
exponent
Vertical
Lateral force
Level
base to Level i
related to
distribution
induced at
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
44
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06.22.2020
Storywwind = 19.5 x 10=195 plf
In the N-S direction
2nd Floor Top Plate Level O 43.33'
Wall Line
a
Shear Force (LBF)
7127.5
Wall Length (FT)
30.0
Wall Unit Shear (LB/FT)
237.58
Uplift (LBF)
-944.90
Holdown
NA
SW Type
SW1
Story wwind = 19.5 x 10.5=205 plf
In the N-S direction
1st Floor Top Plate Level 43.33'
c e
7127.5 7127.5
44.5 11.4
160.17 624.67
3652.46 4122.83
NA HTT4
SW1 SW2
Wall Line
a
c
Shear Force (LBF)
11535.0
11535.0
Wall Length (FT)
25.0
25
Wall Unit Shear (LB/FT)
461.40
461.40
Uplift (LBF) <0
<0
Holdown
NA
NA
SW Type
SW1
SW1
Roof Top Plates Level (wind controls design)
Story wand = 17 x 196/45+17 x4.5=150. 5 plf
In the E-W direction
19 26
Wall Line
1
2
4
Shear Force (LBF)
1429.8
3386.25
1956.5
Wall Length (FT)
25.7
43.49
16.9
Wall Unit Shear (LB/FT)
55.72
77.86
115.70
Uplift (LBF)
103.49
-968.52
425.57
Holdown
CS16
NA
CS16
SW Type
SW1
SW1
SW1
Project
Job Ref.
GL Architectural Engr
Edmonds townhouse
2019
Section
Sheet no./rev.
PO Box 1040, Tacoma, WA 98401-1040
Email: akegl2002@gmail.com
45
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06.22.2020
Storywwind = 17 x 10=170 plf
In the E-W direction
2nd Floor Top Plate Level
O
19,
Wall Line
1
2
4
Shear Force (LBF)
3045.0
7211.25
4166.5
Wall Length (FT)
34.0
43.49
16.9
Wall Unit Shear (LB/FT)
89.56
165.81
246.39
Uplift (LBF)
985.15
-260.76
2090.76
Holdown
STHD10
NA
CS14
SW Type
SW1
SW1
SW1
Story wwind = 1 x 10.5=178.5 plf
In the E-W direction
1st Floor Top Plate Level
0 26
0
Wall Line
1
2
4
Shear Force (LBF)
9531.5 _
6487.0
Wall Length (FT)
concrete wall _
22.5
Wall Unit Shear (LB/FT)
NA
288.31
Uplift (LBF)
NA
4
1618.27
Holdown
NA
STHD10
SW Type
concrete wal I I
SW1
SEISMIC Ibf/ft (CAPACITY AT ULTIMATE LEVEL)
WIND Ibf/ft (CAPACITY AT ULTIMATE LEVEL)
SW 1
357
498
SW2
521
729
SW3
670
937
SW4
870
1220
S W 6
1740
2440