REVIEWED RESUB 1-BLD2022-0527+Structural_Calculations+3.28.2023_4.06.01_PM+3449265C �
ENGINEERING
civil & structural
engineering & planning
B
REVIEWED
• "S v
BY
Mar 29 2023
= CITY OF EDMONDS :
BUILDING DEPARTMENT
CITY of EDMONDs
- .
DEVELOPMENT SERVICES
................................................
DEPARTMENT
BLD2022-0527
SUPPLEMENTAL STRUCTURAL CALCULATIONS
Westgate Station
Additional Garage Wall Openings
9601 Edmonds Way
Edmonds, WA 98026
rIzg0 by W4
3124123
250 4ch Ave S Ste 200
Edmonds, WA 98020 CG Project No.: 19440.10
Phone: (425) 778-8500
Fax: (425) 778-5536
Project Description
This project consists of a new 2-story mixed -use building with parking, commercial space, and
20 units of residential apartments on a 1.1-acre site in Edmonds. These structural calculations
are supplemental and they specifically address the the concrete lateral changes due to adding
(2) new openings in the concrete parking garage. Refer to the originally submitted structural
calculations dated 04.25.22 and the supplemental structural calculations for comments dated
01.16.23.
Scope of Work
We will provide stamped structural drawings and calculations suitable for permit and
construction.
Basis of Design
Roof Dead 15 psf
Live 25 psf (snow)
Wind Parameters
Wind Speed, 3-Sec Gust 97 MPH
Exposure Category B
Importance Factor, I, 1 (Non -Essential Facility)
Mean Height 23.5 (FT Above Grade Elevation)
Seismic Parameters
V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp
Sds 0.853
Importance Factor, le 1 (Non -Essential Facility)
Wp = Seismic Dead Weight of Stucture
Description By Date
LS 3/24/2023
Project Summary Checked Date
ENGINEERING Scale NTS Sheet No.
250 4th Ave South project Job No.
Suite 200 Westgate Station 19440.10
Edmonds, WA 98020 1
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WESTGATE CONCRETE KEY PLAN
UH
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4.5
Westgate Station
Center of Mass
Element Area Length Weight Wi X Yi WY, WYi
I.D. [fl'] [ft] [psf] [kips] IN IN [k-ft] [k-R]
PT Slab 1 18466 1 1 190 1 3508.62 95.837837 52.38274 336258.9 183791.3
X-Walls
B-1
16.68
688
11.47
11.92
94.82
136.7
0.0
6-2
4.16
688
2.86
13.53
85.85
38.7
0.0
B-3
14.88
688
10.23
15.43
76.61
157.8
0.0
BA
10.67
688
7.34
11.92
65.15
87.4
0.0
B-5
8.82
688
6.06
11.92
52.42
72.3
0.0
A-1
10.45
688
7.18
0.42
43.61
3.0
0.0
C-1
5.29
688
3.64
31.04
34.85
112.9
0.0
C.5-1
8.46
688
5.82
48.29
37.27
280.9
0.0
H-1
10.13
688
6.96
170.54
43.98
1187.7
0.0
-1a
6.83
688
4.70
187.58
99.75
881.2
0.0
-1b
7.00
688
4.81
187.58
87.83
902.7
0.0
1-2
4.99
688
3.43
187.58
61.84
643.5
0.0
1-3
16.93
688
11.64
187.58
47.38
2183.7
0.0
1-4
8.42
688
5.79
183.58
31.21
1062.3
0.0
1-5
5.00
688
3.44
170.63
9.50
586.5
0.0
Y-Walls
1-1
23.75
688
16.33
23.33
102.75
0.0
1677.7
1-2
6.00
688
4.13
59.25
102.75
0.0
423.8
1-3
6.00
688
4.13
86.25
102.75
0.0
423.8
1A
6.00
688
4.13
113.25
102.75
0.0
423.8
1-5
6.00
688
4.13
140.25
102.75
0.0
423.8
1-6
8.00
688
5.50
167.25
102.75
0.0
565.1
1-7
3.50
688
2.41
185.48
102.75
0.0
247.2
3.5-1
10.67
688
7.33
6.17
48.42
0.0
355.1
3.5-2
9.00
688
6.19
16.83
48.42
0.0
299.6
3.5-3
18.08
688
12.43
179.06
48.63
0.0
604.5
4-1
5.75
688
3.95
3.71
39.25
0.0
155.2
4-2
39.33
688
27.04
40.17
41.92
0.0
1133.5
4-3
30.50
688
2097.
154.92
41.92
0.0
878.9
4A
12.71
688
8.74
180.81
39.33
0.0
343.7
4.5-2
18.08
688
12.43
39.67
32.63
0.0
405.6
6-1
3.75
688
2.58
167.30
7.58
0.0
19.5
Headers
H.131
3.5
125
0.44
16.89
84.00
7.4
36.8
H.132
3
125
0.38
11.92
58.32
4.5
21.9
H.A1
9.167
125
1.15
7.00
43.48
8.0
49.8
H.C1
4
125
0.50
31.00
39.50
15.5
19.8
H.10
20
125
2.50
187.58
93.83
469.0
234.6
H.11
20
125
2.50
187.58
74.33
469.0
185.8
H.12
3.5
125
0.44
187.58
57.58
82.1
25.2
H.13
3.5
125
0.44
183.50
37.17
80.3
16.3
H.14
18.0
125
2.25
177.48
18.58
399.3
41.8
H.41
13.1
125
1.64
14.00
41.92
22.9
68.6
H.42
3.5
125
0.44
172.75
39.33
75.6
17.2
H.61
11.8
125
1.47
6.33
11.50
9.3
16.9
H.11
19.0
125
2.38
45.33
102.75
107.7
244.0
H.12
19.0
125
2.38
72.75
102.75
172.8
244.0
H.13
19.0
125
2.38
99.75
102.75
236.9
244.0
H.14
19.0
125
2.38
126.75
102.75
301.0
244.0
H.15
19.0
125
2.38
153.75
102.75
365.2
244.0
H.16
12.5
125
1.56
177.50
102.75
277.3
160.5
H.41
25.8
125
3.23
72.75
41.92
234.9
135.4
H.42
25.8
125
3.23
99.75
41.92
322.1
135.4
H.43
25.8
125
3.23
126.75
41.92
409.3
135.4
Columns
ht/2
2-C
5.5
233
1.28
32.25
85.08
41.4
109.2
2-D
5.5
233
1.28
59.25
85.08
76.0
109.2
2-E
5.5
233
1.28
86.25
85.08
110.7
109.2
2-F
5.5
233
1.28
113.25
85.08
145.3
109.2
2-G
5.5
233
1.28
140.25
85.08
180.0
109.2
2-H
5.5
233
1.28
167.25
85.08
214.6
109.2
3-C
5.5
233
1.28
32.25
59.58
41.4
76.5
3-D
5.5
233
1.28
59.25
59.58
76.0
76.5
3-E
5.5
233
1.28
86.25
59.58
110.7
76.5
3-F
5.5
233
1.28
113.25
59.58
145.3
76.5
3-G
5.5
233
1.28
140.25
59.58
180.0
76.5
3-H
5.5
233
1.28
167.25
59.58
214.6
76.5
5-A
5.5
233
1.28
0.58
24.85
0.7
31.9
5-B
5.5
233
1.28
12.08333
24.85
15.5
31.9
5-C
5.5
233
1.28
32.25
24.85
41.4
31.9
5-D
5.5
233
1.28
59.25
24.85
76.0
31.9
5-E
5.5
233
1.28
86.25
24.85
110.7
31.9
5-F
5.5
233
1.28
113.25
24.85
145.3
31.9
5-G
5.5
233
1.28
140.25
24.85
180.0
31.9
5-H
5.5
233
1.28
167.25
24.85
214.6
31.9
7-13
5.5
204
1.12
12.6667
0.58
14.2
0.7
7-C
5.5
204
1.12
32.667
0.58
36.7
0.7
7-C.75
5.5
204
1.12
52.667
0.58
59.1
0.7
7-D.5
5.5
204
1.12
72.667
0.58
81.6
0.7
7-E.25
5.5
204
1.12
92.744792
0.58
104.1
0.7
7-E.75
5.5
204
1.12
106.74479
0.58
119.9
0.7
7.F.5
5.5
204
1.12
126.5
0.58
142.0
0.7
7-G.25
5.5
204
1.12
146.5
0.58
164.5
0.7
7-G.75
5.5
204
1.12
161.5833
0.58
181.4
0.7
1-C
5.5
233
1.28
32.25
102.50
41.4
131.5
1-D
5.5
233
1.28
59.25
102.50
76.0
131.5
1-E
5.5
233
1.28
86.25
102.50
110.7
131.5
1-F
5.5
233
1.28
113.25
102.50
145.3
131.5
1-G
5.5
233
1.28
140.25
102.50
180.0
131.5
1-H
5.5
233
1.28
167.25
102.50
214.6
131.5
4-D
5.5
233
1.28
59.25
41.92
76.0
53.8
4-E
5.5
233
1.28
86.25
41.92
110.7
53.8
4-F
5.5
233
1.28
113.25
41.92
145.3
53.8
4-G
5.5
233
1.28
140.25
41.92
180.0
53.8
4-H
5.5
233
1.28
167.25
41.92
214.6
53.8
Wood Framin
Wood Framin
Seismic Wt
1
1 445.98
1 95.64
1 57.62
142651.E
25699.0
3642.32 396036.67 222825.87
Center of Gravity
X= 95.73 ft
Y = 53.25 it
Lateral Mass X Lateral Mass Y
4184.14 kips 4137.11 kips
G
oe�dpron
Center of Mass
ey CGP
ome
yn2o23 1
p
ENGINEERING
2nd Floor
Checked
ome
250 4th Ave. South
SCme
Sheet No.
So".0
Edmonds, WA98020
project
Westgate Station
Jab No. 19440.10
3
UPDATED C.O.M.
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
General Information
IBC 2018, CBC 2019, ASCE 7-16
Applied Lateral Force in "X" Direction 714.40 k Center of Shear Application :
Applied Lateral Force in "Y" Direction k Distance from "X" datum point
Distance from "Y" datum point
Note: These loads are resolved into X 8 Y components
when applied to the system of elements at angular increrr Accidental Torsion values per ASCE 7-05 12.8.4.2
Em. as % of Maximum Dimension
Load Orientation Angular Increment
Load Location Angular Increment
Center of Rigidity Location (calculated) ...
"X" dist. from Datum
"Y" dist. from Datum
15.0 deg Maximum Dimensions:
30.0 deg Along "X" Axis
Along "Y" Axis
84.467 it
57.740 ft
95.730 ft
53.250 ft
5.00 %
Accidental Eccentricity +/- from "Y" Coord. of Center of Load Application : 0.0 ft
Accidental Eccentricity +/- from "X" Coord. of Center of Load Application : 0.0 ft
Wall Information
Label : 1-1
X Wall C.G. Location
23.333 ft
Length
23.75 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.8021 E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.7169E-003 in
E - Shear
1.442 Mpsi
Label : 1-2
X Wall C.G. Location
59.25 it
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-3
X Wall C.G. Location
86.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-4
X Wall C.G. Location
113.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-5
X Wall C.G. Location
140.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-6
X Wall C.G. Location
167.25 ft
Length
8 ft
Y Wall C.G. Location
102.75 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.8204E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
5.0971 E-003 in
E - Shear
1.442 Mpsi
Label : 1-7
X Wall C.G. Location
185.483 It
Length
3.5 ft
Y Wall C.G. Location
102.75 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.1694E-003 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.1650E-002 in
E - Shear
1.442 Mpsi
Label : 3.5-1
X Wall C.G. Location
6.167 it
Length
10.667 ft
Y Wall C.G. Location
48.41667 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.1092E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
3.8227E-003 in
E - Shear
1.442 Mpsi
Wall Information
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm
Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14
CG ENGINEERING
Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
Label : 3.5-2
X Wall C.G. Location
16.8333 It
Length
9 ft
Y Wall C.G. Location
48.41667 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.4726E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
4.5307E-003 in
E - Shear
1.442 Mpsi
Label : 3.5-3
X Wall C.G. Location
179.0625 ft
Length
18.0833 ft
Y Wall C.G. Location
48.625 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
5.2774E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
2.2549E-003 in
E - Shear
1.442 Mpsi
Label : 4-1
X Wall C.G. Location
3.708333 it
Length
5.75 ft
Y Wall C.G. Location
39.25 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.5484E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
7.0916E-003 in
E - Shear
1.442 Mpsi
Label: 4-2
X Wall C.G. Location
40.167 it
Length
39.333 ft
Y Wall C.G. Location
41.9167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
2.1814E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.0367E-003 in
E - Shear
1.442 Mpsi
Label: 4-3
X Wall C.G. Location
154.9167 ft
Length
30.5 ft
Y Wall C.G. Location
41.9167 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
2.8692E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.3369E-003 in
E - Shear
1.442 Mpsi
Label : 4-4
X Wall C.G. Location
180.8125 ft
Length
12.708333 ft
Y Wall C.G. Location
39.333 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
8.4945E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
3.2087E-003 in
E - Shear
1.442 Mpsi
Label : 4.5-2
X Wall C.G. Location
39.667It
Length
18.0833 ft
Y Wall C.G. Location
32.625 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
5.2774E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
2.2549E-003 in
E - Shear
1.442 Mpsi
Label : 6-1
X Wall C.G. Location
167.296875 It
Length
3.75 ft
Y Wall C.G. Location
7.583 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
9.7938E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
1.0874E-002 in
E - Shear
1.442 Mpsi
Label : A-1
X Wall C.G. Location
0.4167 It
Length
10.44791667 ft
Y Wall C.G. Location
43.609375 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir
1.1467E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
3.9029E-003 in
E - Shear
1.442 Mpsi
Label : B-1
X Wall C.G. Location
11.9167 It
Length
16.68229167 ft
Y Wall C.G. Location
94.82291667 8
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir
5.8488E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Dir
2.4443E-003 in
E - Shear
1.442 Mpsi
Label : B-2
X Wall C.G. Location
13.52604167 It
Length
4.15625 ft
Y Wall C.G. Location
85.85416667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
151 deg
Thickness
12 in
Along Wall "y" Dir
7.5658E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
9.8109E-003 in
E - Shear
1.442 Mpsi
Label : B-3
X Wall C.G. Location
15.42708333 It
Length
14.875 ft
Y Wall C.G. Location
76.6145833 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
61 deg
Thickness
12 in
Along Wall "y" Dir
6.8081 E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
2.7413E-003 in
E - Shear
1.442 Mpsi
Wall Information
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm
Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14
CG ENGINEERING
(c) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
Label : B-4
X Wall C.G. Location
11.9167 it
Length
10.667 ft
Y Wall C.G. Location
65.151 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.1092E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 3.8227E-003 in
E - Shear
1.442 Mpsi
Label : B-5
X Wall C.G. Location
11.9167 ft
Length
8.81770833 ft
Y Wall C.G. Location
52.4167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.5264E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.6244E-003 in
E - Shear
1.442 Mpsi
Label : C-1
X Wall C.G. Location
31.04167 it
Length
5.291667 ft
Y Wall C.G. Location
34.8541667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 4.2684E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 7.7056E-003 in
E - Shear
1.442 Mpsi
Label : C.5-1
X Wall C.G. Location
48.291667 it
Length
8.4583 ft
Y Wall C.G. Location
37.270833 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.6440E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.8209E-003 in
E - Shear
1.442 Mpsi
Label : H-1
X Wall C.G. Location
170.541667 ft
Length
10.125 ft
Y Wall C.G. Location
43.9791667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.2067E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.0273E-003 in
E - Shear
1.442 Mpsi
Label : Me
X Wall C.G. Location
187.58333 it
Length
6.83 ft
Y Wall C.G. Location
99.75 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 2.4721 E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 5.9702E-003 in
E - Shear
1.442 Mpsi
Label : I-1 b
X Wall C.G. Location
187.58333 It
Length
7 ft
Y Wall C.G. Location
87.83 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 2.3534E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 5.8252E-003 in
E - Shear
1.442 Mpsi
Label : 1-2
X Wall C.G. Location
187.58333 it
Length
4.994791667 ft
Y Wall C.G. Location
61.83854167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 4.8717E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 8.1638E-003 in
E - Shear
1.442 Mpsi
Label : 1-3
X Wall C.G. Location
187.58333 it
Length
16.9270833 ft
Y Wall C.G. Location
47.3802083 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 5.7398E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 2.4090E-003 in
E - Shear
1.442 Mpsi
Label : 14
X Wall C.G. Location
183.58333 it
Length
8.41667 ft
Y Wall C.G. Location
31.208333 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.6587E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.8448E-003 in
E - Shear
1.442 Mpsi
Label : 1-5
X Wall C.G. Location
170.625 it
Length
5 ft
Y Wall C.G. Location
9.5 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
53 deg
Thickness
12 in
Along Wall "y" Dir 4.8599E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 8.1553E-003 in
E - Shear
1.442 Mpsi
ANALYSIS SUMMARY Maximum
shear forces applied to resisting elements. Eccentricity
with respect to Center of Rigidity
Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis
Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k)
1-1 0 -11.26 4.49 92.542 0 -11.26 -4.49 0.246
1-2 0 -11.26 4.49 10.872 0 -11.26 4.49 0.044
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
ANALYSIS SUMMARY Maximum shear forces applied to resisting elements. Eccentricity with respect to Center of Rigidity
Resisting Element Load Angle
Max Shear along Member Local "y-y" Axis
X-Ecc (ft) Y-Eoc (ft) Shear Force (k) Load Angle
Max Shear along Member Local "x-x" Axis
X-Ecc (ft) Y-Eoc (ft) Shear Force (k)
1-3
0
-11.26
-4.49
10.872
0
-11.26
-4.49
0.030
1-4
0
-11.26
-4.49
10.872
0
-11.26
-4.49
0.016
1.5
0
-11.26
-4.49
10.872
0
-11.26
-4.49
0.002
1-6
0
-11.26
-4.49
19.328
0
-11.26
-4.49
0.016
1-7
0
-11.26
-4.49
3.009
0
-11.26
-4.49
0.013
3.5-1
0
-11.26
-4.49
32.015
0
-11.26
-4.49
0.126
3.5-2
0
-11.26
4.49
24.116
0
-11.26
-4.49
0.098
3.5-3
0
-11.26
-4.49
67.278
0
-11.26
-4.49
0.055
4-1
0
-11.26
-4.49
10.099
0
-11.26
-4.49
0.069
4-2
0
-11.26
4.49
163.846
0
-11.26
-4.49
0.350
4-3
0
-11.26
-4.49
124.566
0
-11.26
-4.49
0.030
4-4
0
-11.26
-4.49
42.182
0
-11.26
-4.49
0.041
4.5-2
0
-11.26
-4.49
68.342
0
-11.26
-4.49
0.162
6-1
0
-11.26
-4.49
3.772
0
-11.26
4.49
0.008
A-1
0
-11.26
-4.49
4.382
0
-11.26
-4.49
0.914
B-1
0
-11.26
4.49
7.901
0
-11.26
-4.49
1.386
B-2
0
-11.26
-4.49
4.249
0
-11.26
-4.49
0.272
B-3
0
-11.26
-4.49
25.273
0
-11.26
-4.49
1.480
B-4
0
-11.26
-4.49
4.166
0
-11.26
-4.49
0.914
B-5
0
-11.26
-4.49
3.028
0
-11.26
-4.49
0.765
C-1
0
-11.26
-4.49
0.925
0
-11.26
-4.49
0.467
C.5-1
0
-11.26
-4.49
2.034
0
-11.26
-4.49
0.745
H-1
0
-11.26
-4.49
1.719
0
-11.26
-4.49
0.886
I-1a
0
-11.26
-4.49
0.839
0
-11.26
-4.49
0.565
1-1b
0
-11.26
-4.49
0.881
0
-11.26
-4.49
0.586
1-2
0
-11.26
-4.49
0.426
0
-11.26
-4.49
0.429
1-3
0
-11.26
4.49
3.613
0
-11.26
-4.49
1.476
1-4
0
-11.26
-4.49
1.250
0
-11.26
-4.49
0.745
1-5
0
-11.26
-4.49
4.016
0
-11.26
-4.49
0.848
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
Layout of Resisting Elements
Legend: 0 Defined Wall X Datum
--6— Center of Rigidity • Center of Mass O Accidental eccentricity application boundary
1-1 1-2 1-3 1-0 1-5 1-6 1-7�
I-1 a
B-1
B-2 I-1 b
B-
B-0
I-2
3. 1 3.5-2 • 5-3 1-3
A-4 1 4 4
C-1 4.5-2 141
6-1 1-V
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (X-Direction Revised)
This program is designed to distribute an applied shear load to a set of resisting elements.
Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 It, load. Each resisting element may be
entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections
define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element
can be entered with respect to a traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the
maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified.
From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the
resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of
force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity.
The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental
eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element.
L
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised 2)
General Information
IBC 2018, CBC 2019, ASCE 7-16
Applied Lateral Force in "X" Direction k Center of Shear Application :
Applied Lateral Force in "Y" Direction 706.20 k Distance from "X" datum point
Distance from "Y" datum point
Note: These loads are resolved into X 8 Y components
when applied to the system of elements at angular increrr Accidental Torsion values per ASCE 7-05 12.8.4.2
Em. as % of Maximum Dimension
Load Orientation Angular Increment
Load Location Angular Increment
Center of Rigidity Location (calculated) ...
"X" dist. from Datum
"Y" dist. from Datum
15.0 deg Maximum Dimensions:
30.0 deg Along "X" Axis
Along "Y" Axis
84.467 it
57.740 ft
95.730 ft
53.250 ft
5.00 %
Accidental Eccentricity +/- from "Y" Coord. of Center of Load Application : 0.0 ft
Accidental Eccentricity +/- from "X" Coord. of Center of Load Application : 0.0 ft
Wall Information
Label : 1-1
X Wall C.G. Location
23.333 ft
Length
23.75 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.8021 E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.7169E-003 in
E - Shear
1.442 Mpsi
Label : 1-2
X Wall C.G. Location
59.25 it
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-3
X Wall C.G. Location
86.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-4
X Wall C.G. Location
113.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-5
X Wall C.G. Location
140.25 ft
Length
6 ft
Y Wall C.G. Location
102.75 ft
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.2362E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
6.7961 E-003 in
E - Shear
1.442 Mpsi
Label : 1-6
X Wall C.G. Location
167.25 ft
Length
8 ft
Y Wall C.G. Location
102.75 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.8204E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
5.0971 E-003 in
E - Shear
1.442 Mpsi
Label : 1-7
X Wall C.G. Location
185.483 It
Length
3.5 ft
Y Wall C.G. Location
102.75 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.1694E-003 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.1650E-002 in
E - Shear
1.442 Mpsi
Label : 3.5-1
X Wall C.G. Location
6.167 it
Length
10.667 ft
Y Wall C.G. Location
48.41667 it
Height
12 ft
Wall Deflections (Stiffness)
for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.1092E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
3.8227E-003 in
E - Shear
1.442 Mpsi
Wall Information
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm
Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14
CG ENGINEERING
Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised
2)
Label : 3.5-2
X Wall C.G. Location
16.8333 It
Length
9 ft
Y Wall C.G. Location
48.41667 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
1.4726E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
4.5307E-003 in
E - Shear
1.442 Mpsi
Label : 3.5-3
X Wall C.G. Location
179.0625 ft
Length
18.0833 ft
Y Wall C.G. Location
48.625 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
5.2774E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
2.2549E-003 in
E - Shear
1.442 Mpsi
Label : 4-1
X Wall C.G. Location
3.708333 it
Length
5.75 ft
Y Wall C.G. Location
39.25 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
3.5484E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
7.0916E-003 in
E - Shear
1.442 Mpsi
Label: 4-2
X Wall C.G. Location
40.167 it
Length
39.333 ft
Y Wall C.G. Location
41.9167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
2.1814E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.0367E-003 in
E - Shear
1.442 Mpsi
Label: 4-3
X Wall C.G. Location
154.9167 ft
Length
30.5 ft
Y Wall C.G. Location
41.9167 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
2.8692E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
1.3369E-003 in
E - Shear
1.442 Mpsi
Label : 4-4
X Wall C.G. Location
180.8125 ft
Length
12.708333 ft
Y Wall C.G. Location
39.333 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
8.4945E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
3.2087E-003 in
E - Shear
1.442 Mpsi
Label : 4.5-2
X Wall C.G. Location
39.667It
Length
18.0833 ft
Y Wall C.G. Location
32.625 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
5.2774E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir
2.2549E-003 in
E - Shear
1.442 Mpsi
Label : 6-1
X Wall C.G. Location
167.296875 It
Length
3.75 ft
Y Wall C.G. Location
7.583 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
0 deg
Thickness
12 in
Along Wall "y" Dir
9.7938E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
1.0874E-002 in
E - Shear
1.442 Mpsi
Label : A-1
X Wall C.G. Location
0.4167 It
Length
10.44791667 ft
Y Wall C.G. Location
43.609375 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir
1.1467E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
3.9029E-003 in
E - Shear
1.442 Mpsi
Label : B-1
X Wall C.G. Location
11.9167 It
Length
16.68229167 ft
Y Wall C.G. Location
94.82291667 8
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir
5.8488E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Dir
2.4443E-003 in
E - Shear
1.442 Mpsi
Label : B-2
X Wall C.G. Location
13.52604167 It
Length
4.15625 ft
Y Wall C.G. Location
85.85416667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
151 deg
Thickness
12 in
Along Wall "y" Dir
7.5658E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
9.8109E-003 in
E - Shear
1.442 Mpsi
Label : B-3
X Wall C.G. Location
15.42708333 It
Length
14.875 ft
Y Wall C.G. Location
76.6145833 It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
61 deg
Thickness
12 in
Along Wall "y" Dir
6.8081 E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall Y' Dir
2.7413E-003 in
E - Shear
1.442 Mpsi
Wall Information
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm
Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14
CG ENGINEERING
(c) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised 2)
Label : B-4
X Wall C.G. Location
11.9167 it
Length
10.667 ft
Y Wall C.G. Location
65.151 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.1092E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 3.8227E-003 in
E - Shear
1.442 Mpsi
Label : B-5
X Wall C.G. Location
11.9167 ft
Length
8.81770833 ft
Y Wall C.G. Location
52.4167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.5264E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.6244E-003 in
E - Shear
1.442 Mpsi
Label : C-1
X Wall C.G. Location
31.04167 it
Length
5.291667 ft
Y Wall C.G. Location
34.8541667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 4.2684E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 7.7058E-003 in
E - Shear
1.442 Mpsi
Label : C.5-1
X Wall C.G. Location
48.291667 it
Length
8.4583 ft
Y Wall C.G. Location
37.270833 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.6440E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.8209E-003 in
E - Shear
1.442 Mpsi
Label : H-1
X Wall C.G. Location
170.541667 ft
Length
10.125 ft
Y Wall C.G. Location
43.9791667 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.2067E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.0273E-003 in
E - Shear
1.442 Mpsi
Label : Me
X Wall C.G. Location
187.58333 it
Length
6.83 ft
Y Wall C.G. Location
99.75 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 2.4721 E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 5.9702E-003 in
E - Shear
1.442 Mpsi
Label : I-1 b
X Wall C.G. Location
187.58333 It
Length
7 ft
Y Wall C.G. Location
87.83 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 2.3534E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 5.8252E-003 in
E - Shear
1.442 Mpsi
Label : 1-2
X Wall C.G. Location
187.58333 it
Length
4.994791667 ft
Y Wall C.G. Location
61.83854167 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 4.8717E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 8.1638E-003 in
E - Shear
1.442 Mpsi
Label : 1-3
X Wall C.G. Location
187.58333 it
Length
16.9270833 ft
Y Wall C.G. Location
47.3802083 it
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 5.7398E-005 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 2.4090E-003 in
E - Shear
1.442 Mpsi
Label : 14
X Wall C.G. Location
183.58333 it
Length
8.41667 ft
Y Wall C.G. Location
31.208333It
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
90 deg
Thickness
12 in
Along Wall "y" Dir 1.6587E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 4.8448E-003 in
E - Shear
1.442 Mpsi
Label : 1-5
X Wall C.G. Location
170.625 it
Length
5 ft
Y Wall C.G. Location
9.5 ft
Height
12 ft
Wall Deflections (Stiffness) for 1.0 kip load :
Wall Angle CCW
53 deg
Thickness
12 in
Along Wall "y" Dir 4.8599E-004 in
Wall Fixity
Fix -Fix
E - Bending
3.605 Mpsi
Along Wall "x" Dir 8.1553E-003 in
E - Shear
1.442 Mpsi
ANALYSIS SUMMARY Maximum
shear forces applied to resisting elements. Eccentricity
with respect to Center of Rigidity
Max Shear along Member Local "y-y" Axis Max Shear along Member Local "x-x" Axis
Resisting Element Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k) Load Angle X-Ecc (ft) Y-Ecc (ft) Shear Force (k)
1-1 90 -11.26 4.49 5.392 90 -11.26 -4.49 4.055
1-2 90 -11.26 4.49 0.634 90 -11.26 4.49 0.978
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm
Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14
CG
ENGINEERING
(c) ENERCALC INC
1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised 2)
ANALYSIS SUMMARY
Maximum
shear forces applied to resisting elements. Eccentricity with respect
to Center of Rigidity
Max Shear along Member Local "y-y" Axis
Max Shear along Member Local "x-x" Axis
Resisting Element Load Angle
X-Ecc (ft)
Y-Eoc (ft)
Shear Force (k) Load Angle
X-Ecc (ft)
Y-Eoc (ft) Shear
Force (k)
1-3
90
-11.26
-4.49
0.634
90
-11.26
-4.49
0.944
1-4
90
-11.26
-4.49
0.634
90
-11.26
-4.49
0.909
1.5
90
-11.26
-4.49
0.634
90
-11.26
-4.49
0.875
1-6
90
-11.26
-4.49
1.126
90
-11.26
-4.49
1.120
1-7
90
-11.26
-4.49
0.175
90
-11.26
-4.49
0.476
3.5.1
90
-11.26
-4.49
2.580
90
-11.26
-4.49
1.860
3.5-2
90
-11.26
4.49
1.944
90
-11.26
-4.49
1.549
3.5-3
90
-11.26
-4.49
5.389
90
-11.26
-4.49
2.486
4-1
90
-11.26
-4.49
1.031
90
-11.26
-4.49
1.006
4-2
90
-11.26
4.49
15.715
90
-11.26
-4.49
6.574
4-3
90
-11.26
-4.49
11.947
90
-11.26
-4.49
4.350
4-4
90
-11.26
-4.49
4.300
90
-11.26
-4.49
1.742
4.5-2
90
-11.26
-4.49
8.029
90
-11.26
-4.49
3.024
6-1
90
-11.26
-4.49
0.655
90
-11.26
4.49
0.525
A-1
90
-11.26
-4.49
62.451
90
-11.26
-4.49
0.084
B-1
90
-11.26
4.49
120.732
90
-11.26
-4.49
0.048
B-2
90
-11.26
-4.49
4.477
90
-11.26
-4.49
0.852
B-3
90
-11.26
-4.49
88.287
90
-11.26
-4.49
5.343
B-4
90
-11.26
-4.49
63.659
90
-11.26
-4.49
0.037
B-5
90
-11.26
-4.49
46.262
90
-11.26
-4.49
0.054
C-1
90
-11.26
-4.49
16.153
90
-11.26
-4.49
0.052
C.5-1
90
-11.26
-4.49
41.027
90
-11.26
-4.49
0.079
H-1
90
-11.26
-4.49
53.281
90
-11.26
-4.49
0.081
I-1a
90
-11.26
-4.49
26.009
90
-11.26
-4.49
0.027
1-1b
90
-11.26
-4.49
27.321
90
-11.26
-4.49
0.010
1-2
90
-11.26
-4.49
13.198
90
-11.26
-4.49
0.021
1-3
90
-11.26
4.49
112.018
90
-11.26
-4.49
0.123
1-4
90
-11.26
-4.49
38.764
90
-11.26
-4.49
0.090
1-5
90
-11.26
-4.49
10.312
90
-11.26
-4.49
1.705
•
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate - 03.17.23.ec6
LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised 2)
Layout of Resisting Elements
Legend: 0 Defined Wall X Datum
--6— Center of Rigidity • Center of Mass O Accidental eccentricity application boundary
1-1 1-2 1-3 1-0 1-5 1-6 1-7�
I-1 a
B-1
B-2 I-1 b
B-
B-0
I-2
3. 1 3.5-2 • 5-3 1-3
A-4 1 4 4
C-1 4.5-2 141
6-1 1-V
Project Title:
Engineer:
Project ID:
Project Descr:
Torsional Analysis of Rigid Diaphragm Project File: Westgate -03.17.23.eo6
LIC#: KW-06015244, Build:20.23.2.14 CG ENGINEERING Ic) ENERCALC INC 1983-2022
DESCRIPTION: Westgate Rigid Diaphragm (Y-Direction Revised 2)
This program is designed to distribute an applied shear load to a set of resisting elements.
Each resisting element data entry specifies a deflection along a "major" and "minor" axis due to a 1,000 It, load. Each resisting element may be
entered as a wall or a column (whereby the deflection is calculated), or as a generic resisting element with specified deflection. The deflections
define the stiffness of each resisting element.
Each resisting element is defined at an (X,Y) location from a datum the user has previously defined. A counter -clockwise rotation of the element
can be entered with respect to a traditional "+X" axis line.
A main "shear" load and an optional orthogonal shear load are specified for distribution to the system of resisting elements. In addition the
maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified.
From the entered loads the program calculates resultant force vectors for each angular orientation that is requested. The force is applied to the
resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element. This application of
force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity.
The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental
eccentricity. These values are then searched to find the maximum major and minor axis shears applied to each resisting element.
E
Concrete Shear Wall Design
Formulas/Conditions
�Vc = �lAcv)(ac)(f'c)t/2
TVs = O(Acv)(pt)(fy)
�Vn = �Vc-oVs<010Acw(fc)'"
Horiz. Hooks Req'd if: Vu > (Acv)(f'c)112
Two Curtains Req'd if: Vu > 2(Acv)(f'c)112
Boundary Elements Req'd if: M/S+P/A>0.2f'c
Variables
0.60
pt (min) 0.0025
fc, psi 4000
Fy, psi 60000
Westgate
2nd Floor Y-Direction Loading
Code Reference
Load Combinations
ACI 318-14 18.10.4.1
ASCE 7-10 Sect 12.4.2.3
ACI 318-1418.10.4.1
Combo S: *(1.2+0.2SDs)D+PQe+L+0.2S
1.2+0.2SDs=
1.3786
ACI 318-1418.10.4.4
Combo 7: **(0.9-0.2SDs)D+pQE+1.6H
0.9-0.2SDs=
0.7214
ACI 318-14 18.10.6.5b
Sos = 0.893 P = 1.0
ACI 318-14 18.10.2.2
Cs = 0.179
Enercalc
ACI 318-14 18.10.6.3
M„ = QE x hw
Average Story Deflection (in) =
0.00679
MR = wDLlw2/2
Extreme end deflection (in) =
0.00715
ACI 318-14 21.2.4.1
K MR
T� _
ACI 318-14 18.10.2.1
Iw
Enercalc Factor=
0.94961 <1.2
Ax=
1
21.9.4
(21-7)
(ASCE 7-16 12.3-1) NO TORSIONAL IRREGULARITY
(ASCE 7-1612.8.4.3)
21.9.2.2
Wall ID
b,
in
I., in
In.,
in
A-,
in
Wall
wt, Plf
wDL,
plf
wLL,
PH
wSL,
PH
QED
kips
H,
kips
V„*,
k (max)
v., Psi
(max)
Pu*,
k
M�**
k-ft
(max)
T„**,
k
max
comp
stress,
psi
a.
OVc
OVs
0Vn
(A.)(f�)",k
Shear
Strength?
Horiz.
Hooks?
Two
Curtains,
Boundary
Elements?
Jamb
Steel
Areq
c,
in
wall
boundary,
in
boundary
area, in2
boundary, p
boundary
reinf?
1-1
10
285
132
2850
1813
1059
0
0
5.4
0
5.4
1.9
94.0
59.3
0.0
38.2
3.0
324.4
256.5
581
180.2
ok
no
no
no
0.00
67.9
39.36
140.00
0.000
no
1-2
10
72
132
720
1813
1059
0
0
0.6
0
0.6
0.9
23.8
7.0
0.0
42.7
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.00
17.1
12.00
140.00
0.000
no
13
10
72
132
720
1813
1059
0
0
0.6
0
0.6
0.9
23.8
7.0
0.0
42.7
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.00
17.1
12.00
140.00
0.000
no
1-4
10
72
132
720
1813
1059
0
0
0.6
0
0.6
0.9
23.8
7.0
0.0
42.7
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.00
17.1
12.00
140.00
0.000
no
15
10
72
132
720
1813
1059
0
0
0.6
0
0.6
0.9
23.8
7.0
0.0
42.7
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.00
17.1
12.00
140.00
0.000
no
1-6
10
96
132
960
1813
1059
0
0
1.1
0
1.1
1.2
31.7
12.4
0.0
42.7
3.0
109.3
86.4
196
60.7
ok
no
no
no
0.00
22.9
13.26
140.00
0.000
no
1-7
10
42
132
420
1813
1059
0
0
0.2
0
0.2
0.4
13.9
1.9
0.0
40.8
2.0
31.9
37.8
70
26.6
ok
no
no
no
0.00
10.0
12.00
140.00
0.000
no
3.5-1
10
128
132
1280
1813
250
0
0
2.6
0
2.6
2.0
30.3
28.4
0.0
36.2
3.0
145.7
115.2
261
81.0
ok
no
no
no
0.00
30.5
17.68
140.00
0.000
no
3.5-2
10
108
132
1080
1813
1159
0
0
1.9
0
1.9
1.8
36.9
21.4
0.0
47.3
3.0
122.9
97.2
220
68.3
ok
no
no
no
0.00
25.7
14.91
140.00
0.000
no
3.53
10
217
132
2170
1813
807
0
0
5.4
0
5.4
2.5
65.3
59.3
0.0
39.2
3.0
247.0
195.3
442
137.2
ok
no
no
no
0.00
51.7
29.97
140.00
0.000
no
4-1
10
69
132
690
1813
1747
0
0
1.0
0
1.0
1.5
28.2
11.3
0.0
58.0
2.0
52.4
62.1
114
43.6
ok
no
no
no
0.00
16.4
12.00
140.00
0.000
no
4-2
10
472
132
4720
1813
2619
0
0
15.7
0
15.7
3.3
240.3
172.9
0.0
56.5
3.0
537.3
424.8
962
298.5
ok
no
no
no
0.00
112.4
65.18
140.00
0.000
no
43
10
366
132
3660
1813
3203
0
0
11.9
0
11.9
3.3
210.9
131.4
0.0
64.7
3.0
416.7
329.4
746
231.5
ok
no
no
no
0.00
87.1
50.54
140.00
0.000
no
4-4
10
153
132
1526
1813
1126
0
0
4.3
0
4.3
2.8
51.5
47.3
0.0
48.4
3.0
173.7
137.3
311
96.5
ok
no
no
no
0.00
36.3
21.07
140.00
0.000
no
4.5-2
10
217
132
2170
1813
1461
0
0
8.0
0
8.0
3.7
81.6
88.3
0.0
51.1
3.0
247.0
195.3
442
137.2
ok
no
no
no
0.00
51.7
29.97
140.00
0.000
no
6-1
10
45
132
450
1813
9680
0
0
0.7
0
0.7
1.5
59.4
7.2
0.0
157.6
2.0
34.2
40.5
75
28.5
ok
no
no
no
0.00
10.7
12.00
140.00
0.000
no
A-1
10
126
132
1255
1813
181
0
0
62.5
0
62.5
49.8
28.7
687.0
58.2
336.9
3.0
142.9
113.0
256
79.4
ok
no
no
no
1.08
29.9
17.33
140.00
0.008
yes
B-1
10
250
132
2500
1813
744
0
0
125.2
0
125.2
50.1
73.4
1377.2
46.9
188.0
3.0
284.6
225.0
510
158.1
ok
no
no
no
0.87
59.5
34.52
140.00
0.006
no
B3
10
307
132
3070
1813
384
0
0
152.0
0
152.0
49.5
77.5
1672.0
45.1
153.0
3.0
349.5
276.3
626
194.2
ok
no
no
no
0.83
73.1
42.40
140.00
0.006
no
B5
10
106
132
1058
1813
406
0
0
46.2
0
46.2
43.7
27.0
508.5
50.6
352.6
3.0
120.4
95.2
216
66.9
ok
no
no
no
0.94
25.2
14.61
140.00
0.007
yes
C-1
10
64
132
635
1813
11
0
0
16.2
0
16.2
25.4
13.3
177.7
30.1
338.2
2.0
48.2
57.2
105
40.2
ok
no
no
no
0.56
15.1
12.00
140.00
0.004
no
C.5.1
10
102
132
1015
1813
916
0
0
41.0
0
41.0
40.4
31.8
451.3
45.0
346.7
3.0
115.5
91.4
207
64.2
ok
no
no
no
0.83
24.2
14.02
140.00
0.006
no
H-1
10
122
132
1215
1813
472
0
0
53.3
0
53.3
43.9
31.9
586.1
49.5
312.1
3.0
138.3
109.4
248
76.8
ok
no
no
no
0.92
28.9
16.78
140.00
0.007
no
I-1a
10
82
132
820
1813
979
0
0
26.0
0
26.0
31.7
26.3
286.1
35.0
338.4
2.0
62.2
73.8
136
51.9
ok
no
no
no
0.65
19.5
12.00
140.00
0.005
no
1-1b
10
84
132
840
1813
979
0
0
27.3
0
27.3
32.5
26.9
300.5
35.9
338.7
2.0
63.8
75.6
139
53.1
ok
no
no
no
0.66
20.0
12.00
140.00
0.005
no
1.2
10
60
132
600
1813
979
0
0
13.2
0
13.2
22.0
19.2
145.2
24.0
322.4
2.0
45.5
54.0
100
37.9
ok
no
no
no
0.44
14.3
12.00
140.00
0.003
no
1-3
10
203
132
2032
1813
979
0
0
112.0
0
112.0
55.1
65.2
1232.2
55.7
246.9
3.0
231.3
182.9
414
128.5
ok
no
no
no
1.03
48.4
28.06
140.00
0.007
yes
Id
10
101
132
1010
1813
1825
0
0
38.8
0
38.8
38.4
42.2
426.4
39.6
342.8
3.0
115.0
90.9
206
63.9
ok
no
no
no
0.73
24.0
13.95
140.00
0.005
no
1-5
10
60
132
600
1813
400
0
0
10.3
0
10.3
17.2
15.3
113.4
18.7
252.3
2.0
45.5
54.0
100
37.9
ok
no
no
no
0.35
14.3
12.00
140.00
0.002
no
Concrete Shear Wall Design
Formulas/Conditions
�Vc = �lAcv)(ac)(f'c)t/2
TVs = O(Acv)(pt)(fy)
�Vn = �Vc-oVs<010Acw(fc)'"
Horiz. Hooks Req'd if: Vu > (Acv)(f'c)112
Two Curtains Req'd if: Vu > 2(Acv)(f'c)112
Boundary Elements Req'd if: M/S+P/A>0.2f'c
Variables
0.60
pt (min) 0.0025
fc, psi 4000
Fy, psi 60000
Westgate
2nd Floor X-Direction Loading
Code Reference
Load Combinations
ACI 318-14 18.10.4.1
ASCE 7-10 Sect 12.4.2.3
ACI 318-1418.10.4.1
Combo S: *(1.2+0.2SDs)D+PQe+L+0.2S
1.2+0.2SDs=
1.3786
ACI 318-1418.10.4.4
Combo 7: **(0.9-0.2SDs)D+pQE+1.6H
0.9-0.2SDs=
0.7214
ACI 318-14 18.10.6.5b
Sos = 0.893 P = 1.0
ACI 318-14 18.10.2.2
Cs = 0.179
Enercalc
ACI 318-14 18.10.6.3
M„ = QE x hw
Average Story Deflection (in) =
0.00361
MR = wDLlw2/2
Extreme end deflection (in) =
0.00371
ACI 318-14 21.2.4.1
K MR
T� _
ACI 318-14 18.10.2.1
Iw
Enercalc Factor=
0.97206 <1.2
Ax=
1
21.9.4
(21-7)
(ASCE 7-16 12.3-1) NO TORSIONAL IRREGULARITY
(ASCE 7-1612.8.4.3)
21.9.2.2
Wall ID
b,
in
I., in
h.,
in
A-,
in
Wall
wt, Plf
wDL,
plf
wLL,
PH
wSL,
PH
QED
kips
H,
kips
V„*,
k (max)
v., Psi
(max)
Pu*,
k
M�**
k-ft
(max)
T„**,
k
max
comp
stress,
psi
a.
OVc
OVs
0Vn
(A.)(f�)",k
Shear
Strength?
Horiz.
Hooks?
Two
Curtains,
Boundary
Elements?
Jamb
Steel
Areq
c,
in
wall
boundary,
in
boundary
area, in2
boundary, p
boundary
reinf?
1-1
10
285
132
2850
1813
1059
0
0
92.5
0
92.5
32.5
94.0
1018.0
18.3
123.2
3.0
324.4
256.5
581
180.2
ok
no
no
no
0.34
67.9
39.36
140.00
0.002
no
1-2
10
72
132
720
1813
1059
0
0
10.9
0
10.9
15.1
23.8
119.6
13.7
199.1
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.25
17.1
12.00
140.00
0.002
no
13
10
72
132
720
1813
1059
0
0
10.9
0
10.9
15.1
23.8
119.6
13.7
199.1
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.25
17.1
12.00
140.00
0.002
no
1-4
10
72
132
720
1813
1059
0
0
10.9
0
10.9
15.1
23.8
119.6
13.7
199.1
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.25
17.1
12.00
140.00
0.002
no
1-5
10
72
132
720
1813
1059
0
0
10.9
0
10.9
15.1
23.8
119.6
13.7
199.1
2.0
54.6
64.8
119
45.5
ok
no
no
no
0.25
17.1
12.00
140.00
0.002
no
1-6
10
96
132
960
1813
1059
0
0
19.3
0
19.3
20.1
31.7
212.6
18.3
199.1
3.0
109.3
86.4
196
60.7
ok
no
no
no
0.34
22.9
13.26
140.00
0.002
no
1-7
10
42
132
420
1813
1059
0
0
3.0
0
3.0
7.2
13.9
33.1
5.8
168.1
2.0
31.9
37.8
70
26.6
ok
no
no
no
0.11
10.0
12.00
140.00
0.001
no
3.5-1
10
128
132
1280
1813
250
0
0
32.0
0
32.0
25.0
30.3
352.2
25.1
178.5
3.0
145.7
115.2
261
81.0
ok
no
no
no
0.46
30.5
17.68
140.00
0.003
no
3.5-2
10
108
132
1080
1813
1159
0
0
24.1
0
24.1
22.3
36.9
265.3
19.8
197.9
3.0
122.9
97.2
220
68.3
ok
no
no
no
0.37
25.7
14.91
140.00
0.003
no
3.53
10
217
132
2170
1813
807
0
0
67.3
0
67.3
31.0
65.3
740.1
23.8
143.3
3.0
247.0
195.3
442
137.2
ok
no
no
no
0.44
51.7
29.97
140.00
0.003
no
4-1
10
69
132
690
1813
1747
0
0
10.1
0
10.1
14.6
28.2
111.1
11.9
208.9
2.0
52.4
62.1
114
43.6
ok
no
no
no
0.22
16.4
12.00
140.00
0.002
no
4-2
10
472
132
4720
1813
2619
0
0
163.8
0
163.8
34.7
240.3
1802.3
0.0
109.2
3.0
537.3
424.8
962
298.5
ok
no
no
no
0.00
112.4
65.18
140.00
0.000
no
43
10
366
132
3660
1813
3203
0
0
124.6
0
124.6
34.0
210.9
1370.2
0.0
131.3
3.0
416.7
329.4
746
231.5
ok
no
no
no
0.00
87.1
50.54
140.00
0.000
no
4-4
10
153
132
1526
1813
1126
0
0
42.2
0
42.2
27.6
51.5
464.0
23.0
177.2
3.0
173.7
137.3
311
96.5
ok
no
no
no
0.43
36.3
21.07
140.00
0.003
no
4.5-2
10
217
132
2170
1813
1461
0
0
68.3
0
68.3
31.5
81.6
751.8
20.2
152.6
3.0
247.0
195.3
442
137.2
ok
no
no
no
0.37
51.7
29.97
140.00
0.003
no
6-1
10
45
132
450
1813
9680
0
0
3.8
0
3.8
8.4
59.4
41.5
0.0
279.6
2.0
34.2
40.5
75
28.5
ok
no
no
no
0.00
10.7
12.00
140.00
0.000
no
A-1
10
126
132
1255
1813
181
0
0
4.4
0
4.4
3.5
28.7
48.2
0.0
44.9
3.0
142.9
113.0
256
79.4
ok
no
no
no
0.00
29.9
17.33
140.00
0.000
no
B-1
10
200
132
2000
1813
744
0
0
7.9
0
7.9
4.0
58.7
86.9
0.0
45.0
3.0
227.7
180.0
408
126.5
ok
no
no
no
0.00
47.6
27.62
140.00
0.000
no
B-2
10
50
132
500
1813
1179
0
0
4.2
0
4.2
8.5
17.2
46.7
6.7
169.0
2.0
37.9
45.0
83
31.6
ok
no
no
no
0.12
11.9
12.00
140.00
0.001
no
B3
10
179
132
1785
1813
384
0
0
25.3
0
25.3
14.2
45.0
278.0
6.9
88.1
3.0
203.2
160.7
364
112.9
ok
no
no
no
0.13
42.5
24.65
140.00
0.001
no
B-4
10
128
132
1280
1813
406
0
0
4.2
0
4.2
3.3
32.6
45.8
0.0
45.6
3.0
145.7
115.2
261
81.0
ok
no
no
no
0.00
30.5
17.68
140.00
0.000
no
B-5
10
106
132
1058
1813
406
0
0
3.0
0
3.0
2.9
27.0
33.3
0.0
46.9
3.0
120.4
95.2
216
66.9
ok
no
no
no
0.00
25.2
14.61
140.00
0.000
no
C-1
10
64
132
635
1813
11
0
0
0.9
0
0.9
1.5
13.3
10.2
0.0
39.1
2.0
48.2
57.2
105
40.2
ok
no
no
no
0.00
15.1
12.00
140.00
0.000
no
0.0
C.5-1
10
102
132
1015
1813
916
0
0
2.0
0
2.0
2.0
31.8
22.4
0.0
47.0
3.0
115.5
91.4
207
64.2
ok
no
no
no
0.00
24.2
14.02
140.00
0.000
no
H-1
10
122
132
1215
1813
472
0
0
1.7
0
1.7
1.4
31.9
18.9
0.0
35.5
3.0
138.3
109.4
248
76.8
ok
no
no
no
0.00
28.9
16.78
140.00
0.000
no
I-1a
10
82
132
820
1813
979
0
0
0.8
0
0.8
1.0
26.3
9.2
0.0
42.0
2.0
62.2
73.8
136
51.9
ok
no
no
no
0.00
19.5
12.00
140.00
0.000
no
-2b
10
84
132
840
1813
979
0
0
0.9
0
0.9
1.0
26.9
9.7
0.0
42.0
2.0
63.8
75.6
139
53.1
ok
no
no
no
0.00
20.0
12.00
140.00
0.000
no
1-2
10
60
132
600
1813
979
0
0
0.4
0
0.4
0.7
19.2
4.7
0.0
41.4
2.0
45.5
54.0
100
37.9
ok
no
no
no
0.00
14.3
12.00
140.00
0.000
no
1-3
10
203
132
2032
1813
979
0
0
3.6
0
3.6
1.8
65.2
39.7
0.0
39.0
3.0
231.3
182.9
414
128.5
ok
no
no
no
0.00
48.4
28.06
140.00
0.000
no
1-4
10
101
132
1010
1813
1825
0
0
1.3
0
1.3
1.2
42.2
13.8
0.0
51.5
3.0
115.0
90.9
206
63.9
ok
no
no
no
0.00
24.0
13.95
140.00
0.000
no
1-5
10
60
132
600
1813
400
0
0
4.0
0
4.0
6.7
15.3
44.2
4.8
113.8
2.0
45.5
54.0
100
37.9
ok
no
no
no
0.09
14.3
12.00
140.00
0.001
no
LEL