HomeMy WebLinkAboutStructural Analysis Report,J
Date: March 19, 2021
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation:
Site Data:
RECEIVS0
APR 2 9 2021
ST. Lucie County, Permitting
Structural Analysis Report
T-Mobile Co -Locate
Site Number:
BU Number:
Site Name:
JDE Job Number:
Work Order Number:
Order Number:
MORRISON HERSHFIELD
Morrison Hershfield
1455 Lincoln Parkway, Suite 500
Atlanta, GA 30346
(770) 379-8500
A2P0105A
5800245
Fox
644499
1933099
552715 Rev. 2
Morrison Hershfield Project Number: CN7-925 / 2101398
6041 St. Lucie Blvd., Fort Pierce, St. Lucie County, FL 34996
Latitude 270 28' 54.17", Longitude -80° 22' 32.68"
134 Foot — Sabre Monopole Tower
Morrison Hershfield is pleased to submit this "Structural Analysis Report" to determine the structural integrity
of the above -mentioned tower.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Proposed Equipment Configuration
Sufficient Capacity
This analysis utilizes an ultimate 3-second gust wind speed of 158 mph as required by the 2020 Florida Building
Code 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria.
Respectfully submitted by:
G. Lance Cooke, P.E. (FL License No. 68787)
Senior Engineer
Certificate of Authorization # 8508
%PNC E,11COrri�i
ti ....., o
E F
* No 68787
:
cc
STATE, OF
• �l/ .
��F•�40R1 .
• G.
�i�S �NA1- � •,
s
Lance Cooke
�_
' • 2021.03.19
11:40:15-07'00'
.1.
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Equipment Configuration
Table 2 - Other Considered Equipment
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Table 5 — Tower Component Stresses vs. Capacity — LC5
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
1) INTRODUCTION
This tower is a 134 ft monopole tower designed by Sabre Communications.
2) ANALYSIS CRITERIA
TIA-222 Revision:
TIA-222-H
Risk Category:
11
Wind Speed:
158 mph
Exposure Category:
C
Topographic Factor:
I
Service Wind Speed:
60 mph
rk...—A a—m;—.+ P^nfirmrnfinn
March 19, 2021
CC/ BU No 5800245
Page 3
aw
rk...—A a—m;—.+ P^nfirmrnfinn
March 19, 2021
CC/ BU No 5800245
Page 3
I W F- Jpiwj��u -M
CenterNumbe I
Line Size
L Antenna Numb r Feed
ng Antenna f'M d 6 e
'Mount! ' , , ine,,..,,,
1" �,� % , '� I - I,-,` 'f'F ed
0 Model
s (in)'
ev 'Manufacturer,,, Line
L el Elevation,'
.,Anterfnasi
71
3 commscope FFHH-65C-R3 w/ Mount Pipe
3 ericsson AIR6449 B41 T-MOBILE w/
123.0 Mount Pipe
120.0 I 3 ericsson RADIO 4460 132/1325 B66—TMTMOO 1-5/8
Ilq12
J 3 — - -��77j — I I I
J ericsson RADIO 4480 B71
120.0 Platform Mount [LP 303-1 HR-1 ]
V 1.1 12 r%fk Con
sidered md 9: "ient
r n
Mounting
Level'
V 1.1 12 r%fk Con
sidered md 9: "ient
r n
Mounting
Level'
Me
-'Elevation,,
umber
N'
;Manufacturer
ntenifas'
t
a;Moddl.,"'
.,Number
',of Feed
Lines
'Feed
Line Size,
(i n)
132.0
133.0
6
kathrein
800 10122 w/ Mount Pipe
1 15
2
1
1-5/8
1 5/16
3/4
I 3/8
3
I kathrein
800 10764 w/ Mount Pipe
3
ericsson
I
RRUS 11
6
ericsson
RRUS 11 B12
. .
6
. . . . . . .— 11.'L
ericsson
RRUS 11 B2
132.0
3
andreW
CBC819-DF
6
andrew
ETB'9G8.--12y13- J
.
raycap
DC6-48-6 0-1 8-8F
Platform Mount [LP 3013-1]
3) ANALYSIS PROCEDURE
Table - Documents Provided
OCUrnelj"
Reference
;Source
rp
4-GEOTECHNICAL REPORTS
2609348
CCISITES
4-TOW .1 ER - FOUNDATION DRAWINGS/DESIGN/SPECS
2604744,
CCISITES
4-TOWER MANUFACTURER DRAWINGS
2604731
CCISITES
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
3.1) Analysis Method
March 19, 2021
CC/ BU No 5800245
Page 4
tnxTower (version 8.0.7.5), a commercially available analysis software package, was used to create a
three-dimensional model of the tower and calculate member stresses for various loading cases.
Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has
calculated and provided the effective area for panel antennas using approved methods following the
intent of the TIA-222 standard. ,
3.2) Assumptions
1) Tower and structures were maintained in accordance with the TIA-222 Standard.
2) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
This analysis may be affected if any assumptions are not valid or have been made in error. Morrison
Hershfield should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Section;
No.
Elevation (ft)
ComponentType
Critical
p (K)
SF*P allow,
(K)
% '
Capacity
pass !Fail i
L1
134-96.75
Pole
TP27.77x16x0.25
1
-9.64
1279.74
51.4
Pass
L2
96.75 - 47.25
Pole
TP42.91x26.0061x0.5
2
-22.07
3949.39
34.9
Pass
L3
47.25 - 0
Pole
TP56 W40.0142x0.5
3
-42.50
6492.11
39.6
Pass
Summary
Pole (1-1)
51.4
Pass
Rating =
51.4
Pass
Table 5 - Tower Component Stresses vs. I
I 4
Notes' Component
1 Anchor Rods
1 Base Plate
1 Base Foundation
1 Base Foundation Soil Interaction
— LC5
itlon' (ft) %,Capacity
0
34.1
25.0
38.3
0 21.0 -
.Pass / Fail':,
Pass
Pass
Pass
Pass
Structure Rating(max,from all components)
t
;.;51 ,a
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
2) 'Rating per TIA-222-H, Section 15.5.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
tnxTower Report - version 8.0.7.5
APPENDIX A
TNXTOWER OUTPUT
tnxTower Report - version 8.0.7.5
134.0 ft
96.8 ft
47.3 ft
0.0 ft
MATERIAL STRENGTH
GRADE I Fv IFu GRADE Fy Fu
A572-65 165 ksi 180 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 158 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category IL
5. Topographic Category 1 with Crest Height of 0.00 It
6. TOWER RATING: 51.4%
ALL REACTIONS
ARE FACTORED
AXIAL
42 K
E� MOMENT
f K2994 kip-ft
TOHLIUt 4 KIP-rr
REACTIONS - 168 mph WIND
Morrison Hershfield
1 BAN 1455 Lincoln Parkway, Suite 500
Atlanta, GA 30346
onsufting Engineers Phone: (770) 379-8500
CN7-925 / 2101398
Castle USA
NT;
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
Tower in put, Data z
March 19, 2021
CCI BU No 5800245
Page 6
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 19.00 ft.
Basic wind speed of 158 mph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.05.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used: Kes(Fw) = 0.95.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not
considered.
r Op#ions h�
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
Use Code Stress Ratios
Use Code Safety Factors - Guys
Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
SR Members Have Cut Ends
SR Members Are Concentric
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
Project Wind Area of Appurt.
Autocalc Torque Arm Areas
Add IBC .6D+W Combination
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feed Line Bundles As Cylinder
Ignore KUry For 60 Deg. Angle Legs
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feed Line Torque
Include Angle Block Shear Check
Use TIA-222-H Bracing Resist.
Exemption
Use TIA-222-H Tension Splice
Exemption
' Poles
Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered .Pole Section Geomet. ' ... f
Section
Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
R
ft
R
Sides
in
in
in
in
L1
134.00-96.75
37.25
4.00
18
16.0000
27.7700
0.2500
1.0000
A572-65
(65 ksi)
L2
96.75-47.25
53.50
6.00
18
26.0061
42.9100
0.5000
2.0000
A572-65
(65 ksi)
L3
47.25-0.00
53.25
18
40.0142
56.8400
0.5000
2.0000
A572-65
(65 ksi)
tnxTower Report - version 8.0.7.5
March 19, 2021
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number CN7-925 / 2101398, Order 552715, Revision 2 Page 7
Tapered Pole Properties el
fr,
>
Section
Tip Dia.
Area
I
r
C
I/C
Ina
J
in
It/Q
irrz
w
in
wR
L1
in
16.2083
in2 .
12.4976
in
391.6752
in
5.5912
in
8.1280
48.1884
783.8657
6.2500
2.3760
9.504
28.1598
21.8371
2089.4389
9.7696
14.1072
148.1119
4181.6271
10.9206
4.4475
17.79
L2
27.6135
40.4782
3326.9549
9.0547
13.2111
251.8302
6658.2874
20.2429
3.6971
7.394
43.4948
67.3047
15293.933
15.0556
21.7983
701.6119
30607.990
33.6587
6.6722
13.344
4
9
L3
42.4795
62.7091
12370.155
14.0276
20.3272
608.5509
24756.587
31.3605
6.1625
12.325
1
2
57.6397
89.4116
35856.253
20.0007
28.8747
1241.7870
71759.686
44.7143
9.1238
18.248
1
8
Tower
Gusset
Gusset Gusset GradeAdjust. Factor
Adjust.
Weight Mult. Double Angle Double Angle Double Angle
Elevation
Area
Thickness A,
Factor
Ar
Stitch Bolt Stitch Bolt Stitch Bolt
Spacing Spacing Spacing
(per face)
Diagonals Horizontals Redundants
It
ft2
in
in in in
L1 134.00-
1
1
1
96.75
1
1
1
L2 96.75-
47.25
1
1
1
L3 47.25-0.00
Feed `Line/Linear Appurtenances`'-
Description
Sector Exclude
Componen Placement
Total Number
Start/En
Width or Perimete
Weight
From
t
Number Per Row
d
Diamete r
Torque
Type ft
Position
r
plf
Calculation
in in
Safety Line 3/8
C No
Surface Ar 134.00 -
1 1
0.000
0.3750
0.22
(CaAa) 0.00
0.000
Climbing Pegs
C No
Surface Ar 134.00 -
1 1
-0.050
0.7050
1.80
(CaAa) 0.00
0.050
Feed Line/Linear Appurtenances-.En.te:red`As
Description Face Allow Exclude Componen Placement Total CAAA Weight
or Shield From t Number ft2/t plf
Leg Torque Type it
Calculation
LDF7-50A(1-5/8)
A
No
No
Inside Pole
132.00 - 3.00
15
No Ice
0.00
0.82
840 10414(5/16)
A
No
No
Inside Pole
132.00 - 3.00
3
No Ice
0.00
0.06
12 PAIR(3/8)
A
No
No
Inside Pole
132.00 - 3.00
1
No Ice
0.00
0.08
WR-VG86ST-
A
No
No
Inside Pole
132.00 - 3.00
2
No Ice
0.00
0.58
BRD(3/4)
EC7-50A(1-5/8)
C
No
No
Inside Pole
120.00 - 7.00
10
No Ice
0.00
0.68
HB158-21 U6S24- C No No Inside Pole 120.00 - 7.00 2 No Ice 0.00 2.50
xxM TMO(1-5/8) -
Tower
Tower Face
AR
AF
CAAA
CAAA
Weight
Sectio
Elevation
In Face
Out Face
n
It
ft2
ft2
ft2
ft2
K
Ll
134.00-96.75 A
0.000
0.000
0.000
0.000
0.48
B
0.000
0.000
0.000
0.000
0.00
tnxTower Report - version 8.0.7.5
March 19, 2021
134 Ft Monopole Tower Structural Analysis CCI BU No 5800245
Project Number CN7-925 / 2101398, Order 552715, Revision 2 Page 8
Tower
Tower
Face
AR
Ar
CAAA
CAAA
Weight
Sectio
Elevation
In Face
Out Face
n
ft
ft 2
ft2
ftz
ftz
K
C
0.000
0.000
4.023
0.000
0.35
L2
96.75-47.25
A
0.000
0.000
0.000
0.000
0.68
B
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
5.346
0.000
0.68
L3
47.25-0.00
A
0.000
0.000
0.000
0.000
0.61
B
0.000
0.000
0.000
0.000
0.00
C
0.000
0.000
5.103
0.000
0.57
Feed,Line Ce06' f Pressure f
Section
Elevation
CPx
CPz
CPx
CPz
Ice
Ice
ft
in
in
in
in
Ll
134.00-96.75
0.0000
0.8327
0.0000
0.5217
L2
96.75-47.25
0.0000
0.8485
0.0000
0.5259
L3
47.25-0.00
0.0000
0.8557
0.0000
0.5276
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Shielding Factor Ka .
Tower
Section
Feed Line
Record No.
Description
Feed Line
Segment
Elev.
K.
No Ice
KB
Ice
L1
2
Safety Line 3/8
96.75-
1.0000
1.0000
134.00
L1
3
Climbing Pegs
96.75 -
1.0000
1.0000
134.00
L2
2
Safety Line 3/8
47.25 -
1.0000
1.0000
96.75
L2
3
Climbing Pegs
47.25 -
1.0000
1.0000
96.75
L3
2
Safety Line 3/8
0.00 - 47.25
1.0000
1.0000
L3
3
Climbing Pegs
0.00 - 47.261
1.00001
1.0000
Discrete Tower Loads .., r}
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
It It ftz ftz K
ft °
Lighting Rod 3/4" x 3'
C
From Leg
0.00
0.0000
134.00
No Ice
0.23
0.23
0.03
0.00
1.50
(2) 800 10122 w/ Mount
A
From Leg
4.00
0.0000
132.00
No Ice
6.24
4.89
0.09
Pipe
0.00
1.00
(2) 800 10122 w/ Mount
B
From Leg
4.00
0.0000
132.00
No Ice
6.24
4.89
0.09
Pipe
0.00
1.00
(2) 800 10122 w/ Mount
C
From Leg
4.00
0.0000
132.00
No Ice
6.24
4.89
0.09
Pipe
0.00
1.00
800 10764 w/ Mount Pipe
A
From Leg
4.00
0.0000
132.00
No Ice
4.33
3.12
0.07
tnxTower Report - version 8.0.7.5
March 19, 2021
134 Ft Monopole Tower Structural Analysis CC/ BU No 5800245
Project Number CN7-925 / 2101398, Order 552715, Revision 2 Page 9
Description
Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ftz
CAAA
Side
ft
Weight
K
0.00
800 10764 wi Mount Pipe
B
From Leg
1.00
4.00
0.0000
132.00
No Ice
4.33
3.12
0.07
0.00
800 10764 wi Mount Pipe
C
From Leg
1.00
4.00
0.0000
132.00
No Ice
4.33
3.12
0.07
0.00
RRUS 11
A
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.78
1.19
0.05
0.00
RRUS 11
B
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.78
1.19
0.05
0.00
RRUS 11
C
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.78
1.19
0.05
0.00
(2) RRUS 11 B12
A
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
(2) RRUS 11 B12
B
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
(2) RRUS 11 B12
C
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
(2) RRUS 11 B2
A
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
1.00
(2) RRUS 11 B2
B
From Leg
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
(2) RRUS 11 B2
C
From Leg
1.00
4.00
0.0000
132.00
No Ice
2.83
1.18
0.05
0.00
(2) ETB19G8-12UB
A
From Leg
1.00
4.00
0.0000
132.00
No Ice
0.91
0.42
0.02
0.00
(2) ETB19G8-12UB
B
From Leg
0.00
4.00
0.0000
132.00
No Ice
0.91
0.42
0.02
0.00
(2) ETB19G8-12UB
C
From Leg
0.00
4.00
0.0000
132.00
No Ice
0.91
0.42
0.02
0.00
CBC819-DF
A
From Leg
0.00
4.00
0.0000
132.00
No Ice
0.45
0.07
0.00
0.00
CBC819-DF
B
From Leg
0.00
4.00
0.0000
132.00
No Ice
0.45
0.07
0.00
0.00
CBC819-DF
C
From Leg
0.00
4.00
0.0000
132.00
No Ice
0.45
0.07
0.00
0.00
0.00
DC6-48-60-18-8F
B
From Leg
4.00
0.0000
132.00
No Ice
0.92
0.92
0.02
0.00
8' x 2" Mount Pipe
A
From Leg
0.00
4.00
0.0000
132.00
No Ice
1.90
1.90
0.03
0.00
8' x 2" Mount Pipe
B
From Leg
0.00
4.00
0.0000
132.00
No Ice
1.90
1.90
0.03
_
0.00
8' x 2" Mount Pipe
C
From Leg
0.00
4.00
0.0000
132.00
No Ice
1.90
1.90
0.03
0.00
-
0.00
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
March 19, 2021
CC/ BU No 5800245
Page 10
Description
Face
Offset
Offsets:
Azimuth
Placement
CAAA
CAAA
Weight
or
Type
Horz
Adjustmen
Front
Side
Leg
Lateral
t
Vert
ft
ft
ft
ftz
K
ff
°
ft
Platform Mount [LP 303-1]
C
None
0.0000
132.00 No Ice
14.69
14.69
1.25
(2) 8' x 2" Mount Pipe
A
From Leg
4.00
0.0000
120.00 No Ice
1.90
1.90
0.03
0.00
(2) 8' x 2" Mount Pipe B From Leg
0.00
4.00 0.0000 120.00 No Ice 1.90 1.90 0.03
0.00
0.00
(2) 8' x 2" Mount Pipe C From Leg
4.00 0.0000 120.00 No Ice 1.90 1.90 0.03
0.00
0.00
Platform Mount [LP 303- C None
0.0000 120.00 No Ice 17.09 17.09 1.50
1_HR-1]
FFHH-65C-R3 w/ Mount
A
From Leg
4.00
0.0000
120.00
No Ice
12.97
6.20
0.16
Pipe
0.00
FFHH-65C-R3 w/ Mount
B
From Leg
3.00
4.00
0.0000
120.00
No Ice
12.97
6.20
0.16
Pipe
0.00
3.00
FFHH-65C-R3 w/ Mount
B
From Leg
4.00
0.0000
120.00
No Ice
12.97
6:20
0.16
Pipe
0.00
AIR6449 B41_T-MOBILE
A
From Leg
3.00
4.00
0.0000
120.00
No Ice
5.87
3.27
0.13
w/ Mount Pipe
0.00
AIR6449 B41_T-MOBILE
B
From Leg
3.00
4.00
0.0000
120.00
No Ice
5.87
3.27
0.13
wl Mount Pipe
0.00
3.00
AIR6449 B41_T-MOBILE
C
From Leg
4.00
0.0000
120.00
No Ice
5.87
3.27
0.13
w/ Mount Pipe
0.00
3.00
RADIO 4460 132/1325
A
From Leg
4.00
0.0000
120.00
No Ice
2.14
1.69
0.11
B66 TMO
0.00
3.00
RADIO 4460 132/1325
B
From Leg
4.00
0.0000
120.00
No Ice
2.14
1.69
0.11
B66 TMO
0.00
3.00
RADIO 4460 B2/1325
C
From Leg
4.00
0.0000
120.00
No Ice
2.14
1.69
0.11
B66 TMO
0.00
3.00
RADIO 4480 B71 TMO
A
From Leg
4.00
0.0000
120.00
No Ice
2.85
1.38
0.09
0.00
3.00
RADIO 4480 B71_TMO
B
From Leg
4.00
0.0000
120.00
No Ice
2.85
1.38
0.09
0.00
3.00
RADIO 4480 B71 TMO
C
From Leg
4.00
0.0000
120.00
No Ice
2.85
1.38
0.09
0.00
3.00
ry .
..Load' Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 30 deg - No Ice
5 0.9 Dead+1.0 Wind 30 deg - No Ice
6 1.2 Dead+1.0 Wind 60 deg - No Ice
7 0.9 Dead+1.0 Wind 60 deg - No Ice
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
Comb. Description
No.
8 1.2 Dead+1.0 Wind 90 deg - No Ice
9 0.9 Dead+1.0 Wind 90 deg - No Ice
10 1.2 Dead+1.0 Wind 120 deg - No Ice
11 0.9 Dead+1.0 Wind 120 deg - No Ice
12 1.2 Dead+1.0 Wind 150 deg - No Ice
13 0.9 Dead+1.0 Wind 150 deg - No Ice
14 1.2 Dead+1.0 Wind 180 deg - No Ice
15 0.9 Dead+1.0 Wind 180 deg - No Ice
16 1.2 Dead+1.0 Wind 210 deg - No Ice
17 0.9 Dead+1.0 Wind 210 deg - No Ice
18 1.2 Dead+1.0 Wind 240 deg - No Ice
19 0.9 Dead+1.0 Wind 240 deg - No Ice
20 1.2 Dead+1.0 Wind 270 deg - No Ice
21 0.9 Dead+1.0 Wind 270 deg - No Ice
22 1.2 Dead+1.0 Wind 300 deg - No Ice
23 0.9 Dead+1.0 Wind 300 deg - No Ice
24 1.2 Dead+1.0 Wind 330 deg - No Ice
25 0.9 Dead+1.0 Wind 330 deg - No Ice
26 Dead+Wind 0 deg - Service
27 Dead+Wind 30 deg - Service
28 Dead+Wind 60 deg - Service
29 Dead+Wind 90 deg - Service
30 Dead+Wind 120 deg - Service
31 Dead+Wind 150 deg - Service
32 Dead+Wind 180 deg - Service
33 Dead+Wind 210 deg - Service
34 Dead+Wind 240 deg - Service
35 Dead+Wind 270 deg - Service
36 Dead+Wind 300 deg - Service
37 Dead+Wind 330 deg - Service
March 19, 2021
CCI BU No 5800245
Page 11
Maximum Member Forces,
a ..f
Sectio Elevation
Component
Condition
Gov.
Axial
Major Axis
Minor Axis
n It
Type
Load
Moment
Moment
No
Comb
K
kip-ft.
kipdt
1-1 134 - 96.75
Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
18
-9.67
358.29
-202.73
Max. Mx
8
-9.64
-422.60
-9.17
Max. My
14
-9.64
-10.65
-421.02
Max. Vy
8
17.10
-422.60
-9.17
Max. Vx
14
17.10
-10.65
-421.02
Max. Torque
14
3.90
L2 96.75 - Pole Max Tension
1
0.00
0.00
0.00
47.25
Max. Compression
18
-22.00
1197.54
-676.43
Max. Mx
8
-21.98
-1402.82
-28.54
Max. My
14
-21.98
-29.96
-1401.38
Max. Vy
8
24.51
-1402.82
-28.54
Max. Vx
14
24.51
-29.96
-1401.38
Max. Torque
14
3.90
L3 47.25 - 0 Pole Max Tension
1
0.00
0.00
0.00
Max. Compression
18
-42.32
2528.09
-1432.62
Max. Mx
8
-42.32
-2951.51
-50.07
Max. My
14
-42.32
-51.25
-2950.33
Max. Vy
8
33.54
-2951.51
-50.07
Max. Vx
14
33.54
-51.25
-2950.33
Max. Torque
14
3.89
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
Location Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
K
K
K
Comb.
Pole Max. Vert
8
42.34
-33.52
-0.39
Max. H.
20
42.34
33.52
0.39
Max. H=
2
42.34
0.39
33.52
Max. M.
2
2949.16
0.39
33.52
Max. M=
8
2951.51
-33.52
-0.39
Max. Torsion
14
3.89
-0.39
-33.52
Min. Vert
13
31.75
-17.10
-29.23
Min. H.
8
42.34
-33.52
-0.39
Min. H=
14
42.34
-0.39
-33.52
Min. Mx
14
-2950.33
-0.39
-33.52
Min. M.
20
-2947.97
33.52
0.39
Min. Torsion
2
-3.76
0.39
33.52
March 19, 2021
CCI BU No 5800245
Page 12
Load
Vertical
Shear,,
Shear,
Overtuming
Overturning
Torque
Combination
Moment M.
Moment K
K
K
K
kip-ft
kip-ft
k_ i�ft,
Dead Only
35.28
0.00
0.00
-33.52
0.48
-2949.16
1.43
47.72
0.00
3.76
1.2 Dead+1.0 Wind 0 deg -
42.34
-0.39
No Ice
0.9 Dead+1.0 Wind 0 deg -
31.75
-0.39
-33.52
-2933.69
47.88
3.73
No Ice
1.2 Dead+1.0 Wind 30 deg -
42.34
16.42
-28.83
-2529.28
-1433.81
3.35
No Ice
0.9 Dead+1.0 Wind 30 deg -
31.75
16.42
-28.83
-2516.04
-1425.80
3.33
No Ice
1.2 Dead+1.0 Wind 60 deg -
42.34
28.83
-16.42
-1431.46
-2531.63
2.08
No Ice
0.9 Dead+1.0 Wind 60 deg -
31.75
28.83
-16.42
-1424.06
-2517.79
2.06
No Ice
1.2 Dead+1.0 Wind 90 deg -
42.34
33.52
0.39
50.07
-2951.51
0.22
No Ice
0.9 Dead+1.0 Wind 90 deg -
31.75
33.52
0.39
49.63
-2935.43
0.22
No Ice
1.2 Dead+1.0 Wind 120 deg
42.34
29.23
17.10
1518.29
-2581.01
-1.75
- No Ice
0.9 Dead+1.0 Wind 120 deg
31.75
29.23
17.10
1510.07
-2566.88
-1.73
- No Ice
1 2 Dead+1 0 Wind 150 deg
42.34
17.10
29.23
2579.83
-1519.46
-3.27
- No Ice
0.9 Dead+1.0 Wind 150 deg
31.75
17.10
29.23
2566.01
-1510.94
-3.24
- No Ice
1.2 Dead+1.0 Wind 180 deg
42.34
0.39
33.62
2950.33
-51.25
-3.89
- No Ice
0.9 Dead+1.0 Wind 180 deg
31.75
0.39
33.52
2934.56
-50.50
-3.86
- No Ice
1.2 Dead+1.0 Wind 210 deg
42.34
-16.42
28.83
2530.44
1430.28
-3.42
- No Ice
0.9 Dead+1.0 Wind 210 deg
31.75
-16.42
28.83
2516.91
1423.18
-3.40
- No Ice
1.2 Dead+1.0 Wind 240 deg
42.34
-28.83
16.42
1432.62
2528.09
-2.01
- No Ice
0.9 Dead+1.0 Wind 240 deg
31.75
-28.83
16.42
1424.92
2515.17
-2.00
- No Ice
1.2 Dead+1.0 Wind 270 deg
42.34
-33.52
-0.39
-48.90
2947.97
-0.08
- No Ice
0.9 Dead+1.0 Wind 270 deg
31.75
-33.52
-0.39
48.75
2932.81
-0.09
- No Ice
1.2 Dead+1.0 Wind 300 deg
42.34
-29.23
-17.10
-1517.11
2577.48
1.81
- No Ice
0.9 Dead+1.0 Wind 300 deg
31.75
-29.23
-17.10
-1509.19
2564.26
1.80
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
March 19, 2021
CC/ BU No 5800245
Page 13
Load
Vertical
Shear.,
Shear,
Overturning
Overturning
Torque
Combination
Moment M.,
Moment, M,
K
K
K
kip-ft
kip-ft
kip-ft
- No Ice
1.2 Dead+1.0 Wind 330 deg
42.34
-17.10
-29.23
-2578.66
1516.93
3.20
- No Ice
0.9 Dead+1.0 Wind 330 deg
31.75
-17.10
-29.23
-2565.13
1508.32
3.18
- No Ice
Dead+Wind 0 deg - Service
35.28
-0.05
-4.55
-398.94
5.23
0.52
0.46
Dead+Wind 30 deg - Service
35.28
2.23
-3.92
-342.08
-195.38
-344.04
0.28
Dead+Wind 60 deg - Service
35.28
3.92
-2.23
-193.43
7.18
-400.90
0.02
Dead+Wind 90 deg - Service
35.28
4.55
3.97
0.05
2.32
206.00
-350.73
-0.24
Dead+Wind 120 deg -
35.28
Service
Dead+Wind 150 deg -
35.28
2.32
3.97
349.75
-206.99
-0.44
Service
Dead+Wind 180 deg -
35.28
0.05
4.55
399.92
-8.17
-0.52
Service
Dead+Wind 210 deg -
35.28
-2.23
3.92
343.05
192.44
-0.46
Service
Dead+Wind 240 deg -
35.28
-3.92
2.23
194.40
341.10
-0.28
Service
Dead+Wind 270 deg -
35.28
-4.55
-0.05
-6.21
397.96
-0.02
Service
Dead+Wind 300 deg -
35.28
-3.97
-2.32
-205.03
347.80
0.24
Service
Dead+Wind 330 deg -
35.28
-2.32
-3.97
-348.78
204.05
0.44
Service
Solution Suimma
Sum of Applied Forces
Sum of Reactions
Load
PX
PY
PZ
PX
PY
PZ
%Error
Comb.
1
K
0.00
K
-35.28
K
0.00
K
0.00
K
35.28
K
0.00
0.000%
2
-0.39
-42.34
-33.52
0.39
42.34
33.52
0.000%
3
-0.39
-31.75
-33.52
0.39
31.75
33.52
0.000%
4
16.42
-42.34
-28.83
-16.42
42.34
28.83
0.000%
5
16.42
-31.75
-28.83
-16.42
31.75
28.83
0.000%
6
28.83
-42.34
-16.42
-28.83
42.34
16.42
0.000%
7
28.83
-31.75
-16.42
-28.83
31.75
16.42
0.000%
8
33.52
-42.34
0.39
-33.52
42.34
-0.39
0.000%
9
33.52
-31.75
0.39
-33.52
31.75
-0.39
0.000%
10
29.23
-42.34
17.10
-29.23
42.34
-17.10
0.000%
11
29.23
-31.75
17.10
-29.23
31.75
-17.10
0.000%
12
17.10
-42.34
29.23
-17.10
42.34
-29.23
0.000%
13
17.10
-31.75
29.23
-17.10
31.75
-29.23
0.000%
14
0.39
-42.34
33.52
-0.39
42.34
-33.52
0.000%
15
0.39
-31.75
33.52
-0.39
31.75
-33.52
0.000%
16
-16.42
-42.34
28.83
16.42
42.34
-28.83
0.000%
17
-16.42
-31.75
28.83
16.42
31.75
-28.83
0.000%
18
-28.83
-42.34
16.42
28.83
42.34
-16.42
0.000%
19
-28.83
-31.75
16.42
28.83
31.75
-16.42
0.000%
20
-33.52
-42.34
-0.39
33.52
42.34
0.39
0.000%
21
-33.52
-31.75
-0.39
33.52
31.75
0.39
0.000%
22
-29.23
-42.34
-17.10
29.23
42.34
17.10
0.000%
23
-29.23
-31.75
-17.10
29.23
31.75
17.10
0.000%
24
-17.10
-42.34
-29.23
17.10
42.34
29.23
0.000%
25
-17.10
-31.75
-29.23
17.10
31.75
29.23
0.000%
26
-0.05
-35.28
-4.55
0.05
35.28
4.55
0.000%
27
2.23
-35.28
-3.92
-2.23
35.28
3.92
0.000%
28
3.92
-35.28
-2.23
-3.92
35.28
2.23
0.000%
29
4.55
-35.28
0.05
-4.55
35.28
-0.05
0.000%
30
3.97
-35.28
2.32
-3.97
35.28
-2.32
0.000%
31
2.32
-35.28
3.97
-2.32
35.28
-3.97
0.000%
32
0.05
-35.28
4.55
-0.05
35.28
-4.55
0.000%
33
-2.23
-35.28
3.92
2.23
35.28
-3.92
0.000%
34
-3.92
-35.28
2.23
3.92
35.28.
-2.23
0.000%
35
-4.55
-35.28
-0.05
4.55
35.28
0.05
0.000%
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
March 19, 2021
CC/ BU No 5800245
Page 14
Sum of Applied Forces
Sum of Reactions
Load
PX
PY
PZ
PX
PY
PZ % Error
Comb.
K
K
K
K
K
K
36
-3.97
-35.28
-2.32
3.97
35.28
2.32 0.000%
37
-2.32
-35.28
-3.97
2.32
35.28
3.97 0.000%
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1
Yes
4
0.00000001
0.00uuuuUI
2
Yes
4
0.00000001
0.00030298
3
Yes
4
0.00000001
0.00018671
4
Yes
5
0.00000001
0.00004226
5
Yes
4
0.00000001
0.00097523
6
Yes
5
0.00000001
0.00003388
7
Yes
4
0.00000001
0.00078516
8
Yes
4
0.00000001
0.00009352
9
Yes
4
0.00000001
0.00005715
10
Yes
5
0.00000001
0.00003772
11
Yes
4
0.00000001
0.00087498
12
Yes
5
0.00000001
0.00004518
13
Yes
5
0.00000001
0.00001960
14
Yes
4
0.00000001
0.00045161
15
Yes
4
0.00000001
0.00027785
16
Yes
5
0.00000001
0.00003239
17
Yes
4
0.00000001
0.00076329
18
Yes
5
0.00000001
0.00003956
19
Yes
4
0.00000001
0.00091477
20
Yes
4
0.00000001
0.00006010
21
Yes
4
0.00000001
0.00003664
22
Yes
5
0.00000001
0.00004230
23
Yes
4
0.00000001
0.00097979
24
Yes
5
0.00000001
0.00003602
25
Yes
4
0.00000001
0.00083887
26
Yes
4
0.00000001
0.00000878
27
Yes
4
0.00000001
0.00001130
28
Yes
4
0.00000001
0.00000575
29
Yes
4
0.00000001
0.00000001
30
Yes
4
0.00000001
0.00000620
31
Yes
4
0.00000001
0.00001169
32
Yes
4
0.00000001
0.00000927
33
Yes
4
0.00000001
0.00000728
34
Yes
4
0.00000001
0.00000854
35
Yes
4
0.00000001
0.00000001
36
Yes
4
0.00000001
0.00000862
37
Yes
4
0.00000001
0.00000752
Maxiimuirn`,Towe,ruDeflectioins = Service *` ,-
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
°
L1
134 - 96.75
7.701
30
0.6004
0.0050
L2
100.75 - 47.25
4.004
30
0.4054
0.0018
L3
53.25 - 0
1.057
30
0.1884
0.0004
tnxTower Report - version 8.0.7.5
March 19, 2021
134 Ft Monopole Tower Structural Analysis CC/ BU No 5800245
Project Number CN7-925 / 2101398, Order 552715, Revision 2 Page 15
f Ccal`De, flecfi ons.and
ik - S:of, Curs ature - Service
.,r ,..:
Radius of
Elevation
Appurtenance
Gov.
Deflection
Tilt
Twist
Load
Curvature
Comb.
in
ft
134.00
Lighting Rod 3/4" x 3'
30
7.701
0.6004
0.0050
50966
132.00
(2) 800 10122 w/ Mount Pipe
30
7.461
0.5882
0.0048
50966
120.00
(2) 8' x 2" Mount Pipe
30
6.044
0.5156
0.0035 _
18202
. r
Maximum Tower Deflections ` Desin Wind, , :{
Section
Elevation
Horz.
Gov.
Tilt
Twist
No.
Deflection
Load
ft
in
Comb.
°
L1
134 - 96.75
56.381
10
4.3763
0.0359
L2
100.75 - 47.25
29.420
10
2.9745
0.0129
L3
53.25 - 0
7.782
10
1.3862
0.0032
hr
Critical.Deflectionsand`Rad'iusof�Curvature .Desi
i
n�Wm�d
Radius of
Elevation
Appurtenance
Gov.
Deflection
Tilt Twist
Load
Curvature
ft
Comb.
in
o oft
134.00
Lighting Rod 3/4" x 3'
10
56.381
4.3763 0.0377
7135
132.00
(2) 800 10122 w/ Mount Pipe
10
54.635
4.2889 0.0360
7135
120.00
(2) 8' x 2" Mount Pipe
10
44.309
3.7683 0.0261
2547
Com ression jChecks k x
e D Pol
a,r aG3
n;Dat e
}
Ratio
Section
Elevation
Size
L
Lu
KI/r
A
P"
Wn
No.
Pa
ft
ft
It
inz
K
K
�P"
L1
134 - 96.75
TP27.77xl6x0.25
37.25
0.00
0.0
20.834
-9.61
1218.80
0.008
(1)
2
L2
96.75 - 47.25
TP42.9146.00614.5
53.50
0.00
0.0
64.296
-21.96
3761.32
0.006
(2)
1
L3
47.25-0(3)
TP56.84x40.01424.5
53.25
0.00
0.0
89.411
-42.32
5230.58
0.008
6
Pole Bendin Deli
Section
Elevation Size
M x
�m x
Ratio
M"y
Wny
Ratio
No.
Mux
Muy
ft
kip-ft
kip-ft
�Mox
KIP-n
kip-ft
�m,
L1
134 - 96.75 TP27.77xl6x0.25
430.24
813.50
0.529
0.00
813.50
0.000
(1)
L2
96.75 - 47.25 TP42.91x26.00614.5
1427.19
3962.03
0.360
0.00
3962.03
0.000
L3 47.25-0(3) TP56.84x40.01420.5 2994.47 7348.56 0.407 0.00 7348.56 0.000
tnxTower Report - version 8.0.7.5
134 Ft Monopole Tower Structural Analysis
Project Number CN7-925 / 2101398, Order 552715, Revision 2
March 19, 2021
CCI BU No 5800245
Page 16
Section
Elevation
Size
Actual
V„
Ratio Actual
T„
Ratio
No.
Vo
Vu Tu
Tu
ft
K
K
OV„ kip-ft
kip-ft
�T„
L1
134:96.75
TP27.77xl6x0.25
17.45
365.64
0.048 1.75
840.75
0.002
L2
96.75 (1)- 47.25
TP42.91x26.00614.5
24.86
1128.40
0.022 1.75
4003.59
0.000
L3
47.25-0(3)
TP56.84x40.01424.5
- 33.88
1569.17
0.022 1.75
7742.26
0.000
Pole Interaction DesIgo,
=Data
Section
Elevation
Ratio Ratio
Ratio
Ratio Ratio
Comb.
Allow.
Criteria
No.
PU Mox
M,,,,
VU TU
Stress
Stress
ft
Wn �M.
Wny
�V �T
Ratio
Ratio
L1
134 - 96.75
0.008 0.529
0.000
0.048 0.002
0.539
1.050
4.8.2
L2
96.75 (1)- 47.25
0.006 0.360
0.000
0.022 0.000
0.367
1.050
4.8.2
L3
47.25-0(3)
0.008 0.407
0.000
0.022 0.000
0.416
1.050
4.8.2
Section
Elevation
Component
Size
Critical
P
K
opayow
K
%
Capacity
Pass
Fail
No.
ft
Type
Element
L1
134 - 96.75
Pole
TP27.77xl6x0.25
1
-9.61
1279.74
51.4
Pass
L2
96.75 - 47.25
Pole
TPQAU26.00610.5
2
-21.96
3949.39
34.9
Pass
L3
47.25-0
Pole
TP56.84x40.01420.5
3
-42.32
5492.11
39.6
Pass
Summary
Pole (1-1)
51.4
Pass
RATING =
51.4
Pass
tnxTower Report - version 8.0.7.5
APPENDIX B
BASE LEVEL DRAWING
tnxTower Report - version 8.0.7.5
(OTHER CONSIDERED EQUII
(3) 5/16- TO 132 FT LE%
(1) 3/8- TO 132 FT LEVE
(2) 3/4" TO 132 FT LEVE
(15) 1-5/B' TO 132 FT
(PROPOSED EQUIPMENT C
(12) 1-5/8- TO 120 FT
BUSINESS UNR:5800245 TOWER ID:C_BASELEVEL
APPENDIX C
ADDITIONAL CALCULATIONS
tnxTower Report - version 8.0.7.5
Monopole Base Plate Connection
Site Info
BU # u=,: 7580Q245 , ,
Site Name Fox`
Order# ",552715A 2 ;"
Analysis Considerations
TIA-222 Revision ° H:
Grout Considered: I No
Applied Loads
Moment (ki ft) 2994.46
Axial Force (kips) ; 42:33
Shear Force (kips) 33.88
•TIA-222-HSection 15.5Applied
CCCASTLE
CROWN
Lnn-
1010 -- --o
PropertiesConnection
Anchor Rod Data Anchor Rod Summary (units of kips, kip -in)
(24) 2-1/4" 0 bolts (A615-75 N, Fy=75 ksi, Fu=100 ksi) on 63.5" BC Pu_c = 96.03 (�Pn_c = 268.39 Stress Rating
Anchor Spacing: 6 in Vu =1.41 (�Vn=120.77 34.15'0
Mu = n/a 4)Mn = n/a Pass
Base Plate Data
66.5" W x 3" Plate (A572-50; Fy=50 ksi, Fu=65 ksi); Clip: 17 in
Stiffener Data
N/A
Pole Data
56.84" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Base Plate Summary
Max Stress (ksi): 11.82 (Flexural)
Allowable Stress (ksi): 45
Stress Rating: 25.01% Pass
CClplate - Version 4.0.1 Analysis Date: 2021-03-19
Drilled Pier Foundation
5800245
Site Name:]Fox,-
Order Number: 5527-15"Rev. 2-1
TIA 222 Revison:
Tower Type: 1:, ,- Mono ole
LoadsApplied
Comp. Uplift
Moment ki ft
= 2994.46
Axial Force (kips)
1 '' 42.34
Shear Force (kips)
_ -,33.86
PropertiesMaterial
Concrete Strength, fc:
,`• ' 3 ksi
Rebar Strength, F :.°._
... " 60 ksi
Tie Yield Strength, F :
601 ksi
Pier Design Data
De th ;, ., ' . ' 40 ft
F)d. Above Grade , '..' 0:5 ft
Pier Section 1
From O.S above grade 10 40' below
grade
Pier Diameter
''7:
ft
Rebar Quantit
' .' 36
Rebar Size
:'11
Clear Cover to Ties
'4,'x- _ ; -z A
in
Tie Size
- 5
Tie S acin
; 18
in
Analysis Results
c^ii i �fe i rh.A, CmmnrP.SSion UDliff
" ".- _D -," (ft from TOC)
10.41
-
::SoiGSafety Factoe
9.19
�,, . ,Max Moment (kip=ft)
3255.54
-
s Rating*
13.8%
-
Sc,;! vert;_i rh-L- r:mmnrassinn UDrrn
Skin Friction (kips)
868.62
-
T` EndBearing (_kips)
173.18
-
-' Weight of"Concrete.(kips)
186.89
-
Total :Capacity (kips)
1041.80
-
' Axial,(kips)
229.23
-
,'Rating' 21.0%
-
inun
Critical Depth (ft fromTOQ
10.49
-
w4 t.Critical,Moment:.(kip-ft)
3255.51
-
== Critical Moment Capacity
8315.21
-
Rating*
37.3%
-
oeinfnrroer rn -t. Qhaar CnmDrassron UDIRr
Critical `Depth (ftfromTO. C)
29.38
-
Critical Shear;(kip)
'=
234.07
-
Critical'Shear Capacity
581.55
-
w Ratings
38.3%
-
SoillnteractionRatiiig'! 21.0%
¢tructural Foundation Rating! 1 38.3%
*Rating per TIA-222-H Section 15.5
CROWN
CASTLE
Check Limitation
Apply TIA-222-H Section 15.5:
NIA ' -
Shear Design Options
Check Shear alonq Depth of Pier:
Utilize Shear -Friction Methodology
Override Critical De theffl]
(jo to Sou caicuianons
a a
r
Angle of
A
Calculated `
Cakulafed '
Ultimate Skin`
timate Sk
U 1 m
"I Grossr
'SPT
;
:Top
Bottom %
Thickness
; V.on
ym�eo•
;. Cohesion,. ..
Friction
Ultimate Skin
Ultimate Skin
, __,
Friction Comp
F nUphft
Bearing
,
Blow
Sod Type -_
layer
ft
( )
ft : ;
(1
(ft1:
(F cf)
(P_l
lksfl
�-
: (degrees)
Friction Com p
Friction Uplift
Override '
rri a (ksf)
Ove d
capacity ,
_ Count:
,
(ksf)
(ksf)
r� (ksf),.
-
(ksf
1
0
3.5
3.5
150
0
= 0
0,000
0.000
0.00
0.00
Cahesionless
3.5
'75
4
_,120
""120
15077
0
� _ -30
0.781
0.781
18.5
Cohesionless
.2
3
7.5
_ • -__1B
10.5
=, k 5$
87 6
0.'p
= 30
1563
1.0631
13
Cohesionless
- 41
181,
_
_= : 401
22
: -681
87.8
, �� °" ` 01
341
1.7451
1.745
��-
, '6
:a '461
Cohesionless.
Version 4.2.3
,SCE
AMEiICAN SOCIETY OF CML ENGINOS
Address:
No Address at This
Location
Wind
Results:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 18.54 ft (NAVD 88)
Risk Category: II Latitude: 27.481714
Soil Class: D - Stiff Soil Longitude:-80.375744
Wind Speed:
158 Vmph
10-year MRI
87 Vmph
25-year MRI
106 Vmph
50-year MRI
118 Vmph
100-year MRI
130 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Fri Mar 19 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings shall be protected
against wind-borne debris as specified in Section 26.12.3.
httas://asce7hazardtool.online/ Page 1 of 3 Fri Mar 19 2021
.Asa,
AMEFOGM SOCIETY OF CML ENGINOS
Seismic
Site Soil Class:
D - Stiff Soil
Results:
SS :
0.05
S, :
0.028
Fa
1.6
F„ ;
2.4
SMS
0.08
SM,
0.068
SDS
0.053
Seismic Design Category
A
0.
a
0
0
0
0
0
0
0.
0.
0.
0
0
0
0
at
MCER Response Spectrum
08
O7-
OS
z'
04I
1
03
02 &__ ,
a�
«y� d
n+ 1 2 3 4 8 6 7 8
Sa(9) vs I (s)
W.F. Vertirnl Resnonse Snectrum
M saA_----
040-
035- N,pY
N1�4�W t� Y
Cn
.030— �'� � � � ��7 a
o tfiy y}} �a�g p't
L
020
a �r
0 Sa(1.0 t 5
9) vs T(s)
SDI 0.045
TL : 8
PGA: 0.023
PGA M : 0.037
F PGA 1.6
le : 1
C„ : 0.7
0A
o.t
0A
01
01
0.1
I
2.0
Ilacinn RacnnnSP_ Rne_rtnim
5-
5-
4-
3
r� =jai
♦ S. ��{�
�.
1 C r R 7 4 i
Sa (9) vs T(s) - -
Data Accessed: Fri Mar 19 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
httas://asce7hazardtool.online/ Page 2 of 3 Fri Mar 19 2021
Sa(9) vs I (s)
W.F. Vertirnl Resnonse Snectrum
M saA_----
040-
035- N,pY
N1�4�W t� Y
Cn
.030— �'� � � � ��7 a
o tfiy y}} �a�g p't
L
020
a �r
0 Sa(1.0 t 5
9) vs T(s)
SDI 0.045
TL : 8
PGA: 0.023
PGA M : 0.037
F PGA 1.6
le : 1
C„ : 0.7
0A
o.t
0A
01
01
0.1
I
2.0
Ilacinn RacnnnSP_ Rne_rtnim
5-
5-
4-
3
r� =jai
♦ S. ��{�
�.
1 C r R 7 4 i
Sa (9) vs T(s) - -
Data Accessed: Fri Mar 19 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
httas://asce7hazardtool.online/ Page 2 of 3 Fri Mar 19 2021
0 Sa(1.0 t 5
9) vs T(s)
SDI 0.045
TL : 8
PGA: 0.023
PGA M : 0.037
F PGA 1.6
le : 1
C„ : 0.7
0A
o.t
0A
01
01
0.1
I
2.0
Ilacinn RacnnnSP_ Rne_rtnim
5-
5-
4-
3
r� =jai
♦ S. ��{�
�.
1 C r R 7 4 i
Sa (9) vs T(s) - -
Data Accessed: Fri Mar 19 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
httas://asce7hazardtool.online/ Page 2 of 3 Fri Mar 19 2021
0A
o.t
0A
01
01
0.1
I
2.0
Ilacinn RacnnnSP_ Rne_rtnim
5-
5-
4-
3
r� =jai
♦ S. ��{�
�.
1 C r R 7 4 i
Sa (9) vs T(s) - -
Data Accessed: Fri Mar 19 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
httas://asce7hazardtool.online/ Page 2 of 3 Fri Mar 19 2021
Sa (9) vs T(s) - -
Data Accessed: Fri Mar 19 2021
Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16
Table 1.5-2. Additional data for site -specific ground motion procedures in
accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.
httas://asce7hazardtool.online/ Page 2 of 3 Fri Mar 19 2021
ASCE
AMERICAN SOCIETY OF CML ENGINET RS
Ice
Results:
Ice Thickness: 0.00 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Data Source: Standard ASCE/SET 7-16, Figs. 10-2 through 10-8
Date Accessed: Fri Mar 19 2021
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
httos://asce7hazardtool.online/ Page 3 of 3 Fri Mar 19 2021