HomeMy WebLinkAbout9936426tnxTower Report - version 8.1.1.0
Date: August 13, 2021
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
(724) 416-2000
Subject: Structural Analysis Report
Carrier Designation: DISH Network Co-Locate
Site Number: MIMIA00169A
Site Name: FL-CCI-T-813722
Crown Castle Designation: BU Number: 813722
Site Name: W INDRIO BRA351
JDE Job Number: 643565
Work Order Number: 1964296
Order Number: 551657 Rev. 1
Engineering Firm Designation: Crown Castle Project Number: 1964296
Site Data: 12888 Indrio Rd., Ft. Pierce, St. Lucie County, FL
Latitude 27° 31' 33.7'', Longitude -80° 27' 19.7''
120.5 Foot - Monopole Tower
Crown Castle 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 155 mph as required bythe 2020 Florida Building
Code, 7th Edition. Applicable Standard references and design criteria are listed in Section 2 - ''Analysis Criteria''.
Structural analysis prepared by: Roy Zhou
Respectfully submitted by:
Eric S. Stover, P.E.
Engineering Supervisor
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 2
tnxTower Report - version 8.1.1.0
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
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 3
tnxTower Report - version 8.1.1.0
1) INTRODUCTION
This tower is a 120.5 ft Monopole tower designed by FWT INC..
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 155 mph
Exposure Category: C
Topographic Factor: 1
Service Wind Speed: 60 mph
Table 1 - Proposed Equipment Configuration
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
114.0 114.0
3 fujitsu TA08025-B604
1 1-1/2
3 fujitsu TA08025-B605
3 jma wireless MX08FRO665-21 w/ Mount Pipe
1 raycap RDIDC-9181-PF-48
1 tower mounts Commscope MC-PK8-DSH
Table 2 - Other Considered Equipment
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
121.0
124.0 3 ericsson TME-RRUS-11
12
3
1
2
1-5/8
5/16
3/8
3/4
123.0
3 ericsson TME-RRUS-11
6 kathrein 800 10122 w/ Mount Pipe
3 kathrein 800 10764 w/ Mount Pipe
12 kathrein 860 10025
1 raycap DC6-48-60-18-8F
4 rfs celwave ATM192012B-0
2 rfs celwave ATM19801712-0
6 rfs celwave FDGW5504/3C-3L
121.0 1 tower mounts Miscellaneous [NA 502-1]
1 tower mounts Side Arm Mount [SO 101-3]
96.0 98.0 9 decibel DB848H90E-XY w/ Mount Pipe 9 1-5/8 96.0 1 tower mounts Platform Mount [LP 303-1]
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Reference Source
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 1173534 CCISITES
4-TOWER MANUFACTURER DRAWINGS 216137 CCISITES
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 4
tnxTower Report - version 8.1.1.0
3.1) Analysis Method
tnxTower (version 8.1.1.0), 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. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 4 - Section Capacity (Summary)
Section
No. Elevation (ft) Component
Type Size Critical
Element P (K) SF*P_allow
(K) %
Capacity Pass / Fail
L1 120.5 -
90.1693 Pole TP37.405x24x0.25 1 -10.09 1706.85 25.2 Pass
L2 90.1693 -
45.6719 Pole TP56.569x34.7689x0.375 2 -20.79 3874.25 28.4 Pass
L3 45.6719 - 0 Pole TP76x52.6162x0.4375 3 -43.40 6445.20 30.2 Pass
Summary
Pole (L3) 30.2 Pass
Rating = 30.2 Pass
Table 5 - Tower Component Stresses vs. Capacity – LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 24.8 Pass
1 Base Plate 0 15.5 Pass
1, 2 Base Foundation (Compared w/ Design
Loads) 0 37.9 Pass
Structure Rating (max from all components) = 37.9%
Notes:
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
2) Foundation capacity determined by comparing analysis reactions to original design reactions.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 5
tnxTower Report - version 8.1.1.0
APPENDIX A
TNXTOWER OUTPUT
The Pathway to Possible
Crown Castle
2000 Corporate Drive
Canonsburg, PA 15317
Phone: (724) 416-2000
FAX:
Job: PSEC 9163 (for AT&T)
Project: 813722 - W INDRIO BRA351
Client: CROWN CASTLE Drawn by: RZhou App'd:
Code: TIA-222-H Date: 08/13/21 Scale: NTS
Path: C:\Users\RZhou\Desktop\Work Area\813722\WO 1964296 - SA\Prod\813722_RPA.eri Dwg No. E-1
120.5 ft
90.2 ft
45.7 ft
0.0 ft
REACTIONS - 155 mph WIND
TORQUE 1 kip-ft
37 K
SHEAR
3024 kip-ft
MOMENT
43 K
AXIAL
ARE FACTORED
ALL REACTIONS
Section123 Length (ft)30'3-31/32"49'3-31/32"52'11-1/32" Number of Sides181818 Thickness (in)0.25000.37500.4375 Socket Length (ft)4'9-31/32"7'3" Top Dia (in)24.000034.768952.6162 Bot Dia (in)37.405056.569076.0000 GradeA572-65 Weight (K)2.59.016.027.5MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 155 mph basic wind in accordance with the TIA-222-H Standard.
3. Deflections are based upon a 60 mph wind.
4. Tower Risk Category II.
5. Topographic Category 1 with Crest Height of 0'
6. TOWER RATING: 30.2%
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 6
tnxTower Report - version 8.1.1.0
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
x Tower base elevation above sea level: 19'.
x Basic wind speed of 155 mph.
x Risk Category II.
x Exposure Category C.
x Simplified Topographic Factor Procedure for wind speed-up calculations is used.
x Topographic Category: 1.
x Crest Height: 0'.
x Deflections calculated using a wind speed of 60 mph.
x A non-linear (P-delta) analysis was used.
x Pressures are calculated at each section.
x Stress ratio used in pole design is 1.
x Tower analysis based on target reliabilities in accordance with Annex S.
x Load Modification Factors used: Kes(Fw) = 0.95.
x Maximum demand-capacity ratio is: 1.05.
x Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not
considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments - Diagonals ¥ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification ¥ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
¥ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable
¥ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice ¥ Bypass Mast Stability Checks ¥ Consider Feed Line Torque
Always Use Max Kz ¥ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile ¥ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist.
Exemption
Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice
Exemption
Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
Secondary Horizontal Braces Leg ¥ Sort Capacity Reports By Component ¥ Include Shear-Torsion Interaction
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs ¥ Pole Without Linear Attachments
Pole With Shroud Or No
Appurtenances
Outside and Inside Corner Radii Are
Known
Tapered Pole Section Geometry
Section Elevation
ft
Section
Length
ft
Splice
Length
ft
Number
of
Sides
Top
Diameter
in
Bottom
Diameter
in
Wall
Thickness
in
Bend
Radius
in
Pole Grade
L1 120'6''-90'2-
1/32''
30'3-31/32'' 4'9-31/32'' 18 24.0000 37.4050 0.2500 1.0000 A572-65
(65 ksi)
L2 90'2-1/32''-
45'8-1/32''
49'3-31/32'' 7'3'' 18 34.7689 56.5690 0.3750 1.5000 A572-65
(65 ksi)
L3 45'8-1/32''-0' 52'11-1/32'' 18 52.6162 76.0000 0.4375 1.7500 A572-65
(65 ksi)
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 7
tnxTower Report - version 8.1.1.0
Tapered Pole Properties
Section Tip Dia.
in
Area
in2
I
in4
r
in
C
in
I/C
in3
J
in4
It/Q
in2
w
in
w/t
L1 24.3317 18.8456 1342.9976 8.4313 12.1920 110.1540 2687.7623 9.4246 3.7840 15.136
37.9435 29.4825 5142.0486 13.1900 19.0017 270.6094 10290.863
3
14.7440 6.1433 24.573
L2 37.4163 40.9373 6118.1231 12.2098 17.6626 346.3890 12244.296
6
20.4725 5.4593 14.558
57.3838 66.8849 26683.665
1
19.9489 28.7371 928.5457 53402.441
3
33.4488 9.2961 24.79
L3 56.6123 72.4567 24923.171
0
18.5235 26.7291 932.4375 49879.136
6
36.2352 8.4905 19.407
77.1049 104.9280 75690.501
8
26.8247 38.6080 1960.4875 151480.59
92
52.4740 12.6060 28.814
Tower
Elevation
ft
Gusset
Area
(per face)
ft2
Gusset
Thickness
in
Gusset Grade Adjust. Factor
Af
Adjust.
Factor
Ar
Weight Mult.
Double Angle
Stitch Bolt
Spacing
Diagonals
in
Double Angle
Stitch Bolt
Spacing
Horizontals
in
Double Angle
Stitch Bolt
Spacing
Redundants
in
L1 120'6''-
90'2-1/32''
1 1 1
L2 90'2-1/32''-
45'8-1/32''
1 1 1
L3 45'8-1/32''-
0'
1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
Number
Per Row
Clear
Spacing
in
Width or
Diamete
r
in
Perimete
r
in
Weight
plf
***
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Componen
t
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
plf
LCF158-50A(1-
5/8)
B No No Inside Pole 120'6'' - 5' 12 No Ice 0.00 0.80
12 PAIR(3/8) B No No Inside Pole 120'6'' - 5' 1 No Ice 0.00 0.08
WR-VG86ST-
BRD(3/4)
B No No Inside Pole 120'6'' - 5' 2 No Ice 0.00 0.58
840 10414(5/16) B No No Inside Pole 120'6'' - 0' 3 No Ice 0.00 0.06
***
LDF7-50A(1-5/8) C No No Inside Pole 96' - 5' 9 No Ice 0.00 0.82
***
CU12PSM9P6XXX
(1-1/2)
A No No Inside Pole 114' - 5' 1 No Ice 0.00 2.35
***
5/8 rod/step C No No CaAa (Out
Of Face)
120'6'' - 0' 1 No Ice 0.02 0.27
Safety Line 3/8 C No No CaAa (Out
Of Face)
120'6'' - 0' 1 No Ice 0.04 0.22
***
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 8
tnxTower Report - version 8.1.1.0
Feed Line/Linear Appurtenances Section Areas
Tower
Sectio
n
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 120'6''-90'2-
1/32''
A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.744
0.06
0.33
0.06
L2 90'2-1/32''-45'8-
1/32''
A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.559
0.10
0.49
0.35
L3 45'8-1/32''-0' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.626
0.10
0.45
0.32
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 120'6''-90'2-1/32'' -0.4517 0.2608 -0.2625 0.1516
L2 90'2-1/32''-45'8-
1/32''
-0.4571 0.2639 -0.2643 0.1526
L3 45'8-1/32''-0' -0.4600 0.2656 -0.2653 0.1532
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
Lighting Rod 3/4'' x 8' C From Leg 0.00
0'
5'
0.0000 121' No Ice 0.60 0.60 0.03
Top Hat 2' 3'' x 31.83'' C None 0.0000 121'9'' No Ice 2.98 2.98 0.10
***
(2) 800 10122 w/ Mount
Pipe
A From Leg 4.00
0'
2'
0.0000 121' No Ice 6.24 4.89 0.09
(2) 800 10122 w/ Mount
Pipe
B From Leg 4.00
0'
2'
0.0000 121' No Ice 6.24 4.89 0.09
(2) 800 10122 w/ Mount
Pipe
C From Leg 4.00
0'
2'
0.0000 121' No Ice 6.24 4.89 0.09
800 10764 w/ Mount Pipe A From Leg 3.00
0'
2'
0.0000 121' No Ice 4.33 3.12 0.07
800 10764 w/ Mount Pipe B From Leg 3.00
0'
2'
0.0000 121' No Ice 4.33 3.12 0.07
800 10764 w/ Mount Pipe C From Leg 3.00
0'
2'
0.0000 121' No Ice 4.33 3.12 0.07
TME-RRUS-11 A From Leg 3.00 0.0000 121' No Ice 2.96 1.67 0.06
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 9
tnxTower Report - version 8.1.1.0
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
0'
2'
TME-RRUS-11 B From Leg 3.00
0'
2'
0.0000 121' No Ice 2.96 1.67 0.06
TME-RRUS-11 C From Leg 3.00
0'
2'
0.0000 121' No Ice 2.96 1.67 0.06
TME-RRUS-11 A From Leg 3.00
0'
3'
0.0000 121' No Ice 2.96 1.67 0.06
TME-RRUS-11 B From Leg 3.00
0'
3'
0.0000 121' No Ice 2.96 1.67 0.06
TME-RRUS-11 C From Leg 3.00
0'
3'
0.0000 121' No Ice 2.96 1.67 0.06
ATM192012B-0 A From Leg 3.00
0'
2'
0.0000 121' No Ice 0.96 0.50 0.01
(2) ATM192012B-0 B From Leg 3.00
0'
2'
0.0000 121' No Ice 0.96 0.50 0.01
ATM192012B-0 C From Leg 3.00
0'
2'
0.0000 121' No Ice 0.96 0.50 0.01
ATM19801712-0 A From Leg 3.00
0'
2'
0.0000 121' No Ice 0.96 0.50 0.02
ATM19801712-0 C From Leg 3.00
0'
2'
0.0000 121' No Ice 0.96 0.50 0.02
(2) FDGW5504/3C-3L A From Leg 3.00
0'
2'
0.0000 121' No Ice 0.33 0.07 0.00
(2) FDGW5504/3C-3L B From Leg 3.00
0'
2'
0.0000 121' No Ice 0.33 0.07 0.00
(2) FDGW5504/3C-3L C From Leg 3.00
0'
2'
0.0000 121' No Ice 0.33 0.07 0.00
(4) 860 10025 A From Leg 3.00
0'
2'
0.0000 121' No Ice 0.14 0.12 0.00
(4) 860 10025 B From Leg 3.00
0'
2'
0.0000 121' No Ice 0.14 0.12 0.00
(4) 860 10025 C From Leg 3.00
0'
2'
0.0000 121' No Ice 0.14 0.12 0.00
DC6-48-60-18-8F B From Leg 3.00
0'
2'
0.0000 121' No Ice 1.21 1.21 0.02
Side Arm Mount [SO 101-
3]
C None 0.0000 121' No Ice 5.81 5.81 0.25
Miscellaneous [NA 502-1] C None 0.0000 121' No Ice 3.36 5.41 0.22
***
(3) DB848H90E-XY w/
Mount Pipe
A From Leg 3.00
0'
2'
0.0000 96' No Ice 4.63 7.08 0.07
(3) DB848H90E-XY w/
Mount Pipe
B From Leg 3.00
0'
2'
0.0000 96' No Ice 4.63 7.08 0.07
(3) DB848H90E-XY w/
Mount Pipe
C From Leg 3.00
0'
0.0000 96' No Ice 4.63 7.08 0.07
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 10
tnxTower Report - version 8.1.1.0
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustmen
t
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
2'
Platform Mount [LP 303-1] C None 0.0000 96' No Ice 14.69 14.69 1.25
*****
MX08FRO665-21 w/
Mount Pipe
A From Leg 4.00
0'
0'
0.0000 114' No Ice 8.01 4.23 0.11
MX08FRO665-21 w/
Mount Pipe
B From Leg 4.00
0'
0'
0.0000 114' No Ice 8.01 4.23 0.11
MX08FRO665-21 w/
Mount Pipe
C From Leg 4.00
0'
0'
0.0000 114' No Ice 8.01 4.23 0.11
TA08025-B604 A From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 0.98 0.06
TA08025-B604 B From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 0.98 0.06
TA08025-B604 C From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 0.98 0.06
TA08025-B605 A From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 1.13 0.08
TA08025-B605 B From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 1.13 0.08
TA08025-B605 C From Leg 4.00
0'
0'
0.0000 114' No Ice 1.96 1.13 0.08
RDIDC-9181-PF-48 B From Leg 4.00
0'
0'
0.0000 114' No Ice 2.31 1.29 0.02
(2) 8' x 2'' Mount Pipe A From Leg 4.00
0'
0'
0.0000 114' No Ice 1.90 1.90 0.03
(2) 8' x 2'' Mount Pipe B From Leg 4.00
0'
0'
0.0000 114' No Ice 1.90 1.90 0.03
(2) 8' x 2'' Mount Pipe C From Leg 4.00
0'
0'
0.0000 114' No Ice 1.90 1.90 0.03
Commscope MC-PK8-DSH C None 0.0000 114' No Ice 34.24 34.24 1.75
***
Load Combinations
Comb.
No.
Description
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
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
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 11
tnxTower Report - version 8.1.1.0
Comb.
No.
Description
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
Maximum Member Forces
Sectio
n
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 120.5 -
90.1693
Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 4 -10.10 -168.52 291.62
Max. Mx 8 -10.09 -337.87 -0.65
Max. My 14 -10.10 -0.63 -337.27
Max. Vy 8 19.76 -337.87 -0.65
Max. Vx 14 19.73 -0.63 -337.27
Max. Torque 4 -0.77
L2 90.1693 -
45.6719
Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 4 -20.79 -656.37 1136.63
Max. Mx 8 -20.79 -1315.64 -1.87
Max. My 14 -20.79 -1.79 -1313.72
Max. Vy 8 27.03 -1315.64 -1.87
Max. Vx 14 27.00 -1.79 -1313.72
Max. Torque 18 0.70
L3 45.6719 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 4 -43.40 -1508.41 2612.48
Max. Mx 20 -43.40 3022.34 3.04
Max. My 14 -43.40 -3.21 -3018.79
Max. Vy 20 -37.45 3022.34 3.04
Max. Vx 14 37.42 -3.21 -3018.79
Max. Torque 20 0.90
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 4 43.41 -18.70 32.38
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 12
tnxTower Report - version 8.1.1.0
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Max. Hx 21 32.56 37.44 0.03
Max. Hz 3 32.56 0.03 37.41
Max. Mx 2 3018.43 0.03 37.41
Max. Mz 8 3022.32 -37.44 -0.03
Max. Torsion 20 0.90 37.44 0.03
Min. Vert 9 32.56 -37.44 -0.03
Min. Hx 9 32.56 -37.44 -0.03
Min. Hz 15 32.56 -0.03 -37.41
Min. Mx 14 -3018.79 -0.03 -37.41
Min. Mz 20 -3022.34 37.44 0.03
Min. Torsion 8 -0.90 -37.44 -0.03
Tower Mast Reaction Summary
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Dead Only 36.18 0.00 0.00 0.15 0.01 0.00
1.2 Dead+1.0 Wind 0 deg -
No Ice
43.41 -0.03 -37.41 -3018.43 3.23 -0.15
0.9 Dead+1.0 Wind 0 deg -
No Ice
32.56 -0.03 -37.41 -3012.45 3.22 -0.15
1.2 Dead+1.0 Wind 30 deg -
No Ice
43.41 18.70 -32.38 -2612.48 -1508.41 0.32
0.9 Dead+1.0 Wind 30 deg -
No Ice
32.56 18.70 -32.38 -2607.29 -1505.39 0.32
1.2 Dead+1.0 Wind 60 deg -
No Ice
43.41 32.41 -18.68 -1506.38 -2615.87 0.70
0.9 Dead+1.0 Wind 60 deg -
No Ice
32.56 32.41 -18.68 -1503.41 -2610.63 0.70
1.2 Dead+1.0 Wind 90 deg -
No Ice
43.41 37.44 0.03 3.40 -3022.32 0.90
0.9 Dead+1.0 Wind 90 deg -
No Ice
32.56 37.44 0.03 3.35 -3016.29 0.90
1.2 Dead+1.0 Wind 120 deg
- No Ice
43.41 32.44 18.73 1512.32 -2619.09 0.85
0.9 Dead+1.0 Wind 120 deg
- No Ice
32.56 32.44 18.73 1509.25 -2613.85 0.85
1.2 Dead+1.0 Wind 150 deg
- No Ice
43.41 18.74 32.41 2616.06 -1513.99 0.58
0.9 Dead+1.0 Wind 150 deg
- No Ice
32.56 18.74 32.41 2610.78 -1510.96 0.58
1.2 Dead+1.0 Wind 180 deg
- No Ice
43.41 0.03 37.41 3018.79 -3.21 0.15
0.9 Dead+1.0 Wind 180 deg
- No Ice
32.56 0.03 37.41 3012.72 -3.21 0.15
1.2 Dead+1.0 Wind 210 deg
- No Ice
43.41 -18.70 32.38 2612.84 1508.43 -0.32
0.9 Dead+1.0 Wind 210 deg
- No Ice
32.56 -18.70 32.38 2607.56 1505.41 -0.32
1.2 Dead+1.0 Wind 240 deg
- No Ice
43.41 -32.41 18.68 1506.74 2615.89 -0.70
0.9 Dead+1.0 Wind 240 deg
- No Ice
32.56 -32.41 18.68 1503.68 2610.65 -0.70
1.2 Dead+1.0 Wind 270 deg
- No Ice
43.41 -37.44 -0.03 -3.04 3022.34 -0.90
0.9 Dead+1.0 Wind 270 deg
- No Ice
32.56 -37.44 -0.03 -3.08 3016.31 -0.90
1.2 Dead+1.0 Wind 300 deg
- No Ice
43.41 -32.44 -18.73 -1511.96 2619.12 -0.85
0.9 Dead+1.0 Wind 300 deg
- No Ice
32.56 -32.44 -18.73 -1508.98 2613.87 -0.85
1.2 Dead+1.0 Wind 330 deg
- No Ice
43.41 -18.74 -32.41 -2615.70 1514.01 -0.57
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 13
tnxTower Report - version 8.1.1.0
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
0.9 Dead+1.0 Wind 330 deg
- No Ice
32.56 -18.74 -32.41 -2610.51 1510.98 -0.57
Dead+Wind 0 deg - Service 36.18 -0.00 -5.28 -425.46 0.46 -0.02
Dead+Wind 30 deg - Service 36.18 2.64 -4.57 -368.21 -212.66 0.05
Dead+Wind 60 deg - Service 36.18 4.57 -2.64 -212.26 -368.80 0.10
Dead+Wind 90 deg - Service 36.18 5.28 0.00 0.60 -426.12 0.13
Dead+Wind 120 deg -
Service
36.18 4.58 2.64 213.35 -369.26 0.12
Dead+Wind 150 deg -
Service
36.18 2.65 4.57 368.96 -213.45 0.08
Dead+Wind 180 deg -
Service
36.18 0.00 5.28 425.76 -0.44 0.02
Dead+Wind 210 deg -
Service
36.18 -2.64 4.57 368.51 212.68 -0.05
Dead+Wind 240 deg -
Service
36.18 -4.57 2.64 212.56 368.82 -0.10
Dead+Wind 270 deg -
Service
36.18 -5.28 -0.00 -0.30 426.14 -0.13
Dead+Wind 300 deg -
Service
36.18 -4.58 -2.64 -213.05 369.28 -0.12
Dead+Wind 330 deg -
Service
36.18 -2.65 -4.57 -368.66 213.47 -0.08
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% Error PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.00 -36.18 0.00 0.00 36.18 0.00 0.000%
2 -0.03 -43.41 -37.41 0.03 43.41 37.41 0.002%
3 -0.03 -32.56 -37.41 0.03 32.56 37.41 0.002%
4 18.70 -43.41 -32.38 -18.70 43.41 32.38 0.000%
5 18.70 -32.56 -32.38 -18.70 32.56 32.38 0.000%
6 32.41 -43.41 -18.68 -32.41 43.41 18.68 0.000%
7 32.41 -32.56 -18.68 -32.41 32.56 18.68 0.000%
8 37.44 -43.41 0.03 -37.44 43.41 -0.03 0.002%
9 37.44 -32.56 0.03 -37.44 32.56 -0.03 0.002%
10 32.44 -43.41 18.73 -32.44 43.41 -18.73 0.000%
11 32.44 -32.56 18.73 -32.44 32.56 -18.73 0.000%
12 18.74 -43.41 32.41 -18.74 43.41 -32.41 0.000%
13 18.74 -32.56 32.41 -18.74 32.56 -32.41 0.000%
14 0.03 -43.41 37.41 -0.03 43.41 -37.41 0.002%
15 0.03 -32.56 37.41 -0.03 32.56 -37.41 0.002%
16 -18.70 -43.41 32.38 18.70 43.41 -32.38 0.000%
17 -18.70 -32.56 32.38 18.70 32.56 -32.38 0.000%
18 -32.41 -43.41 18.68 32.41 43.41 -18.68 0.000%
19 -32.41 -32.56 18.68 32.41 32.56 -18.68 0.000%
20 -37.44 -43.41 -0.03 37.44 43.41 0.03 0.002%
21 -37.44 -32.56 -0.03 37.44 32.56 0.03 0.002%
22 -32.44 -43.41 -18.73 32.44 43.41 18.73 0.000%
23 -32.44 -32.56 -18.73 32.44 32.56 18.73 0.000%
24 -18.74 -43.41 -32.41 18.74 43.41 32.41 0.000%
25 -18.74 -32.56 -32.41 18.74 32.56 32.41 0.000%
26 -0.00 -36.18 -5.28 0.00 36.18 5.28 0.002%
27 2.64 -36.18 -4.57 -2.64 36.18 4.57 0.002%
28 4.58 -36.18 -2.64 -4.57 36.18 2.64 0.002%
29 5.29 -36.18 0.00 -5.28 36.18 -0.00 0.002%
30 4.58 -36.18 2.64 -4.58 36.18 -2.64 0.002%
31 2.65 -36.18 4.58 -2.65 36.18 -4.57 0.002%
32 0.00 -36.18 5.28 -0.00 36.18 -5.28 0.002%
33 -2.64 -36.18 4.57 2.64 36.18 -4.57 0.002%
34 -4.58 -36.18 2.64 4.57 36.18 -2.64 0.002%
35 -5.29 -36.18 -0.00 5.28 36.18 0.00 0.002%
36 -4.58 -36.18 -2.64 4.58 36.18 2.64 0.002%
37 -2.65 -36.18 -4.58 2.65 36.18 4.57 0.002%
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 14
tnxTower Report - version 8.1.1.0
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 6 0.00000001 0.00000001
2 Yes 8 0.00000001 0.00010400
3 Yes 8 0.00000001 0.00008860
4 Yes 9 0.00000001 0.00007242
5 Yes 9 0.00000001 0.00005884
6 Yes 9 0.00000001 0.00006426
7 Yes 9 0.00000001 0.00005209
8 Yes 8 0.00000001 0.00010563
9 Yes 8 0.00000001 0.00008989
10 Yes 9 0.00000001 0.00007073
11 Yes 9 0.00000001 0.00005741
12 Yes 9 0.00000001 0.00006911
13 Yes 9 0.00000001 0.00005607
14 Yes 8 0.00000001 0.00010427
15 Yes 8 0.00000001 0.00008881
16 Yes 9 0.00000001 0.00006460
17 Yes 9 0.00000001 0.00005237
18 Yes 9 0.00000001 0.00007296
19 Yes 9 0.00000001 0.00005929
20 Yes 8 0.00000001 0.00010527
21 Yes 8 0.00000001 0.00008961
22 Yes 9 0.00000001 0.00006691
23 Yes 9 0.00000001 0.00005426
24 Yes 9 0.00000001 0.00006834
25 Yes 9 0.00000001 0.00005545
26 Yes 7 0.00000001 0.00008947
27 Yes 7 0.00000001 0.00008822
28 Yes 7 0.00000001 0.00008826
29 Yes 7 0.00000001 0.00008970
30 Yes 7 0.00000001 0.00008852
31 Yes 7 0.00000001 0.00008846
32 Yes 7 0.00000001 0.00008959
33 Yes 7 0.00000001 0.00008824
34 Yes 7 0.00000001 0.00008833
35 Yes 7 0.00000001 0.00008963
36 Yes 7 0.00000001 0.00008839
37 Yes 7 0.00000001 0.00008832
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 120.5 - 90.1693 2.950 30 0.2420 0.0005
L2 95.0026 -
45.6719
1.766 30 0.1894 0.0002
L3 52.9193 - 0 0.512 30 0.0908 0.0000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
121'9'' Top Hat 2' 3'' x 31.83'' 30 2.950 0.2420 0.0005 105662
121' Lighting Rod 3/4'' x 8' 30 2.950 0.2420 0.0005 105662
114' MX08FRO665-21 w/ Mount Pipe 30 2.633 0.2292 0.0004 81278
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 15
tnxTower Report - version 8.1.1.0
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
96' (3) DB848H90E-XY w/ Mount
Pipe
30 1.808 0.1917 0.0002 21976
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 120.5 - 90.1693 20.907 10 1.7144 0.0034
L2 95.0026 -
45.6719
12.524 10 1.3430 0.0012
L3 52.9193 - 0 3.632 10 0.6437 0.0003
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
121'9'' Top Hat 2' 3'' x 31.83'' 10 20.907 1.7144 0.0034 14966
121' Lighting Rod 3/4'' x 8' 10 20.907 1.7144 0.0034 14966
114' MX08FRO665-21 w/ Mount Pipe 10 18.664 1.6235 0.0028 11512
96' (3) DB848H90E-XY w/ Mount
Pipe
10 12.819 1.3587 0.0012 3112
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
IPn
K
Ratio
Pu
IPn
L1 120.5 -
90.1693 (1)
TP37.405x24x0.25 30'3-
31/32''
0' 0.0 27.787
5
-10.09 1625.57 0.006
L2 90.1693 -
45.6719 (2)
TP56.569x34.7689x0.375 49'3-
31/32''
0' 0.0 63.072
8
-20.79 3689.76 0.006
L3 45.6719 - 0
(3)
TP76x52.6162x0.4375 52'11-
1/32''
0' 0.0 104.92
80
-43.40 6138.29 0.007
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
IMnx
kip-ft
Ratio
Mux
IMnx
Muy
kip-ft
IMny
kip-ft
Ratio
Muy
IMny
L1 120.5 -
90.1693 (1)
TP37.405x24x0.25 338.24 1319.77 0.256 0.00 1319.77 0.000
L2 90.1693 -
45.6719 (2)
TP56.569x34.7689x0.375 1316.74 4517.54 0.291 0.00 4517.54 0.000
L3 45.6719 - 0
(3)
TP76x52.6162x0.4375 3024.36 9774.42 0.309 0.00 9774.42 0.000
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 16
tnxTower Report - version 8.1.1.0
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
IVn
K
Ratio
Vu
IVn
Actual
Tu
kip-ft
ITn
kip-ft
Ratio
Tu
ITn
L1 120.5 -
90.1693 (1)
TP37.405x24x0.25 19.78 487.67 0.041 0.17 1495.58 0.000
L2 90.1693 -
45.6719 (2)
TP56.569x34.7689x0.375 27.05 1106.93 0.024 0.44 5136.93 0.000
L3 45.6719 - 0
(3)
TP76x52.6162x0.4375 37.47 1841.49 0.020 0.85 12185.83 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
IPn
Ratio
Mux
IMnx
Ratio
Muy
IMny
Ratio
Vu
IVn
Ratio
Tu
ITn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 120.5 -
90.1693 (1)
0.006 0.256 0.000 0.041 0.000 0.264 1.050 4.8.2
L2 90.1693 -
45.6719 (2)
0.006 0.291 0.000 0.024 0.000 0.298 1.050 4.8.2
L3 45.6719 - 0
(3)
0.007 0.309 0.000 0.020 0.000 0.317 1.050 4.8.2
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 120.5 - 90.1693 Pole TP37.405x24x0.25 1 -10.09 1706.85 25.2 Pass
L2 90.1693 -
45.6719
Pole TP56.569x34.7689x0.375 2 -20.79 3874.25 28.4 Pass
L3 45.6719 - 0 Pole TP76x52.6162x0.4375 3 -43.40 6445.20 30.2 Pass
Summary
Pole (L3) 30.2 Pass
RATING = 30.2 Pass
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 17
tnxTower Report - version 8.1.1.0
APPENDIX B
BASE LEVEL DRAWING
August 13, 2021
120.5 Ft Monopole Tower Structural Analysis CCI BU No 813722
Project Number 1964296, Order 551657, Revision 1 Page 18
tnxTower Report - version 8.1.1.0
APPENDIX C
ADDITIONAL CALCULATIONS
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(28) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 83" BC Pu_c = 64 φPn_c = 268.39 Stress Rating
Vu = 1.34 φVn = 120.77 24.8%
Base Plate Data Mu = 2.83 φMn = 128.14 Pass
89" OD x 2.75" Plate (A633 Gr. E; Fy=60 ksi, Fu=70 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi): 8.78 (Flexural)
N/A Allowable Stress (ksi): 54
Stress Rating:15.5%Pass
Pole Data
76" x 0.4375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
43.40
37.47
Adjusted Pole Reactions
BU # 813722
Applied Loads
Site Name W INDRIO BRA351
Order # 551657 Rev. 1
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
Analysis ResultsConnection Properties
Iar (in) 3.25
Moment (kip-ft) 3024.36
Axial Force (kips) 43.40
Shear Force (kips) 37.47
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
Analysis Date: 8/13/2021CCIplate - Version 4.1.2
Select
Select
BU # :
Monopole Base Reaction Comparison Test
MOMENT (kip-ft)37.9%
% CAPACITY
Component:Monopole Base
5635.0 7607.3 3024.4
Design TIA:
TIA-222-F Compared To TIA-222-H
DESIGN REACTIONS *MODIFIED DESIGN
REACTIONS CURRENT REACTIONS
TIA-222-F
813722
Deisgn loads from: CCIsites Doc #216137
Although the shear capacity is at 42.0%, the moment reaction is the governing criteria for a monopole
drilled pier foundation. Therefore, the overall capacity for this foundation is 37.9%.
216137
Order Number:
Site Name:
Current TIA:TIA-222-H
SHEAR (kips)62.9 84.9 37.5 42.0%
MONOPOLE BASE FOUNDATION REACTION COMPARISON
REACTIONS
W INDRIO BRA351
Reference Doc ID:
551657 Rev. 1
*Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-H, Section 15.6.
Version 3.0.0
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard:ASCE/SEI 7-16
Risk Category:II
Soil Class:D - Default (see
Section 11.4.3)
Elevation:19.81 ft (NAVD 88)
Latitude:
Longitude:
27.526028
-80.455472
Wind
Results:
Wind Speed: 155 Vmph
10-year MRI 86 Vmph
25-year MRI 105 Vmph
50-year MRI 117 Vmph
100-year MRI 128 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 Aug 13 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.
Page 1 of 3https://asce7hazardtool.online/Fri Aug 13 2021
SS : 0.051
S1 : 0.028
F a :1.6
F v :2.4
SMS : 0.081
SM1 : 0.068
SDS : 0.054
S D1 :0.046
T L :8
PGA : 0.024
PGA M :0.038
F PGA :1.6
Ie :1
C v :0.7
Design Response SpectrumDesign Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumRMCE Response Spectrum
S (g) vs T(s)a
Design Vertical Response SpectrumDesign Vertical Response Spectrum
S (g) vs T(s)a
MCE Vertical Response SpectrumRMCE Vertical Response Spectrum
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Default (see Section 11.4.3)
A
Data Accessed:
Date Source:
Fri Aug 13 2021
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.
Page 2 of 3https://asce7hazardtool.online/Fri Aug 13 2021
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.00 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Fri Aug 13 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,
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