Structural AnalysistnxTower Report - version 8.0.7.5
Date: February 12, 2021
Morrison Hershfield
1455 Lincoln Parkway, Suite 500
Atlanta, GA 30346
(770) 379-8500
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co-Locate
Site Number: SL04376A
Crown Castle Designation: BU Number: 839266
Site Name: Fairview & Locus Grove
JDE Job Number: 627586
Work Order Number: 1922678
Order Number: 537340 Rev. 0
Engineering Firm Designation: Morrison Hershfield Project Number: CN7-235 / 2101398
Site Data: 1776 North Avest Lane, Meridian, Ada County, ID 83642
Latitude 43° 37' 18.922'', Longitude -116° 22' 24.466''
100 Foot – TAPP 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 has been performed in accordance with the 2018 International Building Code based upon an
ultimate 3-second gust wind speed of 100 mph. Applicable Standard references and design criteria are listed in
Section 2 - Analysis Criteria.
Respectfully submitted by:
G. Lance Cooke, C.E. (ID License No. P-14780)
Senior Engineer
tnxTower Report - version 8.0.7.5
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
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 3
tnxTower Report - version 8.0.7.5
1) INTRODUCTION
This tower is a 100 ft monopole tower designed by TAPP.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 100 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)
79.0 79.0
3 rfs/celwave APXVAA4L24_43-U-NA20_TMO
w/ Mount Pipe
4 1-5/8
3 ericsson AIR 32 B2A B66AA_T-MOBILE
w/ Mount Pipe
3 ericsson AIR6449 B41_T-MOBILE w/ Mount Pipe
3 ericsson RADIO 4415 B25_TMO
3 ericsson RADIO 4415 B66A_CCIV3
3 ericsson RADIO 4449 B71 B85A_T-MOBILE
1 Site Pro 1 Sector Frame Attachment [#MSFAA]
3 Site Pro 1 10' HD V-Frame [#VFA10-HD]
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)
96.0 96.0
6 kathrein 80010992 w/ Mount Pipe
4
2
3/4
3/8
3 nokia AHCA_CCIV3
6 nokia AHFIB
3 nokia AHLBA
3 nokia AHNA
2 raycap DC6-48-60-18-8F
3 - T-Arm Mount [TA 702-3]
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 4
tnxTower Report - version 8.0.7.5
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Reference Source
4-GEOTECHNICAL REPORTS 8190576 CCISITES
4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 9620572 CCISITES
4-TOWER MANUFACTURER DRAWINGS 8273594 CCISITES
3.1) Analysis Method
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
Table 4 - Section Capacity (Summary)
Section
No. Elevation (ft) Component
Type Size Critical
Element P (K) SF*P_allow
(K)
%
Capacity Pass / Fail
L1 100 - 48.25 Pole TP33.39x22x0.25 1 -13.20 1564.31 21.6 Pass
L2 48.25 - 0 Pole TP43.5x31.8445x0.375 2 -24.19 3152.92 22.7 Pass
Summary
Pole (L2) 22.7 Pass
Rating = 22.7 Pass
Table 5 - Tower Component Stresses vs. Capacity – LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods 0 21.5 Pass
1 Base Plate 21.3 Pass
1 Base Foundation 0 21.0 Pass
1 Base Foundation Soil Interaction 19.8 Pass
Structure Rating (max from all components) = 22.7%*
Notes:
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
2) Capacity per TIA-222-H, Section 15.5.
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 5
tnxTower Report - version 8.0.7.5
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
Consulting Engineers
Morrison Hershfield
1455 Lincoln Parkway, Suite 500
Atlanta, GA 30346
Phone: (770) 379-8500
FAX: (770) 379-8501
Job: CN7-235 / 2101398
Project: 839266 / Fairview & Locus Grove
Client: Crown Castle USA Drawn by: SSK App'd:
Code: TIA-222-H Date: 02/12/21 Scale: NTS
Path:
C:\Users\skumar\Desktop\cn7-235\Ananlysis\CN7-235 BU_839266 WO_1922678.eri
Dwg No. E-1
100.0 ft
48.3 ft
0.0 ft
REACTIONS - 100 mph WIND
TORQUE 0 kip-ft
10 K
SHEAR
739 kip-ft
MOMENT
24 K
AXIAL
ARE FACTORED
ALL REACTIONS
Section12 Length (ft)51.7553.00 Number of Sides1818 Thickness (in)0.25000.3750 Socket Length (ft)4.75 Top Dia (in)22.000031.8445 Bot Dia (in)33.390043.5000 GradeA572-65 Weight (K)3.88.011.8MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Ada County, Idaho.
2. Tower designed for Exposure C to the TIA-222-H Standard.
3. Tower designed for a 100 mph basic wind in accordance with the TIA-222-H Standard.
4. Deflections are based upon a 60 mph wind.
5. Tower Risk Category II.
6. Topographic Category 1 with Crest Height of 0.00 ft
7. TOWER RATING: 22.7%
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 7
tnxTower Report - version 8.0.7.5
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower is located in Ada County, Idaho.
Tower base elevation above sea level: 2608.00 ft.
Basic wind speed of 100 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.
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 100.00-48.25 51.75 4.75 18 22.0000 33.3900 0.2500 0.3750 A572-65
(65 ksi)
L2 48.25-0.00 53.00 18 31.8445 43.5000 0.3750 0.5625 A572-65
(65 ksi)
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 8
tnxTower Report - version 8.0.7.5
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 22.3201 17.2586 1031.4832 7.7212 11.1760 92.2945 2064.3237 8.6310 3.6520 14.608
33.8858 26.2966 3648.7314 11.7647 16.9621 215.1106 7302.2639 13.1508 5.6566 22.627
L2 33.3676 37.4566 4686.4811 11.1717 16.1770 289.6998 9379.1287 18.7319 5.2746 14.066
44.1421 51.3295 12060.434
8
15.3094 22.0980 545.7704 24136.739
0
25.6696 7.3260 19.536
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 100.00-
48.25
1 1 1
L2 48.25-0.00 1 1 1
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
******
Safety Line 3/8'' B No No Inside Pole 96.00 - 10.00 1 No Ice 0.00 0.22
Climbing Rungs B No No Inside Pole 96.00 - 10.00 1 No Ice 0.00 1.80
Lighting Cable(1/2) A No No Inside Pole 28.00 - 8.00 1 No Ice 0.00 0.14
******
WR-VG86ST-
BRD(3/4)
B No No Inside Pole 96.00 - 8.00 4 No Ice 0.00 0.58
FB-L98-002-
XXX(3/8)
B No No Inside Pole 96.00 - 8.00 2 No Ice 0.00 0.06
******
***
HB158-21U6S24-
xxM_TMO(1-5/8)
B No No Inside Pole 79.00 - 8.00 4 No Ice 0.00 1.70
******
******
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 100.00-48.25 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
0.000
0.00
0.42
0.00
L2 48.25-0.00 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
0.000
0.00
0.45
0.00
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 100.00-48.25 0.0000 0.0000 0.0000 0.0000
L2 48.25-0.00 0.0000 0.0000 0.0000 0.0000
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 9
tnxTower Report - version 8.0.7.5
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
******
(2) 80010992 w/ Mount
Pipe
A From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 18.52 8.99 0.18
(2) 80010992 w/ Mount
Pipe
B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 18.52 8.99 0.18
(2) 80010992 w/ Mount
Pipe
C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 18.52 8.99 0.18
(2) AHFIB A From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.68 2.31 0.09
(2) AHFIB B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.68 2.31 0.09
(2) AHFIB C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.68 2.31 0.09
AHLBA A From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.67 2.31 0.10
AHLBA B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.67 2.31 0.10
AHLBA C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 3.67 2.31 0.10
AHNA A From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.79 1.15 0.04
AHNA B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.79 1.15 0.04
AHNA C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.79 1.15 0.04
AHCA_CCIV3 A From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.53 0.82 0.04
AHCA_CCIV3 B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.53 0.82 0.04
AHCA_CCIV3 C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 1.53 0.82 0.04
DC6-48-60-18-8F B From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 0.92 0.92 0.02
DC6-48-60-18-8F C From Leg 1.00
0.00
0.00
0.0000 96.00 No Ice 0.92 0.92 0.02
T-Arm Mount [TA 702-3] A None 0.0000 96.00 No Ice 4.75 4.75 0.34
******
***
AIR 32 B2A B66AA_T-
MOBILE w/ Mount Pipe
A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 7.09 6.39 0.19
AIR 32 B2A B66AA_T-
MOBILE w/ Mount Pipe
B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 7.09 6.39 0.19
AIR 32 B2A B66AA_T-C From Leg 4.00 0.0000 79.00 No Ice 7.09 6.39 0.19
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 10
tnxTower Report - version 8.0.7.5
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
MOBILE w/ Mount Pipe 0.00
0.00
APXVAA4L24_43-U-
NA20_TMO w/ Mount Pipe
A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 14.69 6.87 0.20
APXVAA4L24_43-U-
NA20_TMO w/ Mount Pipe
B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 14.69 6.87 0.20
APXVAA4L24_43-U-
NA20_TMO w/ Mount Pipe
C From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 14.69 6.87 0.20
AIR6449 B41_T-MOBILE
w/ Mount Pipe
A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 5.87 3.27 0.13
AIR6449 B41_T-MOBILE
w/ Mount Pipe
B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 5.87 3.27 0.13
AIR6449 B41_T-MOBILE
w/ Mount Pipe
C From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 5.87 3.27 0.13
RADIO 4449 B71 B85A_T-
MOBILE
A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.97 1.59 0.07
RADIO 4449 B71 B85A_T-
MOBILE
B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.97 1.59 0.07
RADIO 4449 B71 B85A_T-
MOBILE
C From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.97 1.59 0.07
RADIO 4415 B66A_CCIV3 A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.64 0.68 0.05
RADIO 4415 B66A_CCIV3 B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.64 0.68 0.05
RADIO 4415 B66A_CCIV3 C From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.64 0.68 0.05
RADIO 4415 B25_TMO A From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.86 0.87 0.05
RADIO 4415 B25_TMO B From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.86 0.87 0.05
RADIO 4415 B25_TMO C From Leg 4.00
0.00
0.00
0.0000 79.00 No Ice 1.86 0.87 0.05
Sector Frame Attachment
[#MSFAA]
A None 0.0000 79.00 No Ice 6.67 6.67 0.79
10' HD V-Frame [#VFA10-
HD]
A From Leg 2.00
0.00
0.00
0.0000 79.00 No Ice 12.10 9.20 0.63
10' HD V-Frame [#VFA10-
HD]
B From Leg 2.00
0.00
0.00
0.0000 79.00 No Ice 12.10 9.20 0.63
10' HD V-Frame [#VFA10-
HD]
C From Leg 2.00
0.00
0.00
0.0000 79.00 No Ice 12.10 9.20 0.63
******
Street Light Support C From Leg 1.00
0.00
0.00
0.0000 28.00 No Ice 0.85 1.67 0.07
Street Light C From Leg 2.00
0.00
0.00
0.0000 28.00 No Ice 3.20 3.20 0.08
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 11
tnxTower Report - version 8.0.7.5
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
***
******
******
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
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 100 - 48.25 Pole Max Tension 14 0.00 -0.00 0.00
Max. Compression 6 -13.20 -216.04 124.68
Max. Mx 20 -13.20 249.47 -0.05
Max. My 14 -13.20 0.00 -249.51
Max. Vy 20 -7.90 249.47 -0.05
Max. Vx 14 7.90 0.00 -249.51
Max. Torque 21 0.05
L2 48.25 - 0 Pole Max Tension 1 0.00 0.00 0.00
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 12
tnxTower Report - version 8.0.7.5
Sectio
n
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Compression 6 -24.19 -639.19 368.99
Max. Mx 20 -24.19 739.23 -0.10
Max. My 14 -24.19 0.25 -739.33
Max. Vy 20 -10.49 739.23 -0.10
Max. Vx 14 10.50 0.25 -739.33
Max. Torque 24 0.38
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 14 24.20 -0.01 -10.49
Max. Hx 20 24.20 10.48 0.01
Max. Hz 2 24.20 0.01 10.49
Max. Mx 2 738.69 0.01 10.49
Max. Mz 8 738.28 -10.48 -0.01
Max. Torsion 24 0.38 5.25 9.09
Min. Vert 7 18.15 -9.08 5.24
Min. Hx 8 24.20 -10.48 -0.01
Min. Hz 14 24.20 -0.01 -10.49
Min. Mx 14 -739.33 -0.01 -10.49
Min. Mz 20 -739.23 10.48 0.01
Min. Torsion 12 -0.38 -5.25 -9.09
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 20.16 0.00 0.00 0.26 0.39 0.00
1.2 Dead+1.0 Wind 0 deg - No Ice 24.20 -0.01 -10.49 -738.69 0.70 -0.31
0.9 Dead+1.0 Wind 0 deg - No Ice 18.15 -0.01 -10.49 -734.98 0.58 -0.31
1.2 Dead+1.0 Wind 30 deg - No Ice 24.20 5.24 -9.08 -639.57 -368.71 -0.15
0.9 Dead+1.0 Wind 30 deg - No Ice 18.15 5.24 -9.08 -636.37 -366.93 -0.15
1.2 Dead+1.0 Wind 60 deg - No Ice 24.20 9.08 -5.24 -368.99 -639.19 0.04
0.9 Dead+1.0 Wind 60 deg - No Ice 18.15 9.08 -5.24 -367.17 -636.03 0.04
1.2 Dead+1.0 Wind 90 deg - No Ice 24.20 10.48 0.01 0.55 -738.28 0.23
0.9 Dead+1.0 Wind 90 deg - No Ice 18.15 10.48 0.01 0.47 -734.61 0.23
1.2 Dead+1.0 Wind 120 deg - No Ice 24.20 9.08 5.25 370.02 -639.41 0.35
0.9 Dead+1.0 Wind 120 deg - No Ice 18.15 9.08 5.25 368.04 -636.25 0.35
1.2 Dead+1.0 Wind 150 deg - No Ice 24.20 5.25 9.09 640.44 -369.09 0.38
0.9 Dead+1.0 Wind 150 deg - No Ice 18.15 5.25 9.09 637.07 -367.32 0.38
1.2 Dead+1.0 Wind 180 deg - No Ice 24.20 0.01 10.49 739.33 0.25 0.31
0.9 Dead+1.0 Wind 180 deg - No Ice 18.15 0.01 10.49 735.46 0.13 0.31
1.2 Dead+1.0 Wind 210 deg - No Ice 24.20 -5.24 9.08 640.21 369.66 0.15
0.9 Dead+1.0 Wind 210 deg - No Ice 18.15 -5.24 9.08 636.85 367.64 0.15
1.2 Dead+1.0 Wind 240 deg - No Ice 24.20 -9.08 5.24 369.63 640.14 -0.04
0.9 Dead+1.0 Wind 240 deg - No Ice 18.15 -9.08 5.24 367.66 636.74 -0.04
1.2 Dead+1.0 Wind 270 deg - No Ice 24.20 -10.48 -0.01 0.10 739.23 -0.23
0.9 Dead+1.0 Wind 270 deg - No Ice 18.15 -10.48 -0.01 0.02 735.32 -0.23
1.2 Dead+1.0 Wind 300 deg - No Ice 24.20 -9.08 -5.25 -369.38 640.36 -0.35
0.9 Dead+1.0 Wind 300 deg - No Ice 18.15 -9.08 -5.25 -367.56 636.96 -0.35
1.2 Dead+1.0 Wind 330 deg - No Ice 24.20 -5.25 -9.09 -639.79 370.05 -0.38
0.9 Dead+1.0 Wind 330 deg - No Ice 18.15 -5.25 -9.09 -636.59 368.03 -0.38
Dead+Wind 0 deg - Service 20.16 -0.00 -3.56 -249.46 0.47 -0.10
Dead+Wind 30 deg - Service 20.16 1.78 -3.08 -215.97 -124.36 -0.05
Dead+Wind 60 deg - Service 20.16 3.08 -1.78 -124.53 -215.76 0.02
Dead+Wind 90 deg - Service 20.16 3.55 0.00 0.34 -249.25 0.08
Dead+Wind 120 deg - Service 20.16 3.08 1.78 125.20 -215.84 0.12
Dead+Wind 150 deg - Service 20.16 1.78 3.08 216.58 -124.49 0.13
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 13
tnxTower Report - version 8.0.7.5
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
Dead+Wind 180 deg - Service 20.16 0.00 3.56 250.00 0.32 0.10
Dead+Wind 210 deg - Service 20.16 -1.78 3.08 216.50 125.15 0.05
Dead+Wind 240 deg - Service 20.16 -3.08 1.78 125.07 216.55 -0.02
Dead+Wind 270 deg - Service 20.16 -3.55 -0.00 0.19 250.04 -0.08
Dead+Wind 300 deg - Service 20.16 -3.08 -1.78 -124.66 216.63 -0.12
Dead+Wind 330 deg - Service 20.16 -1.78 -3.08 -216.04 125.28 -0.13
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 -20.16 0.00 0.00 20.16 0.00 0.000%
2 -0.01 -24.20 -10.49 0.01 24.20 10.49 0.000%
3 -0.01 -18.15 -10.49 0.01 18.15 10.49 0.000%
4 5.24 -24.20 -9.08 -5.24 24.20 9.08 0.000%
5 5.24 -18.15 -9.08 -5.24 18.15 9.08 0.000%
6 9.08 -24.20 -5.24 -9.08 24.20 5.24 0.000%
7 9.08 -18.15 -5.24 -9.08 18.15 5.24 0.000%
8 10.48 -24.20 0.01 -10.48 24.20 -0.01 0.000%
9 10.48 -18.15 0.01 -10.48 18.15 -0.01 0.000%
10 9.08 -24.20 5.25 -9.08 24.20 -5.25 0.000%
11 9.08 -18.15 5.25 -9.08 18.15 -5.25 0.000%
12 5.25 -24.20 9.09 -5.25 24.20 -9.09 0.000%
13 5.25 -18.15 9.09 -5.25 18.15 -9.09 0.000%
14 0.01 -24.20 10.49 -0.01 24.20 -10.49 0.000%
15 0.01 -18.15 10.49 -0.01 18.15 -10.49 0.000%
16 -5.24 -24.20 9.08 5.24 24.20 -9.08 0.000%
17 -5.24 -18.15 9.08 5.24 18.15 -9.08 0.000%
18 -9.08 -24.20 5.24 9.08 24.20 -5.24 0.000%
19 -9.08 -18.15 5.24 9.08 18.15 -5.24 0.000%
20 -10.48 -24.20 -0.01 10.48 24.20 0.01 0.000%
21 -10.48 -18.15 -0.01 10.48 18.15 0.01 0.000%
22 -9.08 -24.20 -5.25 9.08 24.20 5.25 0.000%
23 -9.08 -18.15 -5.25 9.08 18.15 5.25 0.000%
24 -5.25 -24.20 -9.09 5.25 24.20 9.09 0.000%
25 -5.25 -18.15 -9.09 5.25 18.15 9.09 0.000%
26 -0.00 -20.16 -3.56 0.00 20.16 3.56 0.000%
27 1.78 -20.16 -3.08 -1.78 20.16 3.08 0.000%
28 3.08 -20.16 -1.78 -3.08 20.16 1.78 0.000%
29 3.55 -20.16 0.00 -3.55 20.16 -0.00 0.000%
30 3.08 -20.16 1.78 -3.08 20.16 -1.78 0.000%
31 1.78 -20.16 3.08 -1.78 20.16 -3.08 0.000%
32 0.00 -20.16 3.56 -0.00 20.16 -3.56 0.000%
33 -1.78 -20.16 3.08 1.78 20.16 -3.08 0.000%
34 -3.08 -20.16 1.78 3.08 20.16 -1.78 0.000%
35 -3.55 -20.16 -0.00 3.55 20.16 0.00 0.000%
36 -3.08 -20.16 -1.78 3.08 20.16 1.78 0.000%
37 -1.78 -20.16 -3.08 1.78 20.16 3.08 0.000%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00000001
3 Yes 4 0.00000001 0.00000001
4 Yes 4 0.00000001 0.00009574
5 Yes 4 0.00000001 0.00006553
6 Yes 4 0.00000001 0.00009500
7 Yes 4 0.00000001 0.00006501
8 Yes 4 0.00000001 0.00000001
9 Yes 4 0.00000001 0.00000001
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 14
tnxTower Report - version 8.0.7.5
10 Yes 4 0.00000001 0.00009913
11 Yes 4 0.00000001 0.00006787
12 Yes 4 0.00000001 0.00009385
13 Yes 4 0.00000001 0.00006417
14 Yes 4 0.00000001 0.00000001
15 Yes 4 0.00000001 0.00000001
16 Yes 4 0.00000001 0.00009671
17 Yes 4 0.00000001 0.00006614
18 Yes 4 0.00000001 0.00009747
19 Yes 4 0.00000001 0.00006669
20 Yes 4 0.00000001 0.00000001
21 Yes 4 0.00000001 0.00000001
22 Yes 4 0.00000001 0.00009366
23 Yes 4 0.00000001 0.00006404
24 Yes 4 0.00000001 0.00009891
25 Yes 4 0.00000001 0.00006772
26 Yes 4 0.00000001 0.00000001
27 Yes 4 0.00000001 0.00000001
28 Yes 4 0.00000001 0.00000001
29 Yes 4 0.00000001 0.00000001
30 Yes 4 0.00000001 0.00000001
31 Yes 4 0.00000001 0.00000001
32 Yes 4 0.00000001 0.00000001
33 Yes 4 0.00000001 0.00000001
34 Yes 4 0.00000001 0.00000001
35 Yes 4 0.00000001 0.00000001
36 Yes 4 0.00000001 0.00000001
37 Yes 4 0.00000001 0.00000001
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 100 - 48.25 5.803 33 0.4706 0.0003
L2 53 - 0 1.723 34 0.2948 0.0002
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
96.00 (2) 80010992 w/ Mount Pipe 33 5.405 0.4574 0.0003 69259
79.00 AIR 32 B2A B66AA_T-MOBILE
w/ Mount Pipe
33 3.765 0.3993 0.0002 16490
28.00 Street Light Support 34 0.620 0.1655 0.0001 13945
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 100 - 48.25 17.174 14 1.3934 0.0008
L2 53 - 0 5.097 16 0.8725 0.0004
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 15
tnxTower Report - version 8.0.7.5
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
96.00 (2) 80010992 w/ Mount Pipe 14 15.996 1.3541 0.0008 23404
79.00 AIR 32 B2A B66AA_T-MOBILE
w/ Mount Pipe
16 11.143 1.1819 0.0006 5572
28.00 Street Light Support 16 1.833 0.4898 0.0003 4709
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
fPn
K
Ratio
Pu
fPn
L1 100 - 48.25
(1)
TP33.39x22x0.25 51.75 0.00 0.0 25.467
0
-13.20 1489.82 0.009
L2 48.25 - 0 (2) TP43.5x31.8445x0.375 53.00 0.00 0.0 51.329
5
-24.19 3002.78 0.008
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
fMnx
kip-ft
Ratio
Mux
fMnx
Muy
kip-ft
fMny
kip-ft
Ratio
Muy
fMny
L1 100 - 48.25
(1)
TP33.39x22x0.25 249.51 1144.47 0.218 0.00 1144.47 0.000
L2 48.25 - 0 (2) TP43.5x31.8445x0.375 739.33 3210.07 0.230 0.00 3210.07 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
fVn
K
Ratio
Vu
fVn
Actual
Tu
kip-ft
fTn
kip-ft
Ratio
Tu
fTn
L1 100 - 48.25
(1)
TP33.39x22x0.25 7.90 446.95 0.018 0.00 1256.22 0.000
L2 48.25 - 0 (2) TP43.5x31.8445x0.375 10.50 889.17 0.012 0.31 3402.15 0.000
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
fPn
Ratio
Mux
fMnx
Ratio
Muy
fMny
Ratio
Vu
fVn
Ratio
Tu
fTn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 100 - 48.25
(1)
0.009 0.218 0.000 0.018 0.000 0.227 1.050 4.8.2
L2 48.25 - 0 (2) 0.008 0.230 0.000 0.012 0.000 0.239 1.050 4.8.2
February 11, 2021
100 Ft Monopole Tower Structural Analysis CCI BU No 839266
Project Number CN7-235 / 2101398, Order 537340, Revision 0 Page 16
tnxTower Report - version 8.0.7.5
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
L1 100 - 48.25 Pole TP33.39x22x0.25 1 -13.20 1564.31 21.6 Pass
L2 48.25 - 0 Pole TP43.5x31.8445x0.375 2 -24.19 3152.92 22.7 Pass
Summary
Pole (L2) 22.7 Pass
RATING = 22.7 Pass
tnxTower Report - version 8.0.7.5
APPENDIX B
BASE LEVEL DRAWING
SSDCDF81MB
tnxTower Report - version 8.0.7.5
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)
(12) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 50.5" BC Pu_c = 60.53 φPn_c = 268.39 Stress Rating
Vu = 0.88 φVn = 120.77 21.5%
Base Plate Data Mu = n/a φMn = n/a Pass
56.5" OD x 2" Plate (A572-60; Fy=60 ksi, Fu=75 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):12.05 (Flexural)
N/A Allowable Stress (ksi):54
Stress Rating:21.3%Pass
Pole Data
43.5" x 0.375" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
24.19
10.50
Adjusted Pole Reactions
BU # 839266
Applied Loads
Site Name Fairview & Locus Grove
Order # 537340 Rev. 0
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
Analysis ResultsConnection Properties
Iar (in) 1.375
Moment (kip-ft) 739.33
Axial Force (kips) 24.19
Shear Force (kips) 10.50
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
Analysis Date: 2/12/2021CCIplate - Version 3.7.3.1
Report File:TIA-222 Revison:Check Pier Capacity only at location of Max Moment?NoTower Type:Soil Lateral CheckCompression UpliftComp.Uplift5.19-739.336.39-24.2803.18-10.4919.8%-Soil Vertical CheckCompressionUpliftGo to Soil Calculations156.31-4ksi2305.60-60ksi79.33-40ksi2461.91-103.53-4.0%-18ftReinforced Concrete FlexureCompressionUplift0.5ft5.04-803.09-4445.57-6ft17.2%-2726Reinforced Concrete ShearCompressionUplift1012.79 -3 in120.91 -5549.33 -12 in21.0% -in*Rating per TIA-222-H Section 15.511# of Layers7121FALSE1 0 3.3 3.3 115 150 0 0 0.000 0.0000.00 0.00FALSE2 3.3 5 1.7 115 150 0 45 0.000 0.0000.31 0.31FALSE3 5 7.5 2.5 114 150 0 45 0.000 0.0000.47 0.47FALSE4 7.5 10 2.5 115 150 0 45 0.000 0.0000.67 0.67FALSE5 10 11 1 118 150 0 45 0.000 0.0000.80 0.80FALSE6 11 15 4 55.6 87.6 0 45 0.000 0.0000.91 0.91FALSE7 15 18 3 55.6 87.6 0 45 0.00 0.001.08 1.08108.725Pier DiameterRebar QuantityRebar Cage DiameterCalculated Ultimate Skin Friction Uplift (ksf)Calculated Ultimate Skin Friction Comp (ksf)LayerTop (ft)Bottom (ft)Thickness (ft)Ultimate Skin Friction Comp Override (ksf)Groundwater DepthSoil ProfileSoil TypeSPT Blow CountUlt. Gross Bearing Capacity (ksf)γsoil (pcf)γconcrete (pcf)Cohesion (ksf)Angle of Friction (degrees)Drilled Pier FoundationBU # :Site Name:Order Number:MonopoleApplied LoadsMaterial PropertiesPier Design DataH839266Fairview & Locus Grove537340 Rev. 0Moment (kip-ft)Axial Force (kips)Shear Force (kips)Concrete Strength, f'c:Rebar Strength, Fy:CohesionlessCohesionlessCohesionlessCohesionlessCohesionlessCohesionlessCohesionlessUltimate Skin Friction Uplift Override (ksf)Shear Design OptionsCheck Shear along Depth of Pier:Utilize Shear-Friction Methodology:Critical Shear CapacityRating*Override Critical Depth:Dv=0 (ft from TOC)Soil Safety FactorMax Moment (kip-ft)Rating*Skin Friction (kips)Weight of Concrete (kips)Rating*Critical Shear (kip)End Bearing (kips)Axial (kips)Critical Depth (ft from TOC)Critical Depth (ft from TOC)19.8%Soil Interaction Rating*Ext. Above GradeCritical Moment (kip-ft)Critical Moment CapacityRating*From 0.5' above grade to 18' below gradeRebar SizeClear Cover to TiesTie SizeC:\Users\skumar\Desktop\cn7-235\Ananlysis\CN7-235 BU_839266 WO_1922678.eri.rtf21.0%Structural Foundation Rating*Total Capacity (kips)Tie Yield Strength, Fyt:Tie SpacingDepthN/AAnalysis ResultsRebar QuantityRebar SizePier Section 1Check LimitationApply TIA-222-H Section 15.5:Rebar & Pier OptionsEmbedded Pole InputsBelled Pier InputsVersion 4.2.0
ASCE 7 Hazards Report
Address:
No Address at This
Location
Standard:ASCE/SEI 7-16
Risk Category:II
Soil Class:D - Stiff Soil
Elevation:2607.8 ft (NAVD 88)
Latitude:
Longitude:
43.621923
-116.373463
Wind
Results:
Wind Speed: 102 Vmph
10-year MRI 71 Vmph
25-year MRI 77 Vmph
50-year MRI 82 Vmph
100-year MRI 87 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: Thu Feb 11 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 not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://asce7hazardtool.online/Thu Feb 11 2021
100 mph Ultimate Wind Speed per Meridian City Exception.
SS : 0.293
S1 : 0.106
F a : 1.566
F v : 2.387
SMS : 0.458
SM1 : 0.254
SDS : 0.306
SD1 : 0.169
T L : 6
PGA : 0.129
PGA M : 0.199
F PGA : 1.541
Ie : 1
C v : 0.885
Design Response Spectrum
S (g) vs T(s)a
MCE Response SpectrumR
S (g) vs T(s)a
Design Vertical Response Spectrum
S (g) vs T(s)a
MCE Vertical Response SpectrumR
S (g) vs T(s)a
Seismic
Site Soil Class:
Results:
Seismic Design Category
D - Stiff Soil
C
Data Accessed:
Date Source:
Thu Feb 11 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/Thu Feb 11 2021
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.50 in.
Concurrent Temperature: 15 F
Gust Speed: 40 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Thu Feb 11 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.
Page 3 of 3https://asce7hazardtool.online/Thu Feb 11 2021