HomeMy WebLinkAboutBLD2022-00391-07A- Structural CalculationstnxTower Report - version 8.1.1.0
Date: May 04, 2022
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
(918) 587-4630
Subject: Structural Analysis Report
Carrier Designation: AT&T Mobility Co-Locate
Site Number: RN12
Site Name: Anderson Lake
FA Number: 10092414
Crown Castle Designation: BU Number: 846384
Site Name: Anderson Lake
JDE Job Number: 691641
Work Order Number: 2103639
Order Number: 591705 Rev. 0
Engineering Firm Designation: B+T Group Project Number: 163554.001.01
Site Data: 413 Southport Lane, Port Townsend, Jefferson County, WA
Latitude 48° 1' 26.4'', Longitude -122° 49' 21.4''
150 Foot - Monopole Tower
B+T Group 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 97 mph. Applicable Standard references and design criteria are listed in
Section 2 - Analysis Criteria.
Structural analysis prepared by: Clint Coody
Respectfully submitted by: B+T Engineering, Inc.
COA: 3425; Expires: 12/31/2022
John W. Kelly, P.E., S.E.
RECEIVED BY DCD 7/5/22
May 04, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 846384
Project Number 163554.001.01, Order 591705, Revision 0 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
RECEIVED BY DCD 7/5/22
May 04, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 846384
Project Number 163554.001.01, Order 591705, Revision 0 Page 3
tnxTower Report - version 8.1.1.0
1) INTRODUCTION
This tower is a 150 ft. Monopole tower designed by Valmont.
2) ANALYSIS CRITERIA
TIA-222 Revision: TIA-222-H
Risk Category: II
Wind Speed: 97 mph
Exposure Category: D
Topographic Factor: 5
Wind Speed with Ice: 30 mph
Seismic Ss: 1.322
Seismic S1: 0.482
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)
146.0
151.0
6 Cellmax Tech.CMA-
UBTULBULBHH/6517/17/21/21_CCIV2
15
2
1
1
1-5/8
5/8
3/8
13/64
3 Kathrein 800 10121
3 Nokia AHCA_CCIV3
3 Nokia AHFIB_CCIV2
3 Nokia AHLBBA_CCIV2
3 Nokia AHNA_CCIV2
1 Raycap DC6-48-60-18-8F_CCIV2
1 Raycap DC9-48-60-24-8C-EV_CCIV2
150.0 3 Powerwave TT19-08BP111-001
146.0 1 --Platform Mount [LP 713-1]
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 KMW Comm. ET-X-WM-18-65-8P
1
3
1
1-7/16
1-1/4
1/4
3 KMW Comm.ETCR-654L12H6
1 Samsung Telecomm. 2.5G 8T8R RADAR FILTER
3 Samsung Telecomm. 2.5GHz RRH-V3
3 Samsung Telecomm. Optic Fiber Junction Cylinder
3 Samsung Telecomm. Power Junction Cylinder
6 Samsung Telecomm.RRH-C2A W/ EXT
FILTER_CCIV2
3 Samsung Telecomm.RRH-P4
121.0
1 Andrew VHLP2-18
1 Dragonwave Horizon Quantum
1 --Sector Mount [SM 411-3]
119.0 120.0 2 Kathrein 800-10080 2 1/2
RECEIVED BY DCD 7/5/22
May 04, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 846384
Project Number 163554.001.01, Order 591705, Revision 0 Page 4
tnxTower Report - version 8.1.1.0
3) ANALYSIS PROCEDURE
Table 3 - Documents Provided
Document Reference Source
Tower Manufacturer Drawing 5183129 CCI Sites
Foundation Mapping 5298964 CCI Sites
Geotech Report 4302286 CCI Sites
Crown CAD Package Date: 04/14/2022 CCI Sites
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) The 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. B+T
Group 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 150 - 95.917 Pole TP34.29x21.313x0.281 1 -12.355 1823.997 50.7 Pass
L2 95.917 -
46.583 Pole TP45.571x32.508x0.375 2 -23.441 3237.958 56.1 Pass
L3 46.583 - 0 Pole TP56x43.281x0.469 3 -42.811 5148.486 53.8 Pass
Summary
Pole (L2) 56.1 Pass
Rating = 56.1 Pass
RECEIVED BY DCD 7/5/22
May 04, 2022
150 Ft Monopole Tower Structural Analysis CCI BU No 846384
Project Number 163554.001.01, Order 591705, Revision 0 Page 5
tnxTower Report - version 8.1.1.0
Table 5 - Tower Component Stresses vs. Capacity – LC5
Notes Component Elevation (ft) % Capacity Pass / Fail
1,2 Anchor Rods Base 60.8 Pass
1,2 Base Plate Base 33.4 Pass
1,2 Base Foundation (Structure)Base 47.9 Pass
1,2 Base Foundation (Soil Interaction)Base 28.2 Pass
Structure Rating (max from all components) = 60.8%
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 foundations have sufficient capacity to carry the proposed load configuration. No
modifications are required at this time.
RECEIVED BY DCD 7/5/22
APPENDIX A
TNXTOWER OUTPUT
RECEIVED BY DCD 7/5/22
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job: 163554.001.01 - ANDERSON LAKE, WA (BU# 846384
Project:
Client: Crown Castle Drawn by: R AITHAL App'd:
Code: TIA-222-H Date: 05/03/22 Scale: NTS
Path:
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\Tnx_001_01\163554_001_01_ANDERSON LAKE_WA.eri
Dwg No. E-1
150.0 ft
95.9 ft
46.6 ft
0.0 ft
REACTIONS - 97 mph WIND
TORQUE 1 kip-ft
35 K
SHEAR
3380 kip-ft
MOMENT
43 K
AXIAL
ARE FACTORED
ALL REACTIONS
S
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MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Jefferson County, Washington.
2. Tower designed for Exposure D to the TIA-222-H Standard.
3. Tower designed for a 97 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 5 with Crest Height of 324.000 ft
7. TIA-222-H Annex S
8. TOWER RATING: 56.1%
RECEIVED BY DCD 7/5/22
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job: 163554.001.01 - ANDERSON LAKE, WA (BU# 846384
Project:
Client: Crown Castle Drawn by: R AITHAL App'd:
Code: TIA-222-H Date: 05/03/22 Scale: NTS
Path:
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\Tnx_001_01\163554_001_01_ANDERSON LAKE_WA.eri
Dwg No. E-4
0
0
50
50
Global Mast Shear (K)
150.000
95.917
46.583
0.000
El
e
v
a
t
i
o
n
(
f
t
)
0
0
5000
5000
Global Mast Moment (kip-ft)
150.000
95.917
46.583
0.000
TIA-222-H - 97 mph Exposure D Maximum Values
Vx Vz Mx MzRECEIVED BY DCD 7/5/22
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job: 163554.001.01 - ANDERSON LAKE, WA (BU# 846384
Project:
Client: Crown Castle Drawn by: R AITHAL App'd:
Code: TIA-222-H Date: 05/03/22 Scale: NTS
Path:
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\Tnx_001_01\163554_001_01_ANDERSON LAKE_WA.eri
Dwg No. E-5
TIA-222-H - Service - 60 mph Maximum Values
0
0
50
50
Deflection (in)
150.000
95.917
46.583
0.000
El
e
v
a
t
i
o
n
(
f
t
)
0
0
0.5
0.5
1
1
1.5
1.5
2
2
Tilt (deg)
0
0
0.05
0.05
0.1
0.1
Twist (deg)
150.000
95.917
46.583
0.000
RECEIVED BY DCD 7/5/22
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job: 163554.001.01 - ANDERSON LAKE, WA (BU# 846384
Project:
Client: Crown Castle Drawn by: R AITHAL App'd:
Code: TIA-222-H Date: 05/03/22 Scale: NTS
Path:
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\Tnx_001_01\163554_001_01_ANDERSON LAKE_WA.eri
Dwg No. E-7
Feed Line Distribution Chart
0' - 150'
Round Flat App In Face App Out Face Truss Leg
Face A
95.917
46.583
0.000
150.000
El
e
v
a
t
i
o
n
(
f
t
)
(3
)
L
D
F
7
-
5
0
A
(
1
-
5
/
8
)
Face B
146.000146.000146.000146.000146.000146.000
121.000121.000121.000
119.000
78.000
(3
)
T
Y
P
E
1
(
1
-
1
/
4
)
TY
P
E
2
(
1
-
7
/
1
6
)
CA
T
5
E
(
1
/
4
)
Face C
95.917
46.583
0.000
150.000
146.000146.000146.000146.000146.000146.000
121.000121.000121.000
119.000
78.000
(1
2
)
L
D
F
7
-
5
0
A
(
1
-
5
/
8
)
CA
T
E
G
O
R
Y
5
E
(
1
3
/
6
4
)
(2
)
9
7
7
6
(
5
/
8
)
LD
F
2
-
5
0
(
3
/
8
)
2-
1
/
2
"
R
i
g
i
d
C
o
n
d
u
i
t
(2
)
L
D
F
4
-
5
0
A
(
1
/
2
)
Sa
f
e
t
y
L
i
n
e
3
/
8
LD
F
2
-
5
0
(
3
/
8
)
LD
F
2
-
5
0
(
3
/
8
)
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
1 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
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 Jefferson County, Washington.
Tower base elevation above sea level: 319.000 ft.
Basic wind speed of 97 mph.
Risk Category II.
Exposure Category D.
Crest Height: 324.000 ft.
Rigorous Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Feature: Flat Topped Hill.
Slope Distance L: 2244.000 ft.
Distance from Crest x: 139.000 ft.
Horizontal Distance Downwind: No.
Deflections calculated using a wind speed of 60 mph.
TIA-222-H Annex S.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used: Kes(Fw) = 0.95.
Maximum demand-capacity ratio is: 1.05.
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
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
2 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
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 150.000-95.917 54.083 5.083 12 21.313 34.290 0.281 1.125 A572-65
(65 ksi)
L2 95.917-46.583 54.417 6.417 12 32.508 45.571 0.375 1.500 A572-65
(65 ksi)
L3 46.583-0.000 53.000 12 43.281 56.000 0.469 1.875 A572-65
(65 ksi)
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 21.966 19.047 1075.377 7.529 11.040 97.406 2179.005 9.374 4.958 17.629
35.400 30.799 4546.805 12.175 17.762 255.982 9213.060 15.158 8.436 29.995
L2 34.786 38.800 5113.532 11.504 16.839 303.671 10361.403 19.096 7.707 20.552
47.046 54.574 14228.958 16.180 23.606 602.774 28831.726 26.860 11.208 29.888
L3 46.236 64.619 15117.285 15.327 22.419 674.297 30631.719 31.804 10.343 22.065
57.810 83.817 32990.998 19.880 29.008 1137.307 66848.706 41.252 13.752 29.337
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
150.000-95.91
7
1 1 1
L2
95.917-46.583
1 1 1
L3
46.583-0.000
1 1 1
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
Number
Per Row
Clear
Spacing
in
Width or
Diameter
in
Perimeter
in
Weight
klf
*
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
*
LDF7-50A(1-5/8) C No No Inside Pole 146.000 - 0.000 12 No Ice 0.000 0.001
LDF7-50A(1-5/8) A No No Inside Pole 146.000 - 0.000 3 No Ice 0.000 0.001
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
3 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Description Face
or
Leg
Allow
Shield
Exclude
From
Torque
Calculation
Component
Type
Placement
ft
Total
Number
CAAA
ft2/ft
Weight
klf
CATEGORY
5E(13/64)
C No No Inside Pole 146.000 - 0.000 1 No Ice 0.000 0.000
9776(5/8) C No No Inside Pole 146.000 - 0.000 2 No Ice 0.000 0.000
LDF2-50(3/8) C No No Inside Pole 146.000 - 0.000 1 No Ice 0.000 0.000
2-1/2'' Rigid Conduit C No No Inside Pole 146.000 - 0.000 1 No Ice 0.000 0.003
*
TYPE 1(1-1/4) B No No Inside Pole 121.000 - 0.000 3 No Ice 0.000 0.001
TYPE 2(1-7/16) B No No Inside Pole 121.000 - 0.000 1 No Ice 0.000 0.001
CAT5E(1/4) B No No Inside Pole 121.000 - 0.000 1 No Ice 0.000 0.000
*
LDF4-50A(1/2) C No No Inside Pole 119.000 - 0.000 2 No Ice 0.000 0.000
*
Safety Line 3/8 C No No CaAa (Out
Of Face)
150.000 - 0.000 1 No Ice 0.037 0.000
*
LDF2-50(3/8) C No No Inside Pole 78.000 - 0.000 1 No Ice 0.000 0.000
LDF2-50(3/8) C No No Inside Pole 150.000 - 0.000 1 No Ice 0.000 0.000
*
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
ft
Face AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
L1 150.000-95.917 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
2.028
0.123
0.055
0.699
L2 95.917-46.583 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
1.850
0.121
0.109
0.698
L3 46.583-0.000 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
1.747
0.115
0.102
0.660
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
L1 150.000-95.917 -0.196 0.113 -0.155 0.090
L2 95.917-46.583 -0.196 0.113 -0.156 0.090
L3 46.583-0.000 -0.197 0.114 -0.156 0.090
Note: For pole sections, center of pressure calculations do not consider feed line shielding.
Discrete Tower Loads
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
4 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
Flash Beacon Lighting A From Leg 0.500
0.000
0.000
0.000 154.000 No Ice 2.700 2.700 0.050
5' x 2'' Pipe Mount A From Leg 0.500
0.000
2.500
0.000 149.500 No Ice 1.188 1.188 0.018
Side Lighting A From Leg 1.000
0.000
0.000
0.000 78.000 No Ice 0.108 0.108 0.005
Side Lighting B From Leg 1.000
0.000
0.000
0.000 78.000 No Ice 0.108 0.108 0.005
Side Lighting C From Leg 1.000
0.000
0.000
0.000 78.000 No Ice 0.108 0.108 0.005
Junction Box C From Leg 0.500
0.000
0.000
0.000 78.000 No Ice 1.000 0.600 0.010
*
*
800 10121 w/ Mount Pipe A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.600 2.950 0.072
800 10121 w/ Mount Pipe B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.600 2.950 0.072
800 10121 w/ Mount Pipe C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.600 2.950 0.072
TT19-08BP111-001 A From Leg 4.000
0.000
4.000
0.000 146.000 No Ice 0.545 0.442 0.016
TT19-08BP111-001 B From Leg 4.000
0.000
4.000
0.000 146.000 No Ice 0.545 0.442 0.016
TT19-08BP111-001 C From Leg 4.000
0.000
4.000
0.000 146.000 No Ice 0.545 0.442 0.016
(2)
CMA-UBTULBULBHH/651
7/17/21/21_CCIV2 w/ Mount
Pipe
A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 23.860 8.300 0.174
(2)
CMA-UBTULBULBHH/651
7/17/21/21_CCIV2 w/ Mount
Pipe
B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 23.860 8.300 0.174
(2)
CMA-UBTULBULBHH/651
7/17/21/21_CCIV2 w/ Mount
Pipe
C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 23.860 8.300 0.174
AHFIB_CCIV2 A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 2.793 1.526 0.066
AHFIB_CCIV2 B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 2.793 1.526 0.066
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
5 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
AHFIB_CCIV2 C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 2.793 1.526 0.066
AHNA_CCIV2 A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.331 0.608 0.034
AHNA_CCIV2 B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.331 0.608 0.034
AHNA_CCIV2 C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.331 0.608 0.034
DC6-48-60-18-8F_CCIV2 A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 2.901 4.818 0.033
AHLBBA_CCIV2 A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.057 1.023 0.101
AHLBBA_CCIV2 B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.057 1.023 0.101
AHLBBA_CCIV2 C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 3.057 1.023 0.101
AHCA_CCIV3 A From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.533 0.823 0.037
AHCA_CCIV3 B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.533 0.823 0.037
AHCA_CCIV3 C From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 1.533 0.823 0.037
DC9-48-60-24-8C-EV_CCIV
2
B From Leg 4.000
0.000
5.000
0.000 146.000 No Ice 2.736 2.736 0.016
8' x 2'' Mount Pipe A From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.900 1.900 0.029
8' x 2'' Mount Pipe B From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.900 1.900 0.029
8' x 2'' Mount Pipe C From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.900 1.900 0.029
5' x 2'' Pipe Mount A From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.188 1.188 0.018
5' x 2'' Pipe Mount B From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.188 1.188 0.018
5' x 2'' Pipe Mount C From Leg 4.000
0.000
0.000
0.000 146.000 No Ice 1.188 1.188 0.018
Platform Mount [LP 713-1] C None 0.000 146.000 No Ice 32.890 32.890 1.510
*
ET-X-WM-18-65-8P w/ A From Leg 4.000 0.000 121.000 No Ice 4.000 2.300 0.059
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
6 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
Mount Pipe 0.000
3.000
ET-X-WM-18-65-8P w/
Mount Pipe
B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 4.000 2.300 0.059
ET-X-WM-18-65-8P w/
Mount Pipe
C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 4.000 2.300 0.059
ETCR-654L12H6 w/ Mount
Pipe
A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 10.900 4.610 0.105
ETCR-654L12H6 w/ Mount
Pipe
B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 10.900 4.610 0.105
ETCR-654L12H6 w/ Mount
Pipe
C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 10.900 4.610 0.105
POWER JUNCTION
CYLINDER
A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.369 0.369 0.003
POWER JUNCTION
CYLINDER
B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.369 0.369 0.003
POWER JUNCTION
CYLINDER
C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.369 0.369 0.003
OPTIC FIBER JUNCTION
CYLINDER
A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.389 0.389 0.002
OPTIC FIBER JUNCTION
CYLINDER
B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.389 0.389 0.002
OPTIC FIBER JUNCTION
CYLINDER
C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.389 0.389 0.002
2.5GHz RRH-V3 A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.402 1.221 0.060
2.5GHz RRH-V3 B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.402 1.221 0.060
2.5GHz RRH-V3 C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.402 1.221 0.060
2.5G 8T8R RADAR FILTER A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 0.807 0.320 0.022
RRH-P4 A From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.735 1.789 0.060
RRH-P4 B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.735 1.789 0.060
RRH-P4 C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 2.735 1.789 0.060
(2) RRH-C2A W/ EXT A From Leg 4.000 0.000 121.000 No Ice 3.075 1.361 0.064
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
7 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
ft
ft
Azimuth
Adjustment
°
Placement
ft
CAAA
Front
ft2
CAAA
Side
ft2
Weight
K
FILTER_CCIV2 0.000
3.000
(2) RRH-C2A W/ EXT
FILTER_CCIV2
B From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 3.075 1.361 0.064
(2) RRH-C2A W/ EXT
FILTER_CCIV2
C From Leg 4.000
0.000
3.000
0.000 121.000 No Ice 3.075 1.361 0.064
HORIZON QUANTUM C From Leg 4.000
0.000
0.000
0.000 121.000 No Ice 0.507 0.234 0.007
(2) 8' x 2'' Mount Pipe A From Leg 4.000
0.000
0.000
0.000 121.000 No Ice 1.900 1.900 0.029
(2) 8' x 2'' Mount Pipe B From Leg 4.000
0.000
0.000
0.000 121.000 No Ice 1.900 1.900 0.029
(2) 8' x 2'' Mount Pipe C From Leg 4.000
0.000
0.000
0.000 121.000 No Ice 1.900 1.900 0.029
Sector Mount [SM 411-3] C None 0.000 121.000 No Ice 20.530 20.530 1.069
*
800-10080 w/ Mount Pipe A From Leg 1.000
0.000
1.000
0.000 119.000 No Ice 0.798 1.143 0.014
800-10080 w/ Mount Pipe C From Leg 1.000
0.000
1.000
0.000 119.000 No Ice 0.798 1.143 0.014
*
*
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
ft
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
ft
Outside
Diameter
ft
Aperture
Area
ft2
Weight
K
*
Andrew VHLP2-18 C Paraboloid
w/Shroud (HP)
From
Leg
4.000
0.000
0.000
23.000 121.000 2.175 No Ice 3.715 0.031
*
Load Combinations
Comb.
No.
Description
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
8 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
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
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
L1 150 - 95.917 Pole Max Tension 14 0.000 0.000 0.000
Max. Compression 2 -12.378 -0.105 664.047
Max. Mx 8 -12.355 -670.730 0.558
Max. My 2 -12.378 -0.105 664.047
Max. Vy 8 19.159 -670.730 0.558
Max. Vx 14 18.950 0.876 -663.558
Max. Torque 23 -1.234
L2 95.917 -
46.583
Pole Max Tension 1 0.000 0.000 0.000
Max. Compression 2 -23.453 -0.862 1740.725
Max. Mx 8 -23.441 -1757.876 1.365
Max. My 2 -23.453 -0.862 1740.725
Max. Vy 8 26.319 -1757.876 1.365
Max. Vx 14 26.103 2.730 -1740.518
Max. Torque 20 -0.713
L3 46.583 - 0 Pole Max Tension 1 0.000 0.000 0.000
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
9 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Compression 2 -42.811 -1.877 3351.438
Max. Mx 8 -42.811 -3380.182 2.406
Max. My 14 -42.811 4.896 -3351.525
Max. Vy 8 34.805 -3380.182 2.406
Max. Vx 14 34.595 4.896 -3351.525
Max. Torque 18 -0.627
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Pole Max. Vert 8 42.833 -34.778 0.020
Max. Hx 20 42.833 34.731 -0.014
Max. Hz 2 42.833 -0.019 34.563
Max. Mx 2 3351.438 -0.019 34.563
Max. Mz 8 3380.182 -34.778 0.020
Max. Torsion 6 0.526 -30.142 17.292
Min. Vert 13 32.124 -17.417 -29.898
Min. Hx 8 42.833 -34.778 0.020
Min. Hz 14 42.833 0.040 -34.568
Min. Mx 14 -3351.525 0.040 -34.568
Min. Mz 20 -3374.848 34.731 -0.014
Min. Torsion 18 -0.627 30.094 -17.279
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 35.694 0.000 0.000 -0.212 0.193 0.000
1.2 Dead+1.0 Wind 0 deg - No
Ice
42.833 0.019 -34.563 -3351.438 -1.877 -0.460
0.9 Dead+1.0 Wind 0 deg - No
Ice
32.124 0.019 -34.563 -3328.664 -1.926 -0.459
1.2 Dead+1.0 Wind 30 deg - No
Ice
42.833 17.459 -29.920 -2900.746 -1698.440 -0.353
0.9 Dead+1.0 Wind 30 deg - No
Ice
32.124 17.459 -29.920 -2881.025 -1686.981 -0.351
1.2 Dead+1.0 Wind 60 deg - No
Ice
42.833 30.142 -17.292 -1676.857 -2929.973 -0.526
0.9 Dead+1.0 Wind 60 deg - No
Ice
32.124 30.142 -17.292 -1665.429 -2910.162 -0.525
1.2 Dead+1.0 Wind 90 deg - No
Ice
42.833 34.778 -0.020 -2.406 -3380.182 -0.459
0.9 Dead+1.0 Wind 90 deg - No
Ice
32.124 34.778 -0.020 -2.323 -3357.320 -0.458
1.2 Dead+1.0 Wind 120 deg -
No Ice
42.833 30.136 17.245 1670.999 -2929.573 -0.213
0.9 Dead+1.0 Wind 120 deg -
No Ice
32.124 30.136 17.245 1659.745 -2909.764 -0.212
1.2 Dead+1.0 Wind 150 deg -
No Ice
42.833 17.417 29.898 2897.767 -1693.711 0.157
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
10 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
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 150 deg -
No Ice
32.124 17.417 29.898 2878.201 -1682.283 0.156
1.2 Dead+1.0 Wind 180 deg -
No Ice
42.833 -0.040 34.568 3351.525 4.896 0.442
0.9 Dead+1.0 Wind 180 deg -
No Ice
32.124 -0.040 34.568 3328.886 4.803 0.441
1.2 Dead+1.0 Wind 210 deg -
No Ice
42.833 -17.417 29.920 2900.181 1693.717 0.503
0.9 Dead+1.0 Wind 210 deg -
No Ice
32.124 -17.417 29.920 2880.599 1682.170 0.502
1.2 Dead+1.0 Wind 240 deg -
No Ice
42.833 -30.094 17.279 1674.762 2924.501 0.627
0.9 Dead+1.0 Wind 240 deg -
No Ice
32.124 -30.094 17.279 1663.484 2904.607 0.626
1.2 Dead+1.0 Wind 270 deg -
No Ice
42.833 -34.731 0.014 1.160 3374.848 0.540
0.9 Dead+1.0 Wind 270 deg -
No Ice
32.124 -34.731 0.014 1.221 3351.902 0.539
1.2 Dead+1.0 Wind 300 deg -
No Ice
42.833 -30.093 -17.241 -1670.982 2924.714 0.299
0.9 Dead+1.0 Wind 300 deg -
No Ice
32.124 -30.093 -17.241 -1659.593 2904.817 0.299
1.2 Dead+1.0 Wind 330 deg -
No Ice
42.833 -17.389 -29.912 -2900.083 1690.696 -0.184
0.9 Dead+1.0 Wind 330 deg -
No Ice
32.124 -17.389 -29.912 -2880.364 1679.167 -0.183
Dead+Wind 0 deg - Service 35.694 0.007 -12.455 -1203.325 -0.560 -0.166
Dead+Wind 30 deg - Service 35.694 6.292 -10.782 -1041.527 -609.643 -0.127
Dead+Wind 60 deg - Service 35.694 10.862 -6.231 -602.142 -1051.784 -0.190
Dead+Wind 90 deg - Service 35.694 12.533 -0.007 -0.991 -1213.419 -0.167
Dead+Wind 120 deg - Service 35.694 10.860 6.214 599.785 -1051.639 -0.079
Dead+Wind 150 deg - Service 35.694 6.276 10.774 1040.202 -607.944 0.055
Dead+Wind 180 deg - Service 35.694 -0.014 12.457 1203.104 1.871 0.159
Dead+Wind 210 deg - Service 35.694 -6.277 10.782 1041.070 608.174 0.183
Dead+Wind 240 deg - Service 35.694 -10.845 6.227 601.135 1050.044 0.228
Dead+Wind 270 deg - Service 35.694 -12.516 0.005 0.290 1211.729 0.196
Dead+Wind 300 deg - Service 35.694 -10.844 -6.213 -600.031 1050.119 0.109
Dead+Wind 330 deg - Service 35.694 -6.266 -10.779 -1041.286 607.088 -0.066
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 0.000 -35.694 0.000 0.000 35.694 0.000 0.000%
2 0.019 -42.833 -34.563 -0.019 42.833 34.563 0.000%
3 0.019 -32.124 -34.563 -0.019 32.124 34.563 0.000%
4 17.459 -42.833 -29.920 -17.459 42.833 29.920 0.000%
5 17.459 -32.124 -29.920 -17.459 32.124 29.920 0.000%
6 30.142 -42.833 -17.292 -30.142 42.833 17.292 0.000%
7 30.142 -32.124 -17.292 -30.142 32.124 17.292 0.000%
8 34.778 -42.833 -0.020 -34.778 42.833 0.020 0.000%
9 34.778 -32.124 -0.020 -34.778 32.124 0.020 0.000%
10 30.136 -42.833 17.245 -30.136 42.833 -17.245 0.000%
11 30.136 -32.124 17.245 -30.136 32.124 -17.245 0.000%
12 17.417 -42.833 29.898 -17.417 42.833 -29.898 0.000%
13 17.417 -32.124 29.898 -17.417 32.124 -29.898 0.000%
14 -0.040 -42.833 34.568 0.040 42.833 -34.568 0.000%
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
11 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Load
Comb.
Sum of Applied Forces Sum of Reactions
% Error PX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
15 -0.040 -32.124 34.568 0.040 32.124 -34.568 0.000%
16 -17.417 -42.833 29.920 17.417 42.833 -29.920 0.000%
17 -17.417 -32.124 29.920 17.417 32.124 -29.920 0.000%
18 -30.094 -42.833 17.279 30.094 42.833 -17.279 0.000%
19 -30.094 -32.124 17.279 30.094 32.124 -17.279 0.000%
20 -34.731 -42.833 0.014 34.731 42.833 -0.014 0.000%
21 -34.731 -32.124 0.014 34.731 32.124 -0.014 0.000%
22 -30.093 -42.833 -17.241 30.093 42.833 17.241 0.000%
23 -30.093 -32.124 -17.241 30.093 32.124 17.241 0.000%
24 -17.389 -42.833 -29.912 17.389 42.833 29.912 0.000%
25 -17.389 -32.124 -29.912 17.389 32.124 29.912 0.000%
26 0.007 -35.694 -12.455 -0.007 35.694 12.455 0.000%
27 6.292 -35.694 -10.782 -6.292 35.694 10.782 0.000%
28 10.862 -35.694 -6.231 -10.862 35.694 6.231 0.000%
29 12.533 -35.694 -0.007 -12.533 35.694 0.007 0.000%
30 10.860 -35.694 6.214 -10.860 35.694 -6.214 0.000%
31 6.276 -35.694 10.774 -6.276 35.694 -10.774 0.000%
32 -0.014 -35.694 12.457 0.014 35.694 -12.457 0.000%
33 -6.277 -35.694 10.782 6.277 35.694 -10.782 0.000%
34 -10.845 -35.694 6.227 10.845 35.694 -6.227 0.000%
35 -12.516 -35.694 0.005 12.516 35.694 -0.005 0.000%
36 -10.844 -35.694 -6.213 10.844 35.694 6.213 0.000%
37 -6.266 -35.694 -10.779 6.266 35.694 10.779 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 0.00005310
3 Yes 4 0.00000001 0.00002444
4 Yes 5 0.00000001 0.00010994
5 Yes 5 0.00000001 0.00004699
6 Yes 5 0.00000001 0.00011190
7 Yes 5 0.00000001 0.00004787
8 Yes 4 0.00000001 0.00011213
9 Yes 4 0.00000001 0.00006545
10 Yes 5 0.00000001 0.00010875
11 Yes 5 0.00000001 0.00004645
12 Yes 5 0.00000001 0.00011056
13 Yes 5 0.00000001 0.00004733
14 Yes 4 0.00000001 0.00005982
15 Yes 4 0.00000001 0.00002969
16 Yes 5 0.00000001 0.00011105
17 Yes 5 0.00000001 0.00004754
18 Yes 5 0.00000001 0.00010847
19 Yes 5 0.00000001 0.00004632
20 Yes 4 0.00000001 0.00011364
21 Yes 4 0.00000001 0.00006654
22 Yes 5 0.00000001 0.00011155
23 Yes 5 0.00000001 0.00004776
24 Yes 5 0.00000001 0.00010965
25 Yes 5 0.00000001 0.00004689
26 Yes 4 0.00000001 0.00001271
27 Yes 4 0.00000001 0.00020220
28 Yes 4 0.00000001 0.00021098
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
12 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
29 Yes 4 0.00000001 0.00001952
30 Yes 4 0.00000001 0.00019813
31 Yes 4 0.00000001 0.00020526
32 Yes 4 0.00000001 0.00001285
33 Yes 4 0.00000001 0.00020728
34 Yes 4 0.00000001 0.00019704
35 Yes 4 0.00000001 0.00002035
36 Yes 4 0.00000001 0.00021050
37 Yes 4 0.00000001 0.00020182
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 150 - 95.917 27.887 29 1.722 0.003
L2 101 - 46.583 12.204 29 1.202 0.001
L3 53 - 0 3.199 29 0.558 0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
154.000 Flash Beacon Lighting 29 27.887 1.722 0.003 35059
149.500 5' x 2'' Pipe Mount 29 27.713 1.717 0.003 35059
146.000 800 10121 w/ Mount Pipe 29 26.498 1.683 0.003 35059
121.000 Andrew VHLP2-18 29 18.088 1.432 0.002 6043
119.000 800-10080 w/ Mount Pipe 29 17.455 1.411 0.001 5653
78.000 Side Lighting 29 6.977 0.894 0.000 3777
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
L1 150 - 95.917 77.720 8 4.801 0.009
L2 101 - 46.583 34.021 8 3.354 0.002
L3 53 - 0 8.916 8 1.556 0.000
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
154.000 Flash Beacon Lighting 8 77.720 4.801 0.009 12702
149.500 5' x 2'' Pipe Mount 8 77.236 4.788 0.009 12702
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
13 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
146.000 800 10121 w/ Mount Pipe 8 73.849 4.693 0.009 12702
121.000 Andrew VHLP2-18 8 50.419 3.994 0.004 2187
119.000 800-10080 w/ Mount Pipe 8 48.654 3.935 0.004 2045
78.000 Side Lighting 8 19.450 2.494 0.001 1359
Compression Checks
Pole Design Data
Section
No.
Elevation
ft
Size
L
ft
Lu
ft
Kl/r
A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
L1 150 - 95.917
(1)
TP34.29x21.313x0.281 54.083 0.000 0.0 29.695 -12.355 1737.140 0.007
L2 95.917 -
46.583 (2)
TP45.571x32.508x0.375 54.417 0.000 0.0 52.714 -23.441 3083.770 0.008
L3 46.583 - 0 (3) TP56x43.281x0.469 53.000 0.000 0.0 83.817 -42.811 4903.320 0.009
Pole Bending Design Data
Section
No.
Elevation
ft
Size
Mux
kip-ft
Mnx
kip-ft
Ratio
Mux
Mnx
Muy
kip-ft
Mny
kip-ft
Ratio
Muy
Mny
L1 150 - 95.917
(1)
TP34.29x21.313x0.281 670.730 1281.100 0.524 0.000 1281.100 0.000
L2 95.917 -
46.583 (2)
TP45.571x32.508x0.375 1757.875 3029.950 0.580 0.000 3029.950 0.000
L3 46.583 - 0 (3) TP56x43.281x0.469 3380.183 6078.058 0.556 0.000 6078.058 0.000
Pole Shear Design Data
Section
No.
Elevation
ft
Size
Actual
Vu
K
Vn
K
Ratio
Vu
Vn
Actual
Tu
kip-ft
Tn
kip-ft
Ratio
Tu
Tn
L1 150 - 95.917
(1)
TP34.29x21.313x0.281 19.159 521.141 0.037 0.642 1503.092 0.000
L2 95.917 -
46.583 (2)
TP45.571x32.508x0.375 26.319 925.132 0.028 0.549 3552.575 0.000
L3 46.583 - 0 (3) TP56x43.281x0.469 34.805 1471.000 0.024 0.463 7185.367 0.000
RECEIVED BY DCD 7/5/22
ttnnxxTToowweerr Job
163554.001.01 - ANDERSON LAKE, WA (BU# 846384)
Page
14 of 14
B+T Group
1717 S. Boulder, Suite 300
Project
Date
18:07:51 05/03/22
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle Designed by
R AITHAL
Pole Interaction Design Data
Section
No.
Elevation
ft
Ratio
Pu
Pn
Ratio
Mux
Mnx
Ratio
Muy
Mny
Ratio
Vu
Vn
Ratio
Tu
Tn
Comb.
Stress
Ratio
Allow.
Stress
Ratio
Criteria
L1 150 - 95.917
(1)
0.007 0.524 0.000 0.037 0.000 0.532 1.050 4.8.2
L2 95.917 -
46.583 (2)
0.008 0.580 0.000 0.028 0.000 0.589 1.050 4.8.2
L3 46.583 - 0 (3) 0.009 0.556 0.000 0.024 0.000 0.565 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 150 - 95.917 Pole TP34.29x21.313x0.281 1 -12.355 1823.997 50.7 Pass
L2 95.917 - 46.583 Pole TP45.571x32.508x0.375 2 -23.441 3237.958 56.1 Pass
L3 46.583 - 0 Pole TP56x43.281x0.469 3 -42.811 5148.486 53.8 Pass
Summary
Pole (L2) 56.1 Pass
RATING = 56.1 Pass
Program Version 8.1.1.0
RECEIVED BY DCD 7/5/22
APPENDIX B
BASE LEVEL DRAWING
RECEIVED BY DCD 7/5/22
RECEIVED BY DCD 7/5/22
APPENDIX C
ADDITIONAL CALCULATIONS
RECEIVED BY DCD 7/5/22
Monopole Base Plate Connection
*TIA-222-H Section 15.5 Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(16) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 64" BC Pu_t = 155.69 φPn_t = 243.75 Stress Rating
Vu = 2.18 φVn = 149.1 60.8%
Base Plate Data Mu = n/a φMn = n/a Pass
70" OD x 2.75" Plate (S-128; Fy=60 ksi, Fu=80 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):18.95 (Flexural)
N/A Allowable Stress (ksi):54
Stress Rating:33.4%Pass
Pole Data
56" x 0.46875" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Analysis ResultsConnection Properties
Iar (in) 1.375
Moment (kip-ft) 3380.18
Axial Force (kips) 42.81
Shear Force (kips) 34.81
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
0.00
BU # 846384
Applied Loads
Site Name ANDERSON LAKE, WA
Order # 591705, Rev# 0
Analysis Considerations
Site Info
TIA-222 Revision H
Grout Considered:No
42.81
34.81
Adjusted Pole Reactions
Analysis Date: 03-05-2022CCIplate - Version 4.1.2
RECEIVED BY DCD 7/5/22
Report File:
TIA-222 Revison:
Tower Type:Check Pier Capacity only at location of Max Moment?No
Location:
Soil Lateral Check Compression Uplift
Comp.Uplift 8.61 -
3380.18 5.90 -
42.83 3602.35 -
34.78 21.5%-
Soil Vertical Check Compression Uplift Go to Soil Calculations
684.74 -
3 ksi 430.74 -
60 ksi 287.07 -
40 ksi 1115.49 -
329.90 -
28.2%-
35.8 ft Reinforced Concrete Flexure Compression Uplift
0.3 ft 8.57 -
3602.34 -
7505.11 -
7.5 ft 45.7%-
27 36 Reinforced Concrete Shear Compression Uplift
10 23.72 -
5 in 282.21 -
4 560.92 -
in 47.9%-
in
*Rating per TIA-222-H Section 15.5
N/A # of Layers 3
121
FALSE 1 0 3 3 110 150 0 0 0.000 0.000 0.00 0.00
FALSE 2 3 15 12 110 150 0 28 1.084 1.084 50
FALSE 3 15 35.8 20.8 110 150 2.25 0 1.238 1.238 13
Pier Diameter
Rebar Quantity
Rebar Cage Diameter
Rebar Quantity
Tie Spacing
Drilled Pier Foundation
BU # :
Site Name:
Order Number:
Monopole
Applied Loads
Material Properties
Pier Design Data
H
846384
ANDERSON LAKE, WA
591705, Rev# 0
Moment (kip-ft)
Axial Force (kips)
Shear Force (kips)
Concrete Strength, f'c:
Rebar Strength, Fy:
Tie Yield Strength, Fyt:
Cohesive
Cohesionless
Ultimate Skin
Friction Uplift
Override (ksf)
Critical Shear Capacity
Rating*
Skin Friction (kips)
Weight of Concrete (kips)
Rating*
Critical Shear (kip)
End Bearing (kips)
Axial (kips)
Critical Depth (ft from TOC)
Calculated
Ultimate Skin
Friction Uplift
(ksf)
Calculated
Ultimate Skin
Friction Comp
(ksf)
Ultimate Skin
Friction Comp
Override
(ksf)
Soil Profile
Soil TypeSPT Blow
Count
Ult. Gross
Bearing
Capacity
(ksf)
γsoil
(pcf)
γconcrete
(pcf)
Critical Depth (ft from TOC)
28.2%Soil Interaction Rating*
Rebar 2, Fy
Override
(ksi)
Rebar 3, Fy
Override
(ksi)
Depth
Cohesionless
Layer Top
(ft)Bottom (ft)Thickness
(ft)
Groundwater Depth
Cohesion
(ksf)
Angle of
Friction
(degrees)
Rebar Size
Pier Section 1
Check Limitation
Apply TIA-222-H Section 15.5:
Additional Longitudinal Rebar
Shear Design Options
Check Shear along Depth of Pier:
Utilize Shear-Friction Methodology:
Override Critical Depth:
Dv=0 (ft from TOC)
Soil Safety Factor
Max Moment (kip-ft)
Rating*
Ext. Above Grade
Critical Moment (kip-ft)
Critical Moment Capacity
Rating*
From 0.3' above grade to 35.8' below grade
Rebar Size
Clear Cover to Ties
Tie Size
Input Effective Depths (else Actual):
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\Tnx_001_01\163554_001_01_ANDERSON LAKE_WA.eri.rtf
47.9%Structural Foundation Rating*
Total Capacity (kips)
N/A
Analysis Results
Rebar & Pier Options
Embedded Pole Inputs
Belled Pier Inputs
Version 5.0.3
RECEIVED BY DCD 7/5/22
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:318.96 ft (NAVD 88)
Latitude:
Longitude:
48.024
-122.822611
Wind
Results:
Wind Speed 97 Vmph
10-year MRI 67 Vmph
25-year MRI 73 Vmph
50-year MRI 78 Vmph
100-year MRI 83 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: Mon May 02 2022
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/Mon May 02 2022
RECEIVED BY DCD 7/5/22
SS : 1.322
S1 : 0.482
F a : 1.2
F v : N/A
SMS : 1.586
SM1 : N/A
SDS : 1.057
SD1 : N/A
T L : 16
PGA : 0.563
PGA M : 0.676
F PGA : 1.2
Ie : 1
C v : 1.364
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Mon May 02 2022
Page 2 of 3https://asce7hazardtool.online/Mon May 02 2022
RECEIVED BY DCD 7/5/22
Ice
Results:
Data Source:
Date Accessed:
Ice Thickness: 0.50 in.
Concurrent Temperature: 25 F
Gust Speed 30 mph
Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Mon May 02 2022
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/Mon May 02 2022
RECEIVED BY DCD 7/5/22
BU:846384 Structure:A
WO:2103639
Order:591705 Rev:0
Decimal Degrees Deg Min Sec
###Lat:48.024000 +48 1 26.40
###Long:-122.822611 -122 49 21.40
Seismic Design Code:TIA-222-H-1
###Site Soil:D (Default)Default
Risk Category:II
###USGS Seismic Reference SS:1.3220 g
###S1:0.4820 g
TL:16 s
1
Importance Factor, Ie:1
Acceleration-based site coefficient, Fa:1.2000
Velocity-based site coefficient, Fv:1.8180
Design spectral response acceleration short period, SDS:1.0576 g
Design spectral response acceleration 1 s period, SD1:0.5842 g
Ts:0.5524
Seismic Design Category Based on SDS:D
Seismic Design Category Based on SD1:D
Seismic Design Category Based on S1:N/A
Controlling Seismic Design Category:D
Location
Code and Site Parameters
Seismic Design Category Determination
CCISeismic 3.3.9 Page 1 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
BU:846384 Structure:A
WO:2103639
Order:591705 Rev:0
Tower Type:Tapered Monopole
Height, h:150 ft
###Effective Seismic Weight, W:35.66 kips
Amplification Factor, As:1.0 2.7.8.1
###Response Modification Factor, R:1.5
###2.799643342
Discrete Appurtenance Weight in Top 1/3 of Structure, Wu:6.37004 kips
WL:29.28562502 kips
E:29000.0 ksi
g:386.088 in/s2
Average Moment of Inertia, Iavg:11614.79876 in4
Fa:0.357188355 hz
Approximate Fundamental Period Monopole, Ta:2.7996 s 2.7.7.1.3.3
Seismic Response Coefficient, Cs 0.2087 Table 2-12 Note 3
Seismic Response Coefficient Max 1, Csmax N/A
Seismic Response Coefficient Max 2, Csmax N/A
Seismic Response Coefficient Min 1, Csmin 0.0465 2.7.7.1.1
Seismic Response Coefficient Min 2, Csmin N/A 2.7.7.1.1
Controlling Seismic Response Coefficient, Csc 0.2087
Seismic Base Shear, V 7.440 kips 2.7.7.1.1
Period Related Exponent, k:2.000
Sum of wihi
k 263985.96
###
Tower Details
Seismic Base Shear
Vertical Distribution Factors
CCISeismic 3.3.9 Page 2 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
Section
Number Length Top Height Mid Height, hx
Section
Weight, wx
wxhx
k Cvx Fxh Fxv
1 - 1 4.08 150.00 147.96 0.2704 5919.62 0.0224 0.1668 0.0572
1 - 2 10.00 145.92 140.92 0.7143 14183.51 0.0537 0.3997 0.1511
1 - 3 10.00 135.92 130.92 0.7881 13507.42 0.0512 0.3807 0.1667
1 - 4 10.00 125.92 120.92 0.8619 12602.28 0.0477 0.3552 0.1823
1 - 5 10.00 115.92 110.92 0.9358 11512.41 0.0436 0.3245 0.1979
1 - 6 10.00 105.92 100.92 1.0096 10282.10 0.0389 0.2898 0.2136
2 - 1 4.42 101.00 98.79 0.5919 5777.25 0.0219 0.1628 0.1252
2 - 2 10.00 96.58 91.58 1.4112 11835.98 0.0448 0.3336 0.2985
2 - 3 10.00 86.58 81.58 1.5096 10047.90 0.0381 0.2832 0.3193
2 - 4 10.00 76.58 71.58 1.6081 8240.33 0.0312 0.2322 0.3402
2 - 5 10.00 66.58 61.58 1.7066 6472.36 0.0245 0.1824 0.3610
2 - 6 10.00 56.58 51.58 1.8051 4803.11 0.0182 0.1354 0.3818
3 - 1 3.00 53.00 51.50 0.6642 1761.75 0.0067 0.0497 0.1405
3 - 2 10.00 50.00 45.00 2.2942 4645.68 0.0176 0.1309 0.4853
3 - 3 10.00 40.00 35.00 2.4172 2961.13 0.0112 0.0835 0.5113
3 - 4 10.00 30.00 25.00 2.5403 1587.71 0.0060 0.0447 0.5373
3 - 5 10.00 20.00 15.00 2.6634 599.27 0.0023 0.0169 0.5634
3 - 6 10.00 10.00 5.00 2.7865 69.66 0.0003 0.0020 0.5894
Sum 26.5786 126809.46
Tower Section Loads
CCISeismic 3.3.9 Page 3 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
Name hx wx wxhx
k Cvx Fxh Fxv
miscl Flash Beacon Lighting 154.00 0.0500 1185.80 0.0045 0.0334 0.0106
tower mounts 5' x 2'' Pipe Mount 149.50 0.0180 402.30 0.0015 0.0113 0.0038
miscl Side Lighting 78.00 0.0050 30.42 0.0001 0.0009 0.0011
miscl Side Lighting 78.00 0.0050 30.42 0.0001 0.0009 0.0011
miscl Side Lighting 78.00 0.0050 30.42 0.0001 0.0009 0.0011
Junction Box 78.00 0.0100 60.84 0.0002 0.0017 0.0021
kathrein 800 10121 w/ Mount Pipe 146.00 0.0716 1525.80 0.0058 0.0430 0.0151
kathrein 800 10121 w/ Mount Pipe 146.00 0.0716 1525.80 0.0058 0.0430 0.0151
kathrein 800 10121 w/ Mount Pipe 146.00 0.0716 1525.80 0.0058 0.0430 0.0151
powerwave technologies TT19-08BP111-001 146.00 0.0160 341.06 0.0013 0.0096 0.0034
powerwave technologies TT19-08BP111-001 146.00 0.0160 341.06 0.0013 0.0096 0.0034
powerwave technologies TT19-08BP111-001 146.00 0.0160 341.06 0.0013 0.0096 0.0034
(2) cellmax technologies CMA-UBTULBULBHH/6517/17/21/21_CCIV2 w/ Mount Pipe146.00 0.3481 7420.53 0.0281 0.2091 0.0736
(2) cellmax technologies CMA-UBTULBULBHH/6517/17/21/21_CCIV2 w/ Mount Pipe146.00 0.3481 7420.53 0.0281 0.2091 0.0736
(2) cellmax technologies CMA-UBTULBULBHH/6517/17/21/21_CCIV2 w/ Mount Pipe146.00 0.3481 7420.53 0.0281 0.2091 0.0736
nokia AHFIB_CCIV2 146.00 0.0660 1406.86 0.0053 0.0397 0.0140
nokia AHFIB_CCIV2 146.00 0.0660 1406.86 0.0053 0.0397 0.0140
nokia AHFIB_CCIV2 146.00 0.0660 1406.86 0.0053 0.0397 0.0140
nokia AHNA_CCIV2 146.00 0.0340 724.74 0.0027 0.0204 0.0072
nokia AHNA_CCIV2 146.00 0.0340 724.74 0.0027 0.0204 0.0072
nokia AHNA_CCIV2 146.00 0.0340 724.74 0.0027 0.0204 0.0072
raycap DC6-48-60-18-8F_CCIV2 146.00 0.0330 703.43 0.0027 0.0198 0.0070
nokia AHLBBA_CCIV2 146.00 0.1010 2152.92 0.0082 0.0607 0.0214
nokia AHLBBA_CCIV2 146.00 0.1010 2152.92 0.0082 0.0607 0.0214
nokia AHLBBA_CCIV2 146.00 0.1010 2152.92 0.0082 0.0607 0.0214
nokia AHCA_CCIV3 146.00 0.0370 788.69 0.0030 0.0222 0.0078
nokia AHCA_CCIV3 146.00 0.0370 788.69 0.0030 0.0222 0.0078
nokia AHCA_CCIV3 146.00 0.0370 788.69 0.0030 0.0222 0.0078
raycap DC9-48-60-24-8C-EV_CCIV2 146.00 0.0160 341.06 0.0013 0.0096 0.0034
tower mounts 8' x 2" Mount Pipe 146.00 0.0290 618.16 0.0023 0.0174 0.0061
tower mounts 8' x 2" Mount Pipe 146.00 0.0290 618.16 0.0023 0.0174 0.0061
tower mounts 8' x 2" Mount Pipe 146.00 0.0290 618.16 0.0023 0.0174 0.0061
tower mounts 5' x 2'' Pipe Mount 146.00 0.0180 383.69 0.0015 0.0108 0.0038
tower mounts 5' x 2'' Pipe Mount 146.00 0.0180 383.69 0.0015 0.0108 0.0038
tower mounts 5' x 2'' Pipe Mount 146.00 0.0180 383.69 0.0015 0.0108 0.0038
tower mounts Platform Mount [LP 713-1]146.00 1.5100 32187.16 0.1219 0.9071 0.3194
kmw communications ET-X-WM-18-65-8P w/ Mount Pipe 121.00 0.0586 858.55 0.0033 0.0242 0.0124
kmw communications ET-X-WM-18-65-8P w/ Mount Pipe 121.00 0.0586 858.55 0.0033 0.0242 0.0124
kmw communications ET-X-WM-18-65-8P w/ Mount Pipe 121.00 0.0586 858.55 0.0033 0.0242 0.0124
kmw communications ETCR-654L12H6 w/ Mount Pipe 121.00 0.1050 1537.16 0.0058 0.0433 0.0222
kmw communications ETCR-654L12H6 w/ Mount Pipe 121.00 0.1050 1537.16 0.0058 0.0433 0.0222
kmw communications ETCR-654L12H6 w/ Mount Pipe 121.00 0.1050 1537.16 0.0058 0.0433 0.0222
samsung telecommunications POWER JUNCTION CYLINDER 121.00 0.0030 43.92 0.0002 0.0012 0.0006
samsung telecommunications POWER JUNCTION CYLINDER 121.00 0.0030 43.92 0.0002 0.0012 0.0006
samsung telecommunications POWER JUNCTION CYLINDER 121.00 0.0030 43.92 0.0002 0.0012 0.0006
samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 121.00 0.0020 29.28 0.0001 0.0008 0.0004
samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 121.00 0.0020 29.28 0.0001 0.0008 0.0004
samsung telecommunications OPTIC FIBER JUNCTION CYLINDER 121.00 0.0020 29.28 0.0001 0.0008 0.0004
samsung telecommunications 2.5GHz RRH-V3 121.00 0.0600 878.46 0.0033 0.0248 0.0127
samsung telecommunications 2.5GHz RRH-V3 121.00 0.0600 878.46 0.0033 0.0248 0.0127
samsung telecommunications 2.5GHz RRH-V3 121.00 0.0600 878.46 0.0033 0.0248 0.0127
samsung telecommunications 2.5G 8T8R RADAR FILTER 121.00 0.0220 322.10 0.0012 0.0091 0.0047
samsung telecommunications RRH-P4 121.00 0.0600 878.46 0.0033 0.0248 0.0127
samsung telecommunications RRH-P4 121.00 0.0600 878.46 0.0033 0.0248 0.0127
samsung telecommunications RRH-P4 121.00 0.0600 878.46 0.0033 0.0248 0.0127
(2) samsung telecommunications RRH-C2A W/ EXT FILTER_CCIV2 121.00 0.1280 1874.05 0.0071 0.0528 0.0271
(2) samsung telecommunications RRH-C2A W/ EXT FILTER_CCIV2 121.00 0.1280 1874.05 0.0071 0.0528 0.0271
(2) samsung telecommunications RRH-C2A W/ EXT FILTER_CCIV2 121.00 0.1280 1874.05 0.0071 0.0528 0.0271
dragonwave HORIZON QUANTUM 121.00 0.0070 102.49 0.0004 0.0029 0.0015
(2) tower mounts 8' x 2" Mount Pipe 121.00 0.0580 849.18 0.0032 0.0239 0.0123
(2) tower mounts 8' x 2" Mount Pipe 121.00 0.0580 849.18 0.0032 0.0239 0.0123
(2) tower mounts 8' x 2" Mount Pipe 121.00 0.0580 849.18 0.0032 0.0239 0.0123
tower mounts Sector Mount [SM 411-3]121.00 1.0691 15651.96 0.0593 0.4411 0.2261
kathrein 800-10080 w/ Mount Pipe 119.00 0.0140 198.25 0.0008 0.0056 0.0030
kathrein 800-10080 w/ Mount Pipe 119.00 0.0140 198.25 0.0008 0.0056 0.0030
Andrew VHLP2-18 121.00 0.0310 453.87 0.0017 0.0128 0.0066
Sum 6.3950 118833.27
Discrete Loads
CCISeismic 3.3.9 Page 4 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
Name Start Height End Height hx wx wxhx
k Cvx Fxh Fxv
(12) andrew LDF7-50A(1-5/8) From 0 to 146 140.00 146.00 143.00 0.0590 1207.31 0.0046 0.0340 0.0125
(12) andrew LDF7-50A(1-5/8) From 0 to 146 130.00 140.00 135.00 0.0984 1793.34 0.0068 0.0505 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 120.00 130.00 125.00 0.0984 1537.50 0.0058 0.0433 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 110.00 120.00 115.00 0.0984 1301.34 0.0049 0.0367 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 100.00 110.00 105.00 0.0984 1084.86 0.0041 0.0306 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 90.00 100.00 95.00 0.0984 888.06 0.0034 0.0250 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 80.00 90.00 85.00 0.0984 710.94 0.0027 0.0200 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 70.00 80.00 75.00 0.0984 553.50 0.0021 0.0156 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 60.00 70.00 65.00 0.0984 415.74 0.0016 0.0117 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 50.00 60.00 55.00 0.0984 297.66 0.0011 0.0084 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 40.00 50.00 45.00 0.0984 199.26 0.0008 0.0056 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 30.00 40.00 35.00 0.0984 120.54 0.0005 0.0034 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 20.00 30.00 25.00 0.0984 61.50 0.0002 0.0017 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 10.00 20.00 15.00 0.0984 22.14 0.0001 0.0006 0.0208
(12) andrew LDF7-50A(1-5/8) From 0 to 146 0.00 10.00 5.00 0.0984 2.46 0.0000 0.0001 0.0208
(3) andrew LDF7-50A(1-5/8) From 0 to 146 140.00 146.00 143.00 0.0148 301.83 0.0011 0.0085 0.0031
(3) andrew LDF7-50A(1-5/8) From 0 to 146 130.00 140.00 135.00 0.0246 448.34 0.0017 0.0126 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 120.00 130.00 125.00 0.0246 384.38 0.0015 0.0108 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 110.00 120.00 115.00 0.0246 325.34 0.0012 0.0092 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 100.00 110.00 105.00 0.0246 271.22 0.0010 0.0076 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 90.00 100.00 95.00 0.0246 222.02 0.0008 0.0063 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 80.00 90.00 85.00 0.0246 177.74 0.0007 0.0050 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 70.00 80.00 75.00 0.0246 138.38 0.0005 0.0039 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 60.00 70.00 65.00 0.0246 103.94 0.0004 0.0029 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 50.00 60.00 55.00 0.0246 74.42 0.0003 0.0021 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 40.00 50.00 45.00 0.0246 49.82 0.0002 0.0014 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 30.00 40.00 35.00 0.0246 30.14 0.0001 0.0008 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 20.00 30.00 25.00 0.0246 15.38 0.0001 0.0004 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 10.00 20.00 15.00 0.0246 5.54 0.0000 0.0002 0.0052
(3) andrew LDF7-50A(1-5/8) From 0 to 146 0.00 10.00 5.00 0.0246 0.62 0.0000 0.0000 0.0052
general cable CATEGORY 5E(13/64) From 0 to 146 140.00 146.00 143.00 0.0001 2.58 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 130.00 140.00 135.00 0.0002 3.83 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 120.00 130.00 125.00 0.0002 3.28 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 110.00 120.00 115.00 0.0002 2.78 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 100.00 110.00 105.00 0.0002 2.32 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 90.00 100.00 95.00 0.0002 1.90 0.0000 0.0001 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 80.00 90.00 85.00 0.0002 1.52 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 70.00 80.00 75.00 0.0002 1.18 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 60.00 70.00 65.00 0.0002 0.89 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 50.00 60.00 55.00 0.0002 0.64 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 40.00 50.00 45.00 0.0002 0.43 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 30.00 40.00 35.00 0.0002 0.26 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 20.00 30.00 25.00 0.0002 0.13 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 10.00 20.00 15.00 0.0002 0.05 0.0000 0.0000 0.0000
general cable CATEGORY 5E(13/64) From 0 to 146 0.00 10.00 5.00 0.0002 0.01 0.0000 0.0000 0.0000
(2) belden 9776(5/8) From 0 to 146 140.00 146.00 143.00 0.0033 67.48 0.0003 0.0019 0.0007
(2) belden 9776(5/8) From 0 to 146 130.00 140.00 135.00 0.0055 100.24 0.0004 0.0028 0.0012
(2) belden 9776(5/8) From 0 to 146 120.00 130.00 125.00 0.0055 85.94 0.0003 0.0024 0.0012
(2) belden 9776(5/8) From 0 to 146 110.00 120.00 115.00 0.0055 72.74 0.0003 0.0020 0.0012
(2) belden 9776(5/8) From 0 to 146 100.00 110.00 105.00 0.0055 60.64 0.0002 0.0017 0.0012
(2) belden 9776(5/8) From 0 to 146 90.00 100.00 95.00 0.0055 49.64 0.0002 0.0014 0.0012
(2) belden 9776(5/8) From 0 to 146 80.00 90.00 85.00 0.0055 39.74 0.0002 0.0011 0.0012
(2) belden 9776(5/8) From 0 to 146 70.00 80.00 75.00 0.0055 30.94 0.0001 0.0009 0.0012
(2) belden 9776(5/8) From 0 to 146 60.00 70.00 65.00 0.0055 23.24 0.0001 0.0007 0.0012
(2) belden 9776(5/8) From 0 to 146 50.00 60.00 55.00 0.0055 16.64 0.0001 0.0005 0.0012
(2) belden 9776(5/8) From 0 to 146 40.00 50.00 45.00 0.0055 11.14 0.0000 0.0003 0.0012
(2) belden 9776(5/8) From 0 to 146 30.00 40.00 35.00 0.0055 6.74 0.0000 0.0002 0.0012
(2) belden 9776(5/8) From 0 to 146 20.00 30.00 25.00 0.0055 3.44 0.0000 0.0001 0.0012
(2) belden 9776(5/8) From 0 to 146 10.00 20.00 15.00 0.0055 1.24 0.0000 0.0000 0.0012
(2) belden 9776(5/8) From 0 to 146 0.00 10.00 5.00 0.0055 0.14 0.0000 0.0000 0.0012
andrew LDF2-50(3/8) From 0 to 146 140.00 146.00 143.00 0.0005 9.82 0.0000 0.0003 0.0001
andrew LDF2-50(3/8) From 0 to 146 130.00 140.00 135.00 0.0008 14.58 0.0001 0.0004 0.0002
andrew LDF2-50(3/8) From 0 to 146 120.00 130.00 125.00 0.0008 12.50 0.0000 0.0004 0.0002
andrew LDF2-50(3/8) From 0 to 146 110.00 120.00 115.00 0.0008 10.58 0.0000 0.0003 0.0002
andrew LDF2-50(3/8) From 0 to 146 100.00 110.00 105.00 0.0008 8.82 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 146 90.00 100.00 95.00 0.0008 7.22 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 146 80.00 90.00 85.00 0.0008 5.78 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 146 70.00 80.00 75.00 0.0008 4.50 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 146 60.00 70.00 65.00 0.0008 3.38 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 146 50.00 60.00 55.00 0.0008 2.42 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 146 40.00 50.00 45.00 0.0008 1.62 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 146 30.00 40.00 35.00 0.0008 0.98 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 146 20.00 30.00 25.00 0.0008 0.50 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 146 10.00 20.00 15.00 0.0008 0.18 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 146 0.00 10.00 5.00 0.0008 0.02 0.0000 0.0000 0.0002
miscl 2-1/2" Rigid Conduit From 0 to 146 140.00 146.00 143.00 0.0180 368.08 0.0014 0.0104 0.0038
miscl 2-1/2" Rigid Conduit From 0 to 146 130.00 140.00 135.00 0.0300 546.75 0.0021 0.0154 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 120.00 130.00 125.00 0.0300 468.75 0.0018 0.0132 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 110.00 120.00 115.00 0.0300 396.75 0.0015 0.0112 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 100.00 110.00 105.00 0.0300 330.75 0.0013 0.0093 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 90.00 100.00 95.00 0.0300 270.75 0.0010 0.0076 0.0063
Linear Loads
CCISeismic 3.3.9 Page 5 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
miscl 2-1/2" Rigid Conduit From 0 to 146 80.00 90.00 85.00 0.0300 216.75 0.0008 0.0061 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 70.00 80.00 75.00 0.0300 168.75 0.0006 0.0048 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 60.00 70.00 65.00 0.0300 126.75 0.0005 0.0036 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 50.00 60.00 55.00 0.0300 90.75 0.0003 0.0026 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 40.00 50.00 45.00 0.0300 60.75 0.0002 0.0017 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 30.00 40.00 35.00 0.0300 36.75 0.0001 0.0010 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 20.00 30.00 25.00 0.0300 18.75 0.0001 0.0005 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 10.00 20.00 15.00 0.0300 6.75 0.0000 0.0002 0.0063
miscl 2-1/2" Rigid Conduit From 0 to 146 0.00 10.00 5.00 0.0300 0.75 0.0000 0.0000 0.0063
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 120.00 121.00 120.50 0.0015 21.78 0.0001 0.0006 0.0003
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 110.00 120.00 115.00 0.0150 198.38 0.0008 0.0056 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 100.00 110.00 105.00 0.0150 165.38 0.0006 0.0047 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 90.00 100.00 95.00 0.0150 135.38 0.0005 0.0038 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 80.00 90.00 85.00 0.0150 108.38 0.0004 0.0031 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 70.00 80.00 75.00 0.0150 84.38 0.0003 0.0024 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 60.00 70.00 65.00 0.0150 63.38 0.0002 0.0018 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 50.00 60.00 55.00 0.0150 45.38 0.0002 0.0013 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 40.00 50.00 45.00 0.0150 30.38 0.0001 0.0009 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 30.00 40.00 35.00 0.0150 18.38 0.0001 0.0005 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 20.00 30.00 25.00 0.0150 9.38 0.0000 0.0003 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 10.00 20.00 15.00 0.0150 3.38 0.0000 0.0001 0.0032
(3) samsung telecommunications TYPE 1(1-1/4) From 0 to 121 0.00 10.00 5.00 0.0150 0.38 0.0000 0.0000 0.0032
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 120.00 121.00 120.50 0.0006 8.71 0.0000 0.0002 0.0001
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 110.00 120.00 115.00 0.0060 79.35 0.0003 0.0022 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 100.00 110.00 105.00 0.0060 66.15 0.0003 0.0019 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 90.00 100.00 95.00 0.0060 54.15 0.0002 0.0015 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 80.00 90.00 85.00 0.0060 43.35 0.0002 0.0012 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 70.00 80.00 75.00 0.0060 33.75 0.0001 0.0010 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 60.00 70.00 65.00 0.0060 25.35 0.0001 0.0007 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 50.00 60.00 55.00 0.0060 18.15 0.0001 0.0005 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 40.00 50.00 45.00 0.0060 12.15 0.0000 0.0003 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 30.00 40.00 35.00 0.0060 7.35 0.0000 0.0002 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 20.00 30.00 25.00 0.0060 3.75 0.0000 0.0001 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 10.00 20.00 15.00 0.0060 1.35 0.0000 0.0000 0.0013
samsung telecommunications TYPE 2(1-7/16) From 0 to 121 0.00 10.00 5.00 0.0060 0.15 0.0000 0.0000 0.0013
belkin CAT5E(1/4) From 0 to 121 120.00 121.00 120.50 0.0001 1.45 0.0000 0.0000 0.0000
belkin CAT5E(1/4) From 0 to 121 110.00 120.00 115.00 0.0010 13.23 0.0001 0.0004 0.0002
belkin CAT5E(1/4) From 0 to 121 100.00 110.00 105.00 0.0010 11.03 0.0000 0.0003 0.0002
belkin CAT5E(1/4) From 0 to 121 90.00 100.00 95.00 0.0010 9.03 0.0000 0.0003 0.0002
belkin CAT5E(1/4) From 0 to 121 80.00 90.00 85.00 0.0010 7.23 0.0000 0.0002 0.0002
belkin CAT5E(1/4) From 0 to 121 70.00 80.00 75.00 0.0010 5.63 0.0000 0.0002 0.0002
belkin CAT5E(1/4) From 0 to 121 60.00 70.00 65.00 0.0010 4.23 0.0000 0.0001 0.0002
belkin CAT5E(1/4) From 0 to 121 50.00 60.00 55.00 0.0010 3.03 0.0000 0.0001 0.0002
belkin CAT5E(1/4) From 0 to 121 40.00 50.00 45.00 0.0010 2.03 0.0000 0.0001 0.0002
belkin CAT5E(1/4) From 0 to 121 30.00 40.00 35.00 0.0010 1.23 0.0000 0.0000 0.0002
belkin CAT5E(1/4) From 0 to 121 20.00 30.00 25.00 0.0010 0.63 0.0000 0.0000 0.0002
belkin CAT5E(1/4) From 0 to 121 10.00 20.00 15.00 0.0010 0.23 0.0000 0.0000 0.0002
belkin CAT5E(1/4) From 0 to 121 0.00 10.00 5.00 0.0010 0.03 0.0000 0.0000 0.0002
(2) andrew LDF4-50A(1/2) From 0 to 119 110.00 119.00 114.50 0.0027 35.40 0.0001 0.0010 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 100.00 110.00 105.00 0.0030 33.08 0.0001 0.0009 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 90.00 100.00 95.00 0.0030 27.08 0.0001 0.0008 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 80.00 90.00 85.00 0.0030 21.68 0.0001 0.0006 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 70.00 80.00 75.00 0.0030 16.88 0.0001 0.0005 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 60.00 70.00 65.00 0.0030 12.68 0.0000 0.0004 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 50.00 60.00 55.00 0.0030 9.08 0.0000 0.0003 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 40.00 50.00 45.00 0.0030 6.08 0.0000 0.0002 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 30.00 40.00 35.00 0.0030 3.68 0.0000 0.0001 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 20.00 30.00 25.00 0.0030 1.88 0.0000 0.0001 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 10.00 20.00 15.00 0.0030 0.68 0.0000 0.0000 0.0006
(2) andrew LDF4-50A(1/2) From 0 to 119 0.00 10.00 5.00 0.0030 0.08 0.0000 0.0000 0.0006
miscl Safety Line 3/8 From 0 to 150 140.00 150.00 145.00 0.0022 46.26 0.0002 0.0013 0.0005
miscl Safety Line 3/8 From 0 to 150 130.00 140.00 135.00 0.0022 40.10 0.0002 0.0011 0.0005
miscl Safety Line 3/8 From 0 to 150 120.00 130.00 125.00 0.0022 34.38 0.0001 0.0010 0.0005
miscl Safety Line 3/8 From 0 to 150 110.00 120.00 115.00 0.0022 29.10 0.0001 0.0008 0.0005
miscl Safety Line 3/8 From 0 to 150 100.00 110.00 105.00 0.0022 24.26 0.0001 0.0007 0.0005
miscl Safety Line 3/8 From 0 to 150 90.00 100.00 95.00 0.0022 19.86 0.0001 0.0006 0.0005
miscl Safety Line 3/8 From 0 to 150 80.00 90.00 85.00 0.0022 15.90 0.0001 0.0004 0.0005
miscl Safety Line 3/8 From 0 to 150 70.00 80.00 75.00 0.0022 12.38 0.0000 0.0003 0.0005
miscl Safety Line 3/8 From 0 to 150 60.00 70.00 65.00 0.0022 9.30 0.0000 0.0003 0.0005
miscl Safety Line 3/8 From 0 to 150 50.00 60.00 55.00 0.0022 6.66 0.0000 0.0002 0.0005
miscl Safety Line 3/8 From 0 to 150 40.00 50.00 45.00 0.0022 4.46 0.0000 0.0001 0.0005
miscl Safety Line 3/8 From 0 to 150 30.00 40.00 35.00 0.0022 2.70 0.0000 0.0001 0.0005
miscl Safety Line 3/8 From 0 to 150 20.00 30.00 25.00 0.0022 1.38 0.0000 0.0000 0.0005
miscl Safety Line 3/8 From 0 to 150 10.00 20.00 15.00 0.0022 0.50 0.0000 0.0000 0.0005
miscl Safety Line 3/8 From 0 to 150 0.00 10.00 5.00 0.0022 0.06 0.0000 0.0000 0.0005
andrew LDF2-50(3/8) From 0 to 78 70.00 78.00 74.00 0.0006 3.50 0.0000 0.0001 0.0001
andrew LDF2-50(3/8) From 0 to 78 60.00 70.00 65.00 0.0008 3.38 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 78 50.00 60.00 55.00 0.0008 2.42 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 78 40.00 50.00 45.00 0.0008 1.62 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 78 30.00 40.00 35.00 0.0008 0.98 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 78 20.00 30.00 25.00 0.0008 0.50 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 78 10.00 20.00 15.00 0.0008 0.18 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 78 0.00 10.00 5.00 0.0008 0.02 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 150 140.00 150.00 145.00 0.0008 16.82 0.0001 0.0005 0.0002
andrew LDF2-50(3/8) From 0 to 150 130.00 140.00 135.00 0.0008 14.58 0.0001 0.0004 0.0002
CCISeismic 3.3.9 Page 6 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
andrew LDF2-50(3/8) From 0 to 150 120.00 130.00 125.00 0.0008 12.50 0.0000 0.0004 0.0002
andrew LDF2-50(3/8) From 0 to 150 110.00 120.00 115.00 0.0008 10.58 0.0000 0.0003 0.0002
andrew LDF2-50(3/8) From 0 to 150 100.00 110.00 105.00 0.0008 8.82 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 150 90.00 100.00 95.00 0.0008 7.22 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 150 80.00 90.00 85.00 0.0008 5.78 0.0000 0.0002 0.0002
andrew LDF2-50(3/8) From 0 to 150 70.00 80.00 75.00 0.0008 4.50 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 150 60.00 70.00 65.00 0.0008 3.38 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 150 50.00 60.00 55.00 0.0008 2.42 0.0000 0.0001 0.0002
andrew LDF2-50(3/8) From 0 to 150 40.00 50.00 45.00 0.0008 1.62 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 150 30.00 40.00 35.00 0.0008 0.98 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 150 20.00 30.00 25.00 0.0008 0.50 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 150 10.00 20.00 15.00 0.0008 0.18 0.0000 0.0000 0.0002
andrew LDF2-50(3/8) From 0 to 150 0.00 10.00 5.00 0.0008 0.02 0.0000 0.0000 0.0002
Sum 2.6820 18343.23
CCISeismic 3.3.9 Page 7 Analysis Date: 03-05-2022
RECEIVED BY DCD 7/5/22
B+T Group
1717 S. Boulder, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job: 163554.001.01 - ANDERSON LAKE, WA (BU# 846384
Project:
Client: Crown Castle Drawn by: R AITHAL App'd:
Code: TIA-222-H Date: 05/03/22 Scale: NTS
Path:
G:\SA jobs\03-05-2022--\163554_846384_Anderson lake----Ranjith-----Akshaykumar--\163554_001_01_Seismic\163554_001_01_ANDERSON LAKE_WA CCISeismic 3.3.9 Wind And Seismic Analysis.eri
Dwg No. E-1
150.0 ft
95.9 ft
46.6 ft
0.0 ft
REACTIONS - 97 mph WIND
TORQUE 1 kip-ft
35 K
SHEAR
3380 kip-ft
MOMENT
43 K
AXIAL
SEISMIC
7 K
SHEAR
904 kip-ft
MOMENT
50 K
AXIAL
ARE FACTORED
ALL REACTIONS
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MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
A572-65 65 ksi 80 ksi
TOWER DESIGN NOTES
1. Tower is located in Jefferson County, Washington.
2. Tower designed for Exposure D to the TIA-222-H Standard.
3. Tower designed for a 97 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 5 with Crest Height of 324.000 ft
7. TIA-222-H Annex S
8. CCISeismic Note: Seismic loads generated by CCISeismic 3.3.9
9. CCISeismic Note: Seismic calculations are in accordance with TIA-222-H-1
10. TOWER RATING: 56.1%
RECEIVED BY DCD 7/5/22
Monopole Base Plate Connection - Seismic
*TIA-222-H Section 15.5 Applied
*1.5 Overstrength Factor Applied
#VALUE!
Anchor Rod Data Anchor Rod Summary (units of kips, kip-in)
(16) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 64" BC Pu_c = 66.7 φPn_c = 268.39 Stress Rating
Vu = 0.7 φVn = 120.77 23.7%
Base Plate Data Mu = n/a φMn = n/a Pass
70" OD x 2.75" Plate (S-128; Fy=60 ksi, Fu=80 ksi)
Base Plate Summary
Stiffener Data Max Stress (ksi):5.37 (Flexural)
N/A Allowable Stress (ksi):54
Stress Rating:9.5%Pass
Pole Data
56" x 0.46875" 12-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi)
Site Info
BU # 846384
Site Name ANDERSON LAKE, WA
Moment (kip-ft) 904.24
Order # 591705, Rev# 0
Analysis Considerations
TIA-222 Revision H
Grout Considered:No
Iar (in) 1.375
Applied Loads
Analysis Results
Axial Force (kips) 50.38
Shear Force (kips) 7.44
Adjusted Pole Reactions
Moment (kip-ft) 0.00
Axial Force (kips) 42.81
Shear Force (kips) 34.81
Connection Properties
Analysis Date: 03-05-2022CCIplate - Version 4.1.2
RECEIVED BY DCD 7/5/22