BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15

tnxTower Report - version 6.1.4.1
November 11, 2015
Holly Haas B+T Group
Crown Castle 1717 S. Boulder, Suite 300
3530 Toringdon Way Suite 300 Tulsa, OK 74119
Charlotte, NC 28277 (918) 587-4630
(704) 405-6535 btwo@btgrp.com
Subject: Structural Analysis Report
Carrier Designation: Verizon Wireless Co-Locate
Carrier Site Number: 91580
Carrier Site Name: CUSHMAN
Crown Castle Designation: Crown Castle BU Number: 813618
Crown Castle Site Name: Two Notch - Amin 091-006
Crown Castle JDE Job Number: 354526
Crown Castle Work Order Number: 1150735
Crown Castle Application Number: 319218 Rev. 4
Engineering Firm Designation: B+T Group Project Number: 85770.004.01
Site Data: 3315 Two Notch Rd, Columbia, Richland County, SC
Latitude 34° 2' 26.62'', Longitude -80° 59' 58.26''
187.5 Foot - Self Support Tower
Dear Holly Haas,
B+T Group is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
‘Statement of Work’ and the terms of Crown Castle Purchase Order Number 844609, in accordance with
application 319218, revision 4.
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:
LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note: See Table 1 and Table 2 for the proposed and existing/reserved loading, respectively.
This analysis has been performed in accordance with the 2012 International Building Code based upon an ultimate
3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per section
1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category
B and Risk Category II were used in this analysis.
All equipment proposed in this report shall be installed in accordance with the attached drawings for the
determined available structural capacity to be effective.
We at B+T Group appreciate the opportunity of providing our continuing professional services to you and Crown
Castle. If you have any questions or need further assistance on this or any other projects please give us a call.
Respectfully submitted by:
B+T Engineering, Inc.
Maher (Mack) Eltarhoni, E.I. Brad Milanowski, P.E.
Project Engineer Engineer of Record
COA: 3458 Expires: 03/31/2017
This Structural Analysis Report is a sample
of Maher Eltarhoni's work.

November 11, 2015
187.5 Ft Self Support Tower Structural Analysis Report CCI BU No. 813618
Project Number 85770.004.01, Application 319218, Revision 4 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 – Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations

November 11, 2015
1) INTRODUCTION
This tower is a 187.5 ft Self Support tower designed by Leblanc Broadcast Inc. in May of 1995. The tower was
originally designed for a wind speed of 80 mph per TIA/EIA-222-E.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 89 mph with no ice, 30 mph with 0.75 inch ice thickness and 60 mph under service loads, exposure
category B with topographic category 1 and crest height of 0 feet.
Table 1 - Proposed Antenna and Cable Information
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
Note
156.0
159.0
3 Amphenol WBX045T19X000
-- -- --
3 Andrew LNX-6515DS-A1M
3 Commscope HH45A-2XB1
4 Ericsson RRUS12/RRUS A2
156.0 2 Ericsson RRUS12/RRUS A2
Table 2 - Existing and Reserved Antenna and Cable Information
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size
(in)
Note
182.0
183.0
3 Andrew SBNHH-1D65C
-- -- 26 Ericsson RRUS 11
3 Ericsson RRUS A2 MODULE
3 Andrew ETM190G-12UB
16
2
2
1-5/8
13/16
3/8
1
2 Kathrein 742 236V01
4 Kathrein 742-215
182.0
3 Andrew ETM190G-12UB
1 -- Sector Mount [SM 501-3] -- -- 2
170.0 170.0
3 Alcatel Lucent 800MHz 2X50W RRH W/FILTER
3 1-1/4 1
6 Alcatel Lucent PCS 1900MHz 4x45W-65MHz
3 Rfs Celwave APXVSPP18-C-A20
6 Rfs Celwave IBC1900DH-1
1 -- Sector Mount [SM 1303-3]
156.0
159.0
3 Css X7C-FRO-840-VR4 13 1-5/8 1
3 Amphenol WBX045T19R000
-- -- 36 Antel LPA-80063/8CF
156.0
6 Ericsson RRUS-12 1600MHz
1 Raycap RRFDC-3315-PF-48
-- -- 1
147.0 150.0 3 Ericsson AIR 32 B4A/B2P 1 1-5/8 2

November 11, 2015
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size
(in)
Note
3 Ericsson ERICSSON AIR 21 B2A B4P
9
3
1-5/8
5/8
1
147.0
3 Rfs Celwave ATMAA1412D-1A20
Notes:
1) Existing Equipment
2) Reserved Equipment
3) Equipment To Be Removed; Not Considered In This Analysis
Table 3 - Design Antenna and Cable Information
Mounting
Level (ft)
Center
Line
Elevation
(ft)
Number
of
Antennas
Antenna
Manufacturer
Antenna Model
Number
of Feed
Lines
Feed
Line
Size (in)
187.5 187.5 12 Comsat PFP1584 12 1-5/8
175 175 2 Gabriel 8' HP Dish 2 1-5/8
165 165 12 Comsat PFP1584 12 1-5/8
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
Online Application Verizon wireless Co-locate, Rev# 4 319218 CCI Sites
Tower Manufacturer Drawings LeBlanc, Drawing No. BK1072-D1 52456 CCI Sites
Tower Foundation Drawing
Piedmont Olsen Hensley,
Project No. 22597-06
105217 CCI Sites
Geotechnical Reports Law Engineering, Job No. 30100-5-0001 105229 CCI Sites
Antenna Configuration Crown CAD Package Date: 11/10/2015 CCI Sites
3.1) Analysis Method
tnxTower (version 6.1.4.1), 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.
3.2) Assumptions
1) Tower and structures were built in accordance with the manufacturer’s specifications.
2) The tower and structures have been maintained in accordance with the manufacturer’s
specification.
3) The configuration of antennas, transmission cables, mounts and other appurtenances are as
specified in Tables 1 and 2 and the referenced drawings.
4) Mount areas and weights are assumed based on photographs provided.
5) The existing base plate grout was considered in this analysis. Grout must be maintained and
inspected periodically, and must be replaced if damaged or cracked. Refer to crown document
ENG-BUL-10122, Tower Base Plate Grout Inspection and Classification.
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.

November 11, 2015
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section
No.
Elevation (ft) Component Type Size
Critical
Element
P (K)
SF*P_allow
(K)
%
Capacity
Pass / Fail
T1 187.5 - 185 Leg V3 1/2x3 1/2x3/8 3 -0.468 89.047 0.5 Pass
T2 185 - 180 Leg V3 1/2x3 1/2x3/8 12 -2.842 68.279 4.2 Pass
T3 180 - 160 Leg V3 1/2x3 1/2x3/8 22 -18.253 68.279 26.7 Pass
T4 160 - 140 Leg V4x4x1/2 61 -64.511 111.850 57.7 Pass
T5 140 - 120 Leg V5x5x1/2 100 -108.158 157.278 68.8 Pass
T6 120 - 100 Leg V5x5x5/8 139 -142.044 193.055 73.6 Pass
T7 100 - 80 Leg V5x5x5/8 178 -163.967 193.055 84.9 Pass
T8 80 - 60 Leg V6x6x5/8 223 -194.545 247.841 78.5 Pass
T9 60 - 40 Leg V6x6x3/4 268 -225.386 293.320 76.8 Pass
T10 40 - 20 Leg V6x6x3/4 313 -255.592 293.320 87.1 Pass
T11 20 - 0 Leg V8x8x5/8 358 -285.303 353.303 80.8 Pass
T1 187.5 - 185 Diagonal L2 1/2x2 1/2x3/16 7 -0.221 8.936 2.5 Pass
T2 185 - 180 Diagonal L3x3x3/16 21 -0.918 17.762
5.2
7.9 (b)
Pass
T3 180 - 160 Diagonal L3x3x3/16 33 -4.826 17.762
27.2
43.4 (b)
Pass
T4 160 - 140 Diagonal L3x3x3/16 72 -10.197 17.762
57.4
92.2 (b)
Pass
T5 140 - 120 Diagonal L2 1/2x2 1/2x1/4 110 -6.170 11.943 51.7 Pass
T6 120 - 100 Diagonal L3x3x3/16 149 -6.329 13.087
48.4
56.8 (b)
Pass
T7 100 - 80 Diagonal L3x3x1/4 199 -10.329 15.072 68.5 Pass
T2 185 - 180 Horizontal L2x2x3/16 16 -0.632 13.333
4.7
8.2 (b)
Pass
T3 180 - 160 Horizontal L2x2x3/16 31 -2.508 13.333
18.8
33.5 (b)
Pass
T4 160 - 140 Horizontal L2x2x3/16 70 -5.312 13.333
39.8
70.9 (b)
Pass
T5 140 - 120 Horizontal L2x2x3/16 109 -3.936 11.762
33.5
52.5 (b)
Pass
T6 120 - 100 Horizontal L2 1/2x2 1/2x3/16 148 -4.573 14.733
31.0
48.0 (b)
Pass
T7 100 - 80 Horizontal L2 1/2x2 1/2x3/16 195 -5.173 11.961
43.2
55.0 (b)
Pass
T8 80 - 60 Horizontal L3x3x3/16 240 -5.882 14.916
39.4
49.5 (b)
Pass
T9 60 - 40 Horizontal L3x3x1/4 285 -6.593 14.500 45.5 Pass
T10 40 - 20 Horizontal L3 1/2x3 1/2x1/4 330 -7.223 18.110
39.9
44.9 (b)
Pass
T11 20 - 0 Horizontal L3 1/2x3 1/2x1/4 375 -7.879 14.437 54.6 Pass
T1 187.5 - 185 Top Girt L2x2x3/16 4 -0.108 5.305 2.0 Pass
T7 100 - 80
Redund Horz 1
Bracing
L2x2x3/16 183 -2.845 13.392 21.2 Pass
T8 80 - 60
Redund Horz 1
Bracing
L2 1/2x2 1/2x3/16 245 -3.376 17.343 19.5 Pass
T9 60 - 40
Redund Horz 1
Bracing
L2 1/2x2 1/2x3/16 273 -3.911 16.236 24.1 Pass

November 11, 2015
Section
No.
Elevation (ft) Component Type Size
Critical
Element
P (K)
SF*P_allow
(K)
%
Capacity
Pass / Fail
T10 40 - 20
Redund Horz 1
Bracing
L2 1/2x2 1/2x3/16 318 -4.435 15.139 29.3 Pass
T11 20 - 0
Redund Horz 1
Bracing
L2 1/2x2 1/2x3/16 363 -4.950 14.062 35.2 Pass
T7 100 - 80
Redund Diag 1
Bracing
L2x2x3/16 222 -3.113 5.783 53.8 Pass
T8 80 - 60
Redund Diag 1
Bracing
L2 1/2x2 1/2x3/16 250 -3.202 10.624 30.1 Pass
T9 60 - 40
Redund Diag 1
Bracing
L2 1/2x2 1/2x3/16 291 -3.174 9.276 34.2 Pass
T10 40 - 20
Redund Diag 1
Bracing
L2 1/2x2 1/2x3/16 319 -3.332 8.420 39.6 Pass
T11 20 - 0
Redund Diag 1
Bracing
L2 1/2x2 1/2x3/16 381 -3.496 7.623 45.9 Pass
Summary
Leg (T10) 87.1 Pass
Diagonal
(T4)
92.2 Pass
Horizontal
(T4)
70.9 Pass
Top Girt
(T1)
2.0 Pass
Redund
Horz 1
Bracing
(T11)
35.2 Pass
Redund
Diag 1
Bracing
(T7)
53.8 Pass
Bolt Checks 92.2 Pass
RATING = 92.2 Pass
Table 6 - Tower Component Stresses vs. Capacity – LC7
Notes Component Elevation (ft) % Capacity Pass / Fail
1 Anchor Rods Base 56.4 Pass
1 Base Foundation (Structure) Base 10.3 Pass
1 Base Foundation (Soil Interaction) Base 63.0 Pass
Structure Rating (max from all components) = 92.2%
Notes:
1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing, reserved, and proposed
loads. No modifications are required at this time.

B+T Group
1717 S Boulder Ave, Suite 300
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
85770.004.01 - TWO NOTCH - AMIN 091-006, SC (BU# 813618
Project:
Client:
Crown Castle Drawn by:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
S:ProjectsCrown Castle8500085770_813618_Two NotchEngineeringtnxTower85770_004_01_TWO NOTCH - AMIN 091-006_SC.eri
Dwg No.
E-1
187.5 ft
185.0 ft
180.0 ft
160.0 ft
140.0 ft
120.0 ft
100.0 ft
80.0 ft
60.0 ft
40.0 ft
20.0 ft
0.0 ft
REACTIONS - 89 mph WIND
TORQUE 14 kip-ft
49 K
SHEAR
4937 kip-ft
MOMENT
51 K
AXIAL
30 mph WIND - 0.750 in ICE
TORQUE 1 kip-ft
5 K
SHEAR
626 kip-ft
MOMENT
150 K
AXIAL
SHEAR: 25 K
UPLIFT: -250 K
SHEAR: 30 K
DOWN: 300 K
MAX. CORNER REACTIONS AT BASE:
ARE FACTORED
ALL REACTIONS
SectionT1T2T3T4T5T6T7T8T9T10T11
LegsV31/2x31/2x3/8V4x4x1/2V5x5x1/2V5x5x5/8V6x6x5/8V6x6x3/4V8x8x5/8
LegGrade300W
DiagonalsAL3x3x3/16L21/2x21/2x1/4L3x3x3/16L3x3x1/4L3x3x3/8L31/2x31/2x1/4
DiagonalGrade300WA36300W
TopGirtsBN.A.
HorizontalsCL2x2x3/16L21/2x21/2x3/16L3x3x3/16L3x3x1/4L31/2x31/2x1/4
Red.HorizontalsN.A.L2x2x3/16L21/2x21/2x3/16
Red.DiagonalsN.A.L2x2x3/16L21/2x21/2x3/16
FaceWidth(ft)68.0156310.031312.046914.062516.078118.093820.1094
#Panels@(ft)D17@510@10
Weight(K)0.20.31.31.51.92.22.42.93.84.04.224.7
10' x 2-1/4" Pipe Mount (E-as per
photo to lightning rod)
187.5Lightning Rod 5/8" x 4' (E) 187.5(2) 742-215 w/ Mount Pipe (E) 182742 236V01 w/ Mount Pipe (E) 182742-215 w/ Mount Pipe (E) 182742 236V01 w/ Mount Pipe (E) 182742-215 w/ Mount Pipe (E) 182(2) ETM190G-12UB (E) 182ETM190G-12UB (E) 182ETM190G-12UB (E) 182(2) ETM190G-12UB (E) 182SBNHH-1D65C w/ Mount Pipe (R) 182SBNHH-1D65C w/ Mount Pipe (R) 182SBNHH-1D65C w/ Mount Pipe (R) 182RRUS A2 MODULE (R) 182RRUS A2 MODULE (R) 182RRUS A2 MODULE (R) 182(2) RRUS 11 (R) 182(2) RRUS 11 (R) 182(2) RRUS 11 (R) 182Sector Mount [SM 501-3] (R) 182APXVSPP18-C-A20 w/ Mount Pipe (E) 170APXVSPP18-C-A20 w/ Mount Pipe (E) 170APXVSPP18-C-A20 w/ Mount Pipe (E) 170800MHz 2X50W RRH W/FILTER (E) 170800MHz 2X50W RRH W/FILTER (E) 170800MHz 2X50W RRH W/FILTER (E) 170(2) IBC1900DH-1 (E) 170(2) IBC1900DH-1 (E) 170(2) IBC1900DH-1 (E) 170(2) PCS 1900MHz 4x45W-65MHz (E) 170(2) PCS 1900MHz 4x45W-65MHz (E) 170(2) PCS 1900MHz 4x45W-65MHz (E) 170Sector Mount [SM 1303-3] (E) 170X7C-FRO-840-VR4 (E) 156X7C-FRO-840-VR4 (E) 156X7C-FRO-840-VR4 (E) 156RRFDC-3315-PF-48 (E) 156LNX-6515DS-A1M (P) 156LNX-6515DS-A1M (P) 156LNX-6515DS-A1M (P) 156WBX045T19X000 w/ Mount Pipe (P) 156WBX045T19X000 w/ Mount Pipe (P) 156WBX045T19X000 w/ Mount Pipe (P) 156HH45A-2XB1 w/ Mount Pipe (P) 156HH45A-2XB1 w/ Mount Pipe (P) 156HH45A-2XB1 w/ Mount Pipe (P) 156(2) RRUS12/RRUS A2 (P) 156(2) RRUS12/RRUS A2 (P) 156(2) RRUS12/RRUS A2 (P) 156Sector Mount [SM 402-3] (E-2 mount
pipes/sector)
156ERICSSON AIR 21 B2A B4P (E) 147ERICSSON AIR 21 B2A B4P (E) 147ERICSSON AIR 21 B2A B4P (E) 147ATMAA1412D-1A20 (E) 147ATMAA1412D-1A20 (E) 147ATMAA1412D-1A20 (E) 147AIR 32 B4A/B2P (R) 147AIR 32 B4A/B2P (R) 147AIR 32 B4A/B2P (R) 147Sector Mount [SM 402-3] (E-2 mount
pipes/sector)
147
DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATION
10' x 2-1/4" Pipe Mount (E-as per
photo to lightning rod)
187.5
Lightning Rod 5/8" x 4' (E) 187.5
(2) 742-215 w/ Mount Pipe (E) 182
742 236V01 w/ Mount Pipe (E) 182
742-215 w/ Mount Pipe (E) 182
742 236V01 w/ Mount Pipe (E) 182
742-215 w/ Mount Pipe (E) 182
(2) ETM190G-12UB (E) 182
ETM190G-12UB (E) 182
ETM190G-12UB (E) 182
(2) ETM190G-12UB (E) 182
SBNHH-1D65C w/ Mount Pipe (R) 182
RRUS A2 MODULE (R) 182
(2) RRUS 11 (R) 182
(2) RRUS 11 (R) 182
(2) RRUS 11 (R) 182
Sector Mount [SM 501-3] (R) 182
APXVSPP18-C-A20 w/ Mount Pipe (E) 170
800MHz 2X50W RRH W/FILTER (E) 170
(2) IBC1900DH-1 (E) 170
(2) IBC1900DH-1 (E) 170
(2) IBC1900DH-1 (E) 170
(2) PCS 1900MHz 4x45W-65MHz (E) 170
(2) PCS 1900MHz 4x45W-65MHz (E) 170
(2) PCS 1900MHz 4x45W-65MHz (E) 170
Sector Mount [SM 1303-3] (E) 170
X7C-FRO-840-VR4 (E) 156
X7C-FRO-840-VR4 (E) 156
X7C-FRO-840-VR4 (E) 156
RRFDC-3315-PF-48 (E) 156
LNX-6515DS-A1M (P) 156
LNX-6515DS-A1M (P) 156
LNX-6515DS-A1M (P) 156
WBX045T19X000 w/ Mount Pipe (P) 156
HH45A-2XB1 w/ Mount Pipe (P) 156
(2) RRUS12/RRUS A2 (P) 156
(2) RRUS12/RRUS A2 (P) 156
(2) RRUS12/RRUS A2 (P) 156
Sector Mount [SM 402-3] (E-2 mount
pipes/sector)
156
ERICSSON AIR 21 B2A B4P (E) 147
ATMAA1412D-1A20 (E) 147
ATMAA1412D-1A20 (E) 147
ATMAA1412D-1A20 (E) 147
AIR 32 B4A/B2P (R) 147
AIR 32 B4A/B2P (R) 147
AIR 32 B4A/B2P (R) 147
Sector Mount [SM 402-3] (E-2 mount
pipes/sector)
147
SYMBOL LIST
MARK MARKSIZE SIZE
A L2 1/2x2 1/2x3/16
B L2x2x3/16
C N.A.
D 1 @ 2.5
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
300W 44 ksi 65 ksi A36 36 ksi 58 ksi
TOWER DESIGN NOTES
1. Tower is located in Richland County, South Carolina.
2. Tower designed for Exposure B to the TIA-222-G Standard.
3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 30 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0'
8. TOWER RATING: 92.2%

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-1
187.5 ft
185.0 ft
180.0 ft
160.0 ft
140.0 ft
120.0 ft
100.0 ft
80.0 ft
60.0 ft
40.0 ft
20.0 ft
0.0 ft
REACTIONS - 89 mph WIND
TORQUE 14 kip-ft
49 K
SHEAR
4937 kip-ft
MOMENT
51 K
AXIAL
30 mph WIND - 0.750 in ICE
TORQUE 1 kip-ft
5 K
SHEAR
626 kip-ft
MOMENT
150 K
AXIAL
SHEAR: 25 K
UPLIFT: -250 K
SHEAR: 30 K
DOWN: 300 K
MAX. CORNER REACTIONS AT BASE:
ARE FACTORED
ALL REACTIONS
SectionT1T2T3T4T5T6T7T8T9T10T11
LegsV31/2x31/2x3/8V4x4x1/2V5x5x1/2V5x5x5/8V6x6x5/8V6x6x3/4V8x8x5/8
LegGrade300W
DiagonalsAL3x3x3/16L21/2x21/2x1/4L3x3x3/16L3x3x1/4L3x3x3/8L31/2x31/2x1/4
DiagonalGrade300WA36300W
TopGirtsBN.A.
HorizontalsCL2x2x3/16L21/2x21/2x3/16L3x3x3/16L3x3x1/4L31/2x31/2x1/4
Red.HorizontalsN.A.L2x2x3/16L21/2x21/2x3/16
Red.DiagonalsN.A.L2x2x3/16L21/2x21/2x3/16
FaceWidth(ft)68.0156310.031312.046914.062516.078118.093820.1094
#Panels@(ft)D17@510@10
Weight(K)0.20.31.31.51.92.22.42.93.84.04.224.7
SYMBOL LIST
MARK MARKSIZE SIZE
A L2 1/2x2 1/2x3/16
B L2x2x3/16
C N.A.
D 1 @ 2.5
MATERIAL STRENGTH
GRADE GRADEFy FyFu Fu
300W 44 ksi 65 ksi A36 36 ksi 58 ksi
TOWER DESIGN NOTES
1. Tower is located in Richland County, South Carolina.
2. Tower designed for Exposure B to the TIA-222-G Standard.
3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard.
4. Tower is also designed for a 30 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height.
5. Deflections are based upon a 60 mph wind.
6. Tower Structure Class II.
7. Topographic Category 1 with Crest Height of 0'
8. TOWER RATING: 92.2%

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-2
Base Elev=0'
15' 15'
50'1-5/16"
20'1-5/16"
10'21/32" 10'21/32"
53'2-5/8"
20'9-21/32"15'17'4-31/32"
5'9-21/32"11'7-5/16"
Plot Plan
Total Area - 0.06 Acres

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-3
<- Minimum -0 Maximum ->
<- Minimum -0 Maximum ->
-500
-500
500
500
TIA-222-G - 89 mph/30 mph 0.750 in Ice Exposure B
Leg Capacity Leg Compression (K)
187'6" 187'6"
185' 185'
180' 180'
160' 160'
140' 140'
120' 120'
100' 100'
80' 80'
60' 60'
40' 40'
20' 20'
0' 0'
Elevation(ft)

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-4
0
0
50
50
Global Mast Shear (K)
187'6"
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'
Elevation(ft)
0
0
5000
5000
Global Mast Moment (kip-ft)
187'6"
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'
TIA-222-G - 89 mph/30 mph 0.750 in Ice Exposure B Maximum Values
Vx Vz Mx Mz

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-5
TIA-222-G - Service - 60 mph Maximum Values
0
0
5
5
10
10
Deflection (in)
187'6"
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'
Elevation(ft)
0
0
0.5
0.5
Tilt (deg)
0
0
0.05
0.05
0.1
0.1
Twist (deg)
187'6"
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'

B+T Group
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Job:
Project:
Client:
M. Eltarhoni App'd:
Code:
TIA-222-G Date:
11/11/15 Scale:
NTS
Path:
Dwg No.
E-7
Feed Line Distribution Chart
0' - 187'6"
Round Flat App In Face App Out Face Truss Leg
Face A
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'
187'6"
Elevation(ft)
(16)LCF158-50JL(15/8")(E)
LDF2-50(3/8)(E-asperphoto)
(2)PWRT-608-S(13/16)(E)
FB-L98B-002-75000(3/8)(E-asperphoto)
FeedlineLadder(Af)(E)
(10)LDF7-50A(1-5/8)(9E+1R)
(3)9776(5/8)(E)
Face B
182'182'182'182'182'
170'170'
156'156'
147'147'147'
ThinFlatBarClimbingLadder(E)
SafetyLine3/8(E)
(13)LCF158-50JA-A0(15/8")(E)
Face C
185'
180'
160'
140'
120'
100'
80'
60'
40'
20'
0'
187'6"
182'182'182'182'182'
170'170'
156'156'
147'147'147'
(3)HB114-1-0813U4-M5J(11/4")(E)

ttnnxxTToowweerr
Job
85770.004.01 - TWO NOTCH - AMIN 091-006, SC (BU#
813618)
Page
1 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni

Tower Input Data
The main tower is a 3x free standing tower with an overall height of 187'6'' above the ground line.
The base of the tower is set at an elevation of 0' above the ground line.
The face width of the tower is 6' at the top and 20'1-5/16'' at the base.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Tower is located in Richland County, South Carolina.
Basic wind speed of 89 mph.
Structure Class II.
Exposure Category B.
Topographic Category 1.
Crest Height 0'.
Nominal ice thickness of 0.750 in.
Ice thickness is considered to increase with height.
Ice density of 56.000 pcf.
A wind speed of 30 mph is used in combination with ice.
Temperature drop of 50.000 °F.
Deflections calculated using a wind speed of 60 mph.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.
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 Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable
Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles
Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination Use TIA-222-G Tension Splice Capacity
Exemption

ttnnxxTToowweerr
Job
813618)
Page
2 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Leg BLeg C
Leg A
FaceA
FaceB
Face C
Triangular To wer
Wind Norma l
Wind 90
Wind 180
Z
X
Tower Section Geometry
Tower
Section
Tower
Elevation
ft
Assembly
Database
Description Section
Width
ft
Number
of
Sections
Section
Length
ft
T1 187'6''-185' 6' 1 2'6''
T2 185'-180' 6' 1 5'
T3 180'-160' 6' 1 20'
T4 160'-140' 6' 1 20'
T5 140'-120' 6' 1 20'
T6 120'-100' 8'3/16'' 1 20'
T7 100'-80' 10'3/8'' 1 20'
T8 80'-60' 12'9/16'' 1 20'
T9 60'-40' 14'3/4'' 1 20'
T10 40'-20' 16'15/16'' 1 20'
T11 20'-0' 18'1-1/8'' 1 20'
Tower Section Geometry (cont’d)
Tower
Section
Tower
Elevation
ft
Diagonal
Spacing
ft
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
in
Bottom Girt
Offset
in
T1 187'6''-185' 2'6'' K Brace Left No Yes 0.000 0.000
T2 185'-180' 5' K Brace Down No Yes 0.000 0.000

ttnnxxTToowweerr
Job
813618)
Page
3 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Tower
Elevation
ft
Diagonal
Spacing
ft
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
in
Bottom Girt
Offset
in
T7 100'-80' 10' K1 Down No Yes 0.000 0.000
T8 80'-60' 10' K1 Down No Yes 0.000 0.000
T9 60'-40' 10' K1 Down No Yes 0.000 0.000
T10 40'-20' 10' K1 Down No Yes 0.000 0.000
T11 20'-0' 10' K1 Down No Yes 0.000 0.000
Tower
Elevation
ft
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 187'6''-185' 60 Angle V3 1/2x3 1/2x3/8 300W
(44 ksi)
Equal Angle L2 1/2x2 1/2x3/16 300W
(44 ksi)
T2 185'-180' 60 Angle V3 1/2x3 1/2x3/8 300W
(44 ksi)
Equal Angle L3x3x3/16 300W
(44 ksi)
T3 180'-160' 60 Angle V3 1/2x3 1/2x3/8 300W
(44 ksi)
(44 ksi)
T4 160'-140' 60 Angle V4x4x1/2 300W
(44 ksi)
(44 ksi)
T5 140'-120' 60 Angle V5x5x1/2 300W
(44 ksi)
Equal Angle L2 1/2x2 1/2x1/4 A36
(36 ksi)
T6 120'-100' 60 Angle V5x5x5/8 300W
(44 ksi)
(44 ksi)
T7 100'-80' 60 Angle V5x5x5/8 300W
(44 ksi)
(44 ksi)
T8 80'-60' 60 Angle V6x6x5/8 300W
(44 ksi)
(44 ksi)
T9 60'-40' 60 Angle V6x6x3/4 300W
(44 ksi)
(44 ksi)
T10 40'-20' 60 Angle V6x6x3/4 300W
(44 ksi)
(44 ksi)
T11 20'-0' 60 Angle V8x8x5/8 300W
(44 ksi)
(44 ksi)
Tower
Elevation
ft
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 187'6''-185' Equal Angle L2x2x3/16 A36
(36 ksi)
Single Angle A36
(36 ksi)

ttnnxxTToowweerr
Job
813618)
Page
4 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Elevation
ft
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T1 187'6''-185' None Single Angle A36
(36 ksi)
Equal Angle L2x2x3/16 A36
(36 ksi)
T2 185'-180' None Single Angle A36
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(36 ksi)
(44 ksi)
(36 ksi)
(44 ksi)
(36 ksi)
(44 ksi)
(36 ksi)
(44 ksi)
Tower
Elevation
ft
Redundant
Bracing
Grade
Redundant
Type
Redundant
Size
K Factor
T7 100'-80' A36
(36 ksi)
Horizontal (1)
Diagonal (1)
Equal Angle
Equal Angle
L2x2x3/16
L2x2x3/16
1
1
T8 80'-60' A36
(36 ksi)
Horizontal (1)
Diagonal (1)
Equal Angle
Equal Angle
L2 1/2x2 1/2x3/16
L2 1/2x2 1/2x3/16
1
1
T9 60'-40' A36
(36 ksi)
Horizontal (1)
Diagonal (1)
Equal Angle
Equal Angle
L2 1/2x2 1/2x3/16
L2 1/2x2 1/2x3/16
1
1
T10 40'-20' A36
(36 ksi)
Horizontal (1)
Diagonal (1)
Equal Angle
Equal Angle
L2 1/2x2 1/2x3/16
L2 1/2x2 1/2x3/16
1
1
T11 20'-0' A36
(36 ksi)
Horizontal (1)
Diagonal (1)
Equal Angle
Equal Angle
L2 1/2x2 1/2x3/16
L2 1/2x2 1/2x3/16
1
1
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
T1 187'6''-185' 0.000 0.000 A36
(36 ksi)
1 1 1.05 Mid-Pt Mid-Pt
T2 185'-180' 0.000 0.000 A36
(36 ksi)
T3 180'-160' 0.000 0.000 A36 1 1 1.05 Mid-Pt Mid-Pt

ttnnxxTToowweerr
Job
813618)
Page
5 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
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
(36 ksi)
T4 160'-140' 0.000 0.000 A36
(36 ksi)
T5 140'-120' 0.000 0.000 A36
(36 ksi)
T6 120'-100' 0.000 0.000 A36
(36 ksi)
T7 100'-80' 0.000 0.000 A36
(36 ksi)
T8 80'-60' 0.000 0.000 A36
(36 ksi)
T9 60'-40' 0.000 0.000 A36
(36 ksi)
T10 40'-20' 0.000 0.000 A36
(36 ksi)
T11 20'-0' 0.000 0.000 A36
(36 ksi)
K Factors1
Tower
Elevation
ft
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1
187'6''-185'
Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T2 185'-180' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T3 180'-160' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T4 160'-140' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T5 140'-120' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T6 120'-100' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T7 100'-80' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T8 80'-60' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T9 60'-40' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T10 40'-20' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T11 20'-0' Yes No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.

ttnnxxTToowweerr
Job
813618)
Page
6 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Elevation
ft
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
in
U Net Width
Deduct
in
U Net Width
Deduct
in
U Net
Width
Deduct
in
U Net
Width
Deduct
in
U Net
Width
Deduct
in
U Net
Width
Deduct
in
U
T1 187'6''-185' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T2 185'-180' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T3 180'-160' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T4 160'-140' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T5 140'-120' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T6 120'-100' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T7 100'-80' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T8 80'-60' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T9 60'-40' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T10 40'-20' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
T11 20'-0' 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75
Tower
Elevation
ft
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No. Bolt Size
in
No.
T1 187'6''-185' Sleeve DS 0.000
A325X
0 0.625
A325X
1 0.625
A325X
1 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T2 185'-180' Sleeve DS 0.625
A325X
12 0.625
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T3 180'-160' Sleeve DS 0.625
A325X
12 0.625
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T4 160'-140' Sleeve DS 0.625
A325X
12 0.625
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T5 140'-120' Sleeve DS 0.625
A325X
16 0.625
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T6 120'-100' Sleeve DS 0.625
A325X
16 0.625
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.625
A325X
1 0.625
A325X
0
T7 100'-80' Sleeve DS 0.625
A325X
14 0.750
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.750
A325X
1 0.625
A325X
0
T8 80'-60' Sleeve DS 0.750
A325X
20 0.750
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.750
A325X
1 0.625
A325X
0
T9 60'-40' Sleeve DS 0.750
A325X
20 0.750
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.750
A325X
1 0.625
A325X
0
T10 40'-20' Sleeve DS 0.750
A325X
22 0.750
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.750
A325X
1 0.625
A325X
0
T11 20'-0' Sleeve DS 0.750
A325X
24 0.750
A325X
1 0.000
A325X
0 0.000
A325X
0 0.625
A325X
0 0.750
A325X
1 0.625
A325X
0
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
ft
Face
Offset
in
Lateral
Offset
(Frac FW)
# #
Per
Row
Clear
Spacing
in
Width or
Diameter
in
Perimeter
in
Weight
klf

ttnnxxTToowweerr
Job
813618)
Page
7 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
ft
Face
Offset
in
Lateral
Offset
(Frac FW)
# #
Per
Row
Clear
Spacing
in
Width or
Diameter
in
Perimeter
in
Weight
klf
Thin Flat Bar
Climbing
Ladder
(E)
B No Af (CaAa) 187'6'' - 0' -12.000 0.4 1 1 2.000 2.000 0.004
Safety Line
3/8
(E)
B No Ar (CaAa) 187'6'' - 0' -12.000 0.4 1 1 0.375 0.375 0.000
*$$*
LCF158-50JL(
1 5/8'')
(E)
A No Ar (CaAa) 182' - 0' -3.000 0 16 10 1.000
0.750
1.980 0.001
LDF2-50(3/8)
(E-as per
photo)
A No Ar (CaAa) 182' - 0' -1.000 -0.082 1 1 0.440 0.440 0.000
PWRT-608-S(
13/16)
(E)
A No Ar (CaAa) 182' - 0' -1.000 -0.07 2 2 0.820 0.820 0.001
FB-L98B-002-
75000( 3/8)
(E-as per
photo)
A No Ar (CaAa) 182' - 0' -2.500 -0.0745 1 1 0.394 0.394 0.000
Feedline
Ladder (Af)
(E)
A No Af (CaAa) 182' - 0' -0.500 0 1 1 3.000 3.000 0.008
*$$*
HB114-1-081
3U4-M5J( 1
1/4'')
(E)
C No Ar (CaAa) 170' - 0' 0.000 -0.1 3 3 0.850
0.750
1.540 0.001
Feedline
Ladder (Af)
(E)
C No Af (CaAa) 170' - 0' 0.000 -0.1 1 1 3.000 3.000 0.008
*$$*
LCF158-50JA
-A0(1 5/8'')
(E)
B No Ar (CaAa) 156' - 0' 0.000 -0.4 13 6 1.000
0.750
1.980 0.000
Feedline
Ladder (Af)
(E)
B No Af (CaAa) 156' - 0' 0.000 -0.4 1 1 3.000 3.000 0.008
*$$*
LDF7-50A(1-
5/8)
(9E+1R)
A No Ar (CaAa) 147' - 0' 0.000 -0.4 10 6 1.000
0.750
1.980 0.001
9776(5/8)
(E)
A No Ar (CaAa) 147' - 0' 0.000 -0.44 3 1 0.850
0.750
0.735 0.000
Feedline
Ladder (Af)
(E)
A No Af (CaAa) 147' - 0' 0.000 -0.4 1 1 3.000 3.000 0.008
*$$*
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
ft
Total
Number
CAAA
ft2
/ft
Weight
klf
*$$*

ttnnxxTToowweerr
Job
813618)
Page
8 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
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
T1 187'6''-185' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.927
0.000
0.000
0.000
0.000
0.000
0.011
0.000
T2 185'-180' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
7.831
1.854
0.000
0.000
0.000
0.000
0.036
0.021
0.000
T3 180'-160' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
78.307
7.417
9.620
0.000
0.000
0.000
0.362
0.084
0.120
T4 160'-140' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
97.211
56.601
19.240
0.000
0.000
0.000
0.484
0.235
0.240
T5 140'-120' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T6 120'-100' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T7 100'-80' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T8 80'-60' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T9 60'-40' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T10 40'-20' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
T11 20'-0' A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
132.317
68.897
19.240
0.000
0.000
0.000
0.710
0.273
0.240
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower
Section
Tower
Elevation
ft
Face
or
Leg
Ice
Thickness
in
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
T1 187'6''-185' A
B
C
1.783 0.000
0.000
0.000
0.000
0.000
0.000
0.000
2.710
0.000
0.000
0.000
0.000
0.000
0.048
0.000
T2 185'-180' A
B
C
1.780 0.000
0.000
0.000
0.000
0.000
0.000
13.513
5.414
0.000
0.000
0.000
0.000
0.233
0.096
0.000
T3 180'-160' A
B
C
1.767 0.000
0.000
0.000
0.000
0.000
0.000
134.819
21.554
22.390
0.000
0.000
0.000
2.318
0.379
0.400
T4 160'-140' A
B
C
1.745 0.000
0.000
0.000
0.000
0.000
0.000
166.726
81.199
44.543
0.000
0.000
0.000
2.914
1.559
0.791
T5 140'-120' A 1.720 0.000 0.000 225.956 0.000 4.017

ttnnxxTToowweerr
Job
813618)
Page
9 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Tower
Elevation
ft
Face
or
Leg
Ice
Thickness
in
AR
ft2
AF
ft2
CAAA
In Face
ft2
CAAA
Out Face
ft2
Weight
K
B
C
0.000
0.000
0.000
0.000
95.688
44.277
0.000
0.000
1.834
0.781
T6 120'-100' A
B
C
1.692 0.000
0.000
0.000
0.000
0.000
0.000
224.748
95.153
43.972
0.000
0.000
0.000
3.960
1.809
0.770
T7 100'-80' A
B
C
1.658 0.000
0.000
0.000
0.000
0.000
0.000
223.323
94.522
43.611
0.000
0.000
0.000
3.894
1.779
0.757
T8 80'-60' A
B
C
1.617 0.000
0.000
0.000
0.000
0.000
0.000
221.580
93.750
43.170
0.000
0.000
0.000
3.814
1.743
0.741
T9 60'-40' A
B
C
1.564 0.000
0.000
0.000
0.000
0.000
0.000
219.316
92.747
42.598
0.000
0.000
0.000
3.711
1.697
0.721
T10 40'-20' A
B
C
1.486 0.000
0.000
0.000
0.000
0.000
0.000
216.023
91.286
41.765
0.000
0.000
0.000
3.563
1.631
0.692
T11 20'-0' A
B
C
1.331 0.000
0.000
0.000
0.000
0.000
0.000
209.497
88.389
40.117
0.000
0.000
0.000
3.279
1.503
0.637
Feed Line Center of Pressure
Section Elevation
ft
CPX
in
CPZ
in
CPX
Ice
in
CPZ
Ice
in
T1 187'6''-185' 0.886 0.877 1.491 1.468
T2 185'-180' -1.197 -0.424 -0.138 0.468
T3 180'-160' -1.999 -0.637 -1.099 0.154
T4 160'-140' -1.635 -1.818 -1.149 -0.708
T5 140'-120' -2.878 -1.624 -2.351 -0.539
T6 120'-100' -3.636 -2.035 -2.938 -0.719
T7 100'-80' -4.472 -2.490 -3.568 -0.909
T8 80'-60' -5.127 -2.845 -4.115 -1.083
T9 60'-40' -5.877 -3.252 -4.711 -1.276
T10 40'-20' -6.569 -3.627 -5.295 -1.479
T11 20'-0' -7.003 -3.861 -5.815 -1.700
Shielding Factor Ka
Tower
Section
Feed Line
Record No.
Description Feed Line
Segment Elev.
Ka
No Ice
Ka
Ice
T1 1 Thin Flat Bar Climbing
Ladder
185.00 -
187.50
0.6000 0.4736
T1 2 Safety Line 3/8 185.00 -
187.50
0.6000 0.4736
Ladder
180.00 -
185.00
0.6000 0.5595
T2 2 Safety Line 3/8 180.00 -
185.00
0.6000 0.5595
T2 4 LCF158-50JL( 1 5/8") 180.00 - 0.6000 0.5595

ttnnxxTToowweerr
Job
813618)
Page
10 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Feed Line
Record No.
Segment Elev.
Ka
No Ice
Ka
Ice
182.00
T2 5 LDF2-50(3/8) 180.00 -
182.00
0.6000 0.5595
T2 6 PWRT-608-S( 13/16) 180.00 -
182.00
0.6000 0.5595
T2 7 FB-L98B-002-75000( 3/8) 180.00 -
182.00
0.6000 0.5595
T2 8 Feedline Ladder (Af) 180.00 -
182.00
0.6000 0.5595
Ladder
160.00 -
180.00
0.6000 0.5610
T3 2 Safety Line 3/8 160.00 -
180.00
0.6000 0.5610
T3 4 LCF158-50JL( 1 5/8") 160.00 -
180.00
0.6000 0.5610
T3 5 LDF2-50(3/8) 160.00 -
180.00
0.6000 0.5610
T3 6 PWRT-608-S( 13/16) 160.00 -
180.00
0.6000 0.5610
T3 7 FB-L98B-002-75000( 3/8) 160.00 -
180.00
0.6000 0.5610
180.00
0.6000 0.5610
T3 10 HB114-1-0813U4-M5J( 1
1/4")
160.00 -
170.00
0.6000 0.5610
170.00
0.6000 0.5610
Ladder
140.00 -
160.00
0.6000 0.5559
T4 2 Safety Line 3/8 140.00 -
160.00
0.6000 0.5559
T4 4 LCF158-50JL( 1 5/8") 140.00 -
160.00
0.6000 0.5559
T4 5 LDF2-50(3/8) 140.00 -
160.00
0.6000 0.5559
T4 6 PWRT-608-S( 13/16) 140.00 -
160.00
0.6000 0.5559
T4 7 FB-L98B-002-75000( 3/8) 140.00 -
160.00
0.6000 0.5559
160.00
0.6000 0.5559
T4 10 HB114-1-0813U4-M5J( 1
1/4")
140.00 -
160.00
0.6000 0.5559
160.00
0.6000 0.5559
T4 13 LCF158-50JA-A0(1 5/8") 140.00 -
156.00
0.6000 0.5559
156.00
0.6000 0.5559
T4 16 LDF7-50A(1-5/8) 140.00 -
147.00
0.6000 0.5559
T4 17 9776(5/8) 140.00 -
147.00
0.6000 0.5559
147.00
0.6000 0.5559
Ladder
120.00 -
140.00
0.6000 0.5949
T5 2 Safety Line 3/8 120.00 -
140.00
0.6000 0.5949
T5 4 LCF158-50JL( 1 5/8") 120.00 -
140.00
0.6000 0.5949
T5 5 LDF2-50(3/8) 120.00 - 0.6000 0.5949

ttnnxxTToowweerr
Job
813618)
Page
11 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Feed Line
Record No.
Segment Elev.
Ka
No Ice
Ka
Ice
140.00
T5 6 PWRT-608-S( 13/16) 120.00 -
140.00
0.6000 0.5949
T5 7 FB-L98B-002-75000( 3/8) 120.00 -
140.00
0.6000 0.5949
140.00
0.6000 0.5949
T5 10 HB114-1-0813U4-M5J( 1
1/4")
120.00 -
140.00
0.6000 0.5949
140.00
0.6000 0.5949
T5 13 LCF158-50JA-A0(1 5/8") 120.00 -
140.00
0.6000 0.5949
140.00
0.6000 0.5949
T5 16 LDF7-50A(1-5/8) 120.00 -
140.00
0.6000 0.5949
T5 17 9776(5/8) 120.00 -
140.00
0.6000 0.5949
140.00
0.6000 0.5949
Ladder
100.00 -
120.00
0.6000 0.6000
T6 2 Safety Line 3/8 100.00 -
120.00
0.6000 0.6000
T6 4 LCF158-50JL( 1 5/8") 100.00 -
120.00
0.6000 0.6000
T6 5 LDF2-50(3/8) 100.00 -
120.00
0.6000 0.6000
T6 6 PWRT-608-S( 13/16) 100.00 -
120.00
0.6000 0.6000
T6 7 FB-L98B-002-75000( 3/8) 100.00 -
120.00
0.6000 0.6000
120.00
0.6000 0.6000
T6 10 HB114-1-0813U4-M5J( 1
1/4")
100.00 -
120.00
0.6000 0.6000
120.00
0.6000 0.6000
T6 13 LCF158-50JA-A0(1 5/8") 100.00 -
120.00
0.6000 0.6000
120.00
0.6000 0.6000
T6 16 LDF7-50A(1-5/8) 100.00 -
120.00
0.6000 0.6000
T6 17 9776(5/8) 100.00 -
120.00
0.6000 0.6000
120.00
0.6000 0.6000
Ladder
80.00 - 100.00 0.6000 0.6000
T7 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000
T7 4 LCF158-50JL( 1 5/8") 80.00 - 100.00 0.6000 0.6000
T7 5 LDF2-50(3/8) 80.00 - 100.00 0.6000 0.6000
T7 6 PWRT-608-S( 13/16) 80.00 - 100.00 0.6000 0.6000
T7 7 FB-L98B-002-75000( 3/8) 80.00 - 100.00 0.6000 0.6000
T7 8 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000
T7 10 HB114-1-0813U4-M5J( 1
1/4")
80.00 - 100.00 0.6000 0.6000
T7 13 LCF158-50JA-A0(1 5/8") 80.00 - 100.00 0.6000 0.6000

ttnnxxTToowweerr
Job
813618)
Page
12 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Feed Line
Record No.
Segment Elev.
Ka
No Ice
Ka
Ice
T7 16 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000
T7 17 9776(5/8) 80.00 - 100.00 0.6000 0.6000
Ladder
60.00 - 80.00 0.6000 0.6000
T8 2 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000
T8 4 LCF158-50JL( 1 5/8") 60.00 - 80.00 0.6000 0.6000
T8 5 LDF2-50(3/8) 60.00 - 80.00 0.6000 0.6000
T8 6 PWRT-608-S( 13/16) 60.00 - 80.00 0.6000 0.6000
T8 7 FB-L98B-002-75000( 3/8) 60.00 - 80.00 0.6000 0.6000
T8 10 HB114-1-0813U4-M5J( 1
1/4")
60.00 - 80.00 0.6000 0.6000
T8 13 LCF158-50JA-A0(1 5/8") 60.00 - 80.00 0.6000 0.6000
T8 16 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000
T8 17 9776(5/8) 60.00 - 80.00 0.6000 0.6000
Ladder
40.00 - 60.00 0.6000 0.6000
T9 2 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000
T9 4 LCF158-50JL( 1 5/8") 40.00 - 60.00 0.6000 0.6000
T9 5 LDF2-50(3/8) 40.00 - 60.00 0.6000 0.6000
T9 6 PWRT-608-S( 13/16) 40.00 - 60.00 0.6000 0.6000
T9 7 FB-L98B-002-75000( 3/8) 40.00 - 60.00 0.6000 0.6000
T9 10 HB114-1-0813U4-M5J( 1
1/4")
40.00 - 60.00 0.6000 0.6000
T9 13 LCF158-50JA-A0(1 5/8") 40.00 - 60.00 0.6000 0.6000
T9 16 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000
T9 17 9776(5/8) 40.00 - 60.00 0.6000 0.6000
Ladder
20.00 - 40.00 0.6000 0.6000
T10 2 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000
T10 4 LCF158-50JL( 1 5/8") 20.00 - 40.00 0.6000 0.6000
T10 5 LDF2-50(3/8) 20.00 - 40.00 0.6000 0.6000
T10 6 PWRT-608-S( 13/16) 20.00 - 40.00 0.6000 0.6000
T10 7 FB-L98B-002-75000( 3/8) 20.00 - 40.00 0.6000 0.6000
T10 10 HB114-1-0813U4-M5J( 1
1/4")
20.00 - 40.00 0.6000 0.6000
T10 13 LCF158-50JA-A0(1 5/8") 20.00 - 40.00 0.6000 0.6000
T10 16 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000
T10 17 9776(5/8) 20.00 - 40.00 0.6000 0.6000
Ladder
0.00 - 20.00 0.6000 0.6000
T11 2 Safety Line 3/8 0.00 - 20.00 0.6000 0.6000
T11 4 LCF158-50JL( 1 5/8") 0.00 - 20.00 0.6000 0.6000
T11 5 LDF2-50(3/8) 0.00 - 20.00 0.6000 0.6000
T11 6 PWRT-608-S( 13/16) 0.00 - 20.00 0.6000 0.6000
T11 7 FB-L98B-002-75000( 3/8) 0.00 - 20.00 0.6000 0.6000
T11 10 HB114-1-0813U4-M5J( 1
1/4")
0.00 - 20.00 0.6000 0.6000

ttnnxxTToowweerr
Job
813618)
Page
13 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Tower
Section
Feed Line
Record No.
Segment Elev.
Ka
No Ice
Ka
Ice
T11 13 LCF158-50JA-A0(1 5/8") 0.00 - 20.00 0.6000 0.6000
T11 16 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000
T11 17 9776(5/8) 0.00 - 20.00 0.6000 0.6000
Discrete Tower Loads
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
10' x 2-1/4'' Pipe Mount
(E-as per photo to lightning
rod)
A From Leg 0.500
0'
-3'
0.000 187'6'' No Ice
1/2'' Ice
1'' Ice
2.250
3.277
4.321
2.250
3.277
4.321
0.080
0.097
0.121
Lightning Rod 5/8'' x 4'
(E)
A From Leg 0.500
0'
2'
0.000 187'6'' No Ice
1/2'' Ice
1'' Ice
0.250
0.664
0.973
0.250
0.664
0.973
0.031
0.034
0.039
*$$*
(2) 742-215 w/ Mount Pipe
(E)
A From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.411
3.811
4.213
3.052
3.729
4.380
0.033
0.065
0.102
742 236V01 w/ Mount Pipe
(E)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
6.646
7.137
7.631
3.066
3.746
4.399
0.053
0.096
0.146
742-215 w/ Mount Pipe
(E)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.411
3.811
4.213
3.052
3.729
4.380
0.033
0.065
0.102
742 236V01 w/ Mount Pipe
(E)
C From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
6.646
7.137
7.631
3.066
3.746
4.399
0.053
0.096
0.146
742-215 w/ Mount Pipe
(E)
C From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.411
3.811
4.213
3.052
3.729
4.380
0.033
0.065
0.102
(2) ETM190G-12UB
(E)
A From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.060
1.211
1.371
0.445
0.571
0.705
0.016
0.023
0.031
ETM190G-12UB
(E)
B From Leg 4.000
0'
0'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.060
1.211
1.371
0.445
0.571
0.705
0.016
0.023
0.031
ETM190G-12UB
(E)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.060
1.211
1.371
0.445
0.571
0.705
0.016
0.023
0.031
(2) ETM190G-12UB
(E)
C From Leg 4.000
0'
0'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.060
1.211
1.371
0.445
0.571
0.705
0.016
0.023
0.031
SBNHH-1D65C w/ Mount
Pipe
(R)
A From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
11.588
12.306
13.035
9.793
11.311
12.854
0.099
0.188
0.287
Pipe
(R)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
11.588
12.306
13.035
9.793
11.311
12.854
0.099
0.188
0.287

ttnnxxTToowweerr
Job
813618)
Page
14 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
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
Pipe
(R)
C From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
11.588
12.306
13.035
9.793
11.311
12.854
0.099
0.188
0.287
RRUS A2 MODULE
(R)
A From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.867
2.051
2.244
0.423
0.532
0.650
0.021
0.031
0.044
RRUS A2 MODULE
(R)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.867
2.051
2.244
0.423
0.532
0.650
0.021
0.031
0.044
RRUS A2 MODULE
(R)
C From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
1.867
2.051
2.244
0.423
0.532
0.650
0.021
0.031
0.044
(2) RRUS 11
(R)
A From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.249
3.491
3.741
1.373
1.551
1.738
0.048
0.068
0.092
(2) RRUS 11
(R)
B From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.249
3.491
3.741
1.373
1.551
1.738
0.048
0.068
0.092
(2) RRUS 11
(R)
C From Leg 4.000
0'
1'
0.000 182' No Ice
1/2'' Ice
1'' Ice
3.249
3.491
3.741
1.373
1.551
1.738
0.048
0.068
0.092
Sector Mount [SM 501-3]
(R)
C None 0.000 182' No Ice
1/2'' Ice
1'' Ice
24.210
34.390
44.570
24.210
34.390
44.570
0.900
1.342
1.785
*$$*
APXVSPP18-C-A20 w/
Mount Pipe
(E)
A From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
8.498
9.149
9.767
6.946
8.127
9.021
0.083
0.151
0.227
APXVSPP18-C-A20 w/
Mount Pipe
(E)
B From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
8.498
9.149
9.767
6.946
8.127
9.021
0.083
0.151
0.227
APXVSPP18-C-A20 w/
Mount Pipe
(E)
C From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
8.498
9.149
9.767
6.946
8.127
9.021
0.083
0.151
0.227
800MHz 2X50W RRH
W/FILTER
(E)
A From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
2.401
2.613
2.833
2.254
2.460
2.675
0.064
0.086
0.111
800MHz 2X50W RRH
W/FILTER
(E)
B From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
2.401
2.613
2.833
2.254
2.460
2.675
0.064
0.086
0.111
800MHz 2X50W RRH
W/FILTER
(E)
C From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
2.401
2.613
2.833
2.254
2.460
2.675
0.064
0.086
0.111
(2) IBC1900DH-1
(E)
A From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
1.127
1.273
1.427
0.533
0.647
0.770
0.022
0.030
0.039
(2) IBC1900DH-1
(E)
B From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
1.127
1.273
1.427
0.533
0.647
0.770
0.022
0.030
0.039
(2) IBC1900DH-1
(E)
C From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
1.127
1.273
1.427
0.533
0.647
0.770
0.022
0.030
0.039
(2) PCS 1900MHz
4x45W-65MHz
(E)
A From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
2.709
2.948
3.195
2.611
2.847
3.092
0.060
0.083
0.110
(2) PCS 1900MHz
4x45W-65MHz
B From Leg 4.000
0'
0.000 170' No Ice
1/2'' Ice
2.709
2.948
2.611
2.847
0.060
0.083

ttnnxxTToowweerr
Job
813618)
Page
15 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
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
(E) 0' 1'' Ice 3.195 3.092 0.110
(2) PCS 1900MHz
4x45W-65MHz
(E)
C From Leg 4.000
0'
0'
0.000 170' No Ice
1/2'' Ice
1'' Ice
2.709
2.948
3.195
2.611
2.847
3.092
0.060
0.083
0.110
(E)
1/2'' Ice
1'' Ice
30.200
43.900
57.600
30.200
43.900
57.600
1.104
1.767
2.430
*$$*
X7C-FRO-840-VR4
(E)
A From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
18.004
18.768
19.541
9.508
10.123
10.746
0.058
0.157
0.264
X7C-FRO-840-VR4
(E)
B From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
18.004
18.768
19.541
9.508
10.123
10.746
0.058
0.157
0.264
X7C-FRO-840-VR4
(E)
C From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
18.004
18.768
19.541
9.508
10.123
10.746
0.058
0.157
0.264
RRFDC-3315-PF-48
(E)
A From Leg 4.000
0'
0'
0.000 156' No Ice
1/2'' Ice
1'' Ice
3.924
4.197
4.478
2.557
2.794
3.040
0.021
0.050
0.082
LNX-6515DS-A1M
(P)
A From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
11.409
12.027
12.653
7.698
8.291
8.891
0.050
0.116
0.189
LNX-6515DS-A1M
(P)
B From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
11.409
12.027
12.653
7.698
8.291
8.891
0.050
0.116
0.189
LNX-6515DS-A1M
(P)
C From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
11.409
12.027
12.653
7.698
8.291
8.891
0.050
0.116
0.189
WBX045T19X000 w/ Mount
Pipe
(P)
A From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.175
8.680
9.199
0.994
1.275
1.577
0.046
0.089
0.138
Pipe
(P)
B From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.175
8.680
9.199
0.994
1.275
1.577
0.046
0.089
0.138
Pipe
(P)
C From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.175
8.680
9.199
0.994
1.275
1.577
0.046
0.089
0.138
HH45A-2XB1 w/ Mount Pipe
(P)
A From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.062
8.562
9.067
3.734
4.392
5.038
0.051
0.104
0.162
(P)
B From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.062
8.562
9.067
3.734
4.392
5.038
0.051
0.104
0.162
(P)
C From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
8.062
8.562
9.067
3.734
4.392
5.038
0.051
0.104
0.162
(2) RRUS12/RRUS A2
(P)
A From Leg 4.000
0'
0'
0.000 156' No Ice
1/2'' Ice
1'' Ice
3.667
3.924
4.189
2.141
2.347
2.563
0.072
0.099
0.130
(2) RRUS12/RRUS A2
(P)
B From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
3.667
3.924
4.189
2.141
2.347
2.563
0.072
0.099
0.130
(2) RRUS12/RRUS A2
(P)
C From Leg 4.000
0'
3'
0.000 156' No Ice
1/2'' Ice
1'' Ice
3.667
3.924
4.189
2.141
2.347
2.563
0.072
0.099
0.130
Sector Mount [SM 402-3] C None 0.000 156' No Ice 18.910 18.910 0.851

ttnnxxTToowweerr
Job
813618)
Page
16 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
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
(E-2 mount pipes/sector) 1/2'' Ice
1'' Ice
26.780
34.650
26.780
34.650
1.233
1.616
*$$*
ERICSSON AIR 21 B2A
B4P
(E)
A From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
6.588
7.033
7.488
4.297
4.703
5.130
0.092
0.133
0.180
ERICSSON AIR 21 B2A
B4P
(E)
B From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
6.588
7.033
7.488
4.297
4.703
5.130
0.092
0.133
0.180
ERICSSON AIR 21 B2A
B4P
(E)
C From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
6.588
7.033
7.488
4.297
4.703
5.130
0.092
0.133
0.180
ATMAA1412D-1A20
(E)
A From Leg 4.000
0'
0'
0.000 147' No Ice
1/2'' Ice
1'' Ice
1.167
1.314
1.469
0.467
0.575
0.691
0.013
0.021
0.030
ATMAA1412D-1A20
(E)
B From Leg 4.000
0'
0'
0.000 147' No Ice
1/2'' Ice
1'' Ice
1.167
1.314
1.469
0.467
0.575
0.691
0.013
0.021
0.030
ATMAA1412D-1A20
(E)
C From Leg 4.000
0'
0'
0.000 147' No Ice
1/2'' Ice
1'' Ice
1.167
1.314
1.469
0.467
0.575
0.691
0.013
0.021
0.030
AIR 32 B4A/B2P
(R)
A From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
7.099
7.553
8.017
4.787
5.215
5.651
0.106
0.152
0.203
AIR 32 B4A/B2P
(R)
B From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
7.099
7.553
8.017
4.787
5.215
5.651
0.106
0.152
0.203
AIR 32 B4A/B2P
(R)
C From Leg 4.000
0'
3'
0.000 147' No Ice
1/2'' Ice
1'' Ice
7.099
7.553
8.017
4.787
5.215
5.651
0.106
0.152
0.203
(E-2 mount pipes/sector)
1/2'' Ice
1'' Ice
18.910
26.780
34.650
18.910
26.780
34.650
0.851
1.233
1.616
*$$*
Load Combinations
Comb.
No.
Description
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice

ttnnxxTToowweerr
Job
813618)
Page
17 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Comb.
No.
Description
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 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
T1 187.5 - 185 Leg Max Tension 9 0.092 0.000 0.000
Max. Compression 33 -0.468 -0.000 0.041
Max. Mx 20 -0.191 -0.336 0.002
Max. My 19 0.027 -0.001 -0.349
Max. Vy 20 0.148 -0.336 0.002
Max. Vx 19 0.157 -0.001 -0.349
Diagonal Max Tension 20 0.221 0.000 0.000
Max. Compression 8 -0.221 0.000 0.000
Max. Mx 26 0.018 -0.075 0.000
Max. Vy 26 0.046 0.000 0.000
Top Girt Max Tension 11 0.100 0.000 0.000
Max. Compression 22 -0.108 0.000 0.000
Max. Mx 26 0.001 -0.059 0.000
Max. Vy 26 -0.039 0.000 0.000
T2 185 - 180 Leg Max Tension 19 0.079 -0.001 -0.349

ttnnxxTToowweerr
Job
813618)
Page
18 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Compression 27 -2.842 0.000 -0.040
Max. Mx 8 -0.221 -0.663 -0.002
Max. My 18 0.060 -0.001 0.646
Max. Vy 8 -0.504 0.322 0.001
Max. Vx 10 0.506 -0.005 -0.338
Max. Compression 16 -0.918 0.000 0.000
Max. Mx 26 -0.045 -0.039 0.000
Max. Vy 26 -0.027 0.000 0.000
Horizontal Max Tension 22 0.612 0.000 0.000
Max. Compression 10 -0.632 0.004 0.000
Max. Mx 29 -0.085 0.016 0.000
Max. My 18 0.274 0.003 -0.000
Max. Vy 29 0.025 0.016 0.000
Max. Vx 3 -0.000 0.000 0.000
T3 180 - 160 Leg Max Tension 23 13.216 0.003 0.005
Max. Compression 18 -18.253 -0.008 -0.170
Max. Mx 8 -1.086 0.322 0.001
Max. My 11 -2.273 -0.005 -0.338
Max. Vy 12 -0.670 -0.034 0.000
Max. Vx 10 -0.681 -0.001 -0.055
Max. Compression 16 -4.826 0.000 0.000
Max. Mx 26 -0.048 -0.039 0.000
Max. Vy 26 0.026 0.000 0.000
Max. Compression 16 -2.508 0.000 0.000
Max. Mx 37 0.148 0.025 0.000
Max. My 18 -0.044 0.004 -0.000
Max. Vy 37 0.028 0.025 0.000
Max. Vx 3 -0.000 0.000 0.000
T4 160 - 140 Leg Max Tension 23 53.206 -0.002 0.270
Max. Compression 18 -64.511 -0.008 -0.233
Max. Mx 8 -3.494 -0.533 -0.000
Max. My 14 19.578 -0.004 -0.516
Max. Vy 20 0.923 -0.383 -0.000
Max. Vx 3 0.903 0.003 -0.382
Max. Compression 16 -10.197 0.000 0.000
Max. Mx 26 -0.048 -0.038 0.000
Max. Vy 26 -0.026 0.000 0.000
Max. Compression 4 -5.312 0.008 0.000
Max. Mx 22 0.571 0.033 0.000
Max. My 18 0.271 -0.005 -0.000
Max. Vy 37 0.030 0.031 0.000
Max. Vx 3 -0.000 0.000 0.000
T5 140 - 120 Leg Max Tension 23 92.317 0.001 0.248
Max. Compression 18 -108.158 -0.005 -0.198
Max. Mx 20 -5.107 -0.474 0.006
Max. My 11 -97.323 -0.000 -0.264
Max. Vy 20 0.123 -0.474 0.006
Max. Vx 11 -0.056 -0.000 -0.264
Max. Compression 4 -6.287 0.000 0.000
Max. Mx 26 -0.147 -0.052 0.000
Max. My 26 0.020 0.000 0.002
Max. Vy 26 0.032 0.000 0.000
Max. Vx 26 -0.002 0.000 0.000
Max. Compression 18 -3.963 0.000 0.000

ttnnxxTToowweerr
Job
813618)
Page
19 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Mx 37 -0.450 0.033 0.008
Max. My 35 0.306 0.027 0.008
Max. Vy 37 -0.032 0.033 0.008
Max. Vx 37 -0.003 0.000 0.000
T6 120 - 100 Leg Max Tension 23 121.578 0.002 0.439
Max. Compression 18 -142.044 -0.031 0.771
Max. Mx 20 -7.336 -1.269 0.091
Max. My 18 -142.044 -0.031 0.771
Max. Vy 20 0.256 -1.269 0.091
Max. Vx 10 -0.293 -0.001 -0.502
Max. Compression 4 -6.329 0.000 0.000
Max. Mx 26 -0.197 -0.075 0.000
Max. My 26 -0.003 0.000 0.003
Max. Vy 26 0.042 0.000 0.000
Max. Vx 26 -0.002 0.000 0.000
Max. Compression 4 -4.573 0.014 0.004
Max. Mx 37 0.556 0.055 0.013
Max. My 37 -0.569 0.055 0.013
Max. Vy 37 0.046 0.055 0.013
Max. Vx 35 -0.004 0.000 0.000
T7 100 - 80 Leg Max Tension 23 140.031 -0.006 -1.598
Max. Compression 18 -163.967 -0.086 2.423
Max. Mx 20 -8.448 -1.844 0.204
Max. My 18 -163.887 0.063 -2.634
Max. Vy 20 0.598 -1.844 0.204
Max. Vx 18 -1.047 0.063 -2.634
Diagonal Max Tension 5 10.012 0.122 -0.003
Max. Compression 18 -10.330 0.000 0.000
Max. Mx 19 -8.058 -0.164 0.003
Max. My 35 -0.146 0.014 -0.013
Max. Vy 18 -0.037 0.000 0.000
Max. Vx 37 0.004 0.000 0.000
Max. Compression 4 -5.173 0.020 0.009
Max. Mx 37 -0.658 0.077 0.027
Max. My 37 0.639 0.077 0.027
Max. Vy 37 0.054 0.077 0.027
Max. Vx 37 0.006 0.000 0.000
Redund Horz 1
Bracing
Max Tension 18 2.845 0.000 0.000
Max. Compression 18 -2.845 0.000 0.000
Max. Mx 26 0.409 -0.012 0.000
Max. My 26 0.510 0.000 0.000
Max. Vy 26 0.017 0.000 0.000
Max. Vx 26 -0.000 0.000 0.000
Redund Diag 1
Bracing
Max Tension 18 3.113 0.000 0.000
Max. Compression 18 -3.113 0.000 0.000
Max. Mx 26 0.498 -0.021 0.000
Max. My 26 0.517 0.000 -0.001
Max. Vy 26 0.015 0.000 0.000
Max. Vx 26 0.001 0.000 0.000
T8 80 - 60 Leg Max Tension 23 165.477 -0.006 -2.261
Max. Compression 18 -194.545 -0.117 2.826
Max. Mx 20 -10.041 -2.383 0.253
Max. My 18 -194.470 0.093 -3.574
Max. Vy 20 0.769 -2.383 0.253
Max. Vx 18 1.322 0.093 -3.574

ttnnxxTToowweerr
Job
813618)
Page
20 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Compression 18 -10.720 0.000 0.000
Max. Mx 14 7.471 0.121 -0.005
Max. My 35 -0.318 0.034 0.015
Max. Vy 37 -0.038 0.039 -0.015
Max. Vx 37 0.004 0.000 0.000
Max. Compression 4 -5.882 0.031 0.012
Max. Mx 37 0.753 0.113 0.037
Max. My 37 -0.776 0.113 0.037
Max. Vy 37 0.070 0.113 0.037
Max. Vx 37 0.007 0.000 0.000
Redund Horz 1
Bracing
Max Tension 18 3.376 0.000 0.000
Max. Compression 18 -3.376 0.000 0.000
Max. Mx 26 0.579 -0.019 0.000
Max. My 26 0.602 0.000 0.001
Max. Vy 26 0.023 0.000 0.000
Max. Vx 26 -0.001 0.000 0.000
Redund Diag 1
Bracing
Max Tension 18 3.202 0.000 0.000
Max. Compression 18 -3.202 0.000 0.000
Max. Mx 26 0.518 -0.031 0.000
Max. My 26 0.538 0.000 -0.002
Max. Vy 26 0.021 0.000 0.000
Max. Vx 26 -0.001 0.000 0.000
T9 60 - 40 Leg Max Tension 23 190.424 -0.002 -2.363
Max. Compression 18 -225.386 -0.081 2.979
Max. Mx 20 -10.619 -2.383 0.253
Max. My 18 -225.143 0.071 -3.678
Max. Vy 20 -0.730 -2.383 0.253
Max. Vx 18 -1.366 0.071 -3.678
Max. Compression 18 -10.976 0.000 0.000
Max. Mx 14 8.811 0.153 -0.007
Max. My 35 -0.098 0.041 -0.018
Max. Vy 37 -0.049 0.054 -0.018
Max. Vx 37 0.005 0.000 0.000
Max. Compression 4 -6.593 0.050 0.020
Max. Mx 37 -0.902 0.148 0.050
Max. My 35 -0.613 0.134 0.050
Max. Vy 37 -0.085 0.148 0.050
Max. Vx 37 -0.009 0.000 0.000
Redund Horz 1
Bracing
Max Tension 18 3.911 0.000 0.000
Max. Compression 18 -3.911 0.000 0.000
Max. Mx 26 0.563 -0.024 0.000
Max. My 26 0.702 0.000 0.001
Max. Vy 26 0.026 0.000 0.000
Max. Vx 26 -0.001 0.000 0.000
Redund Diag 1
Bracing
Max Tension 18 3.322 0.000 0.000
Max. Compression 18 -3.322 0.000 0.000
Max. Mx 26 0.547 -0.037 0.000
Max. My 26 0.569 0.000 -0.002
Max. Vy 26 0.024 0.000 0.000
Max. Vx 26 0.001 0.000 0.000
T10 40 - 20 Leg Max Tension 23 214.409 -0.001 -2.396
Max. Compression 18 -255.592 -0.078 3.695
Max. Mx 20 -14.030 -2.190 0.323
Max. My 18 -255.349 0.071 -3.851

ttnnxxTToowweerr
Job
813618)
Page
21 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Component
Type
Condition Gov.
Load
Comb.
Axial
K
Major Axis
Moment
kip-ft
Minor Axis
Moment
kip-ft
Max. Vy 20 0.682 -2.190 0.323
Max. Vx 18 -1.538 0.071 -3.851
Max. Compression 18 -11.219 0.000 0.000
Max. Mx 14 7.780 0.152 -0.008
Max. My 35 -0.548 0.058 0.020
Max. Vy 37 -0.053 0.064 -0.020
Max. Vx 33 -0.005 0.000 0.000
Max. Compression 4 -7.223 0.075 0.025
Max. Mx 37 0.995 0.209 0.061
Max. My 35 -0.714 0.189 0.061
Max. Vy 37 -0.105 0.209 0.061
Max. Vx 27 0.010 0.000 0.000
Redund Horz 1
Bracing
Max Tension 18 4.435 0.000 0.000
Max. Compression 18 -4.435 0.000 0.000
Max. Mx 26 0.770 -0.030 0.000
Max. My 26 0.801 0.000 0.001
Max. Vy 26 -0.028 0.000 0.000
Max. Vx 26 -0.001 0.000 0.000
Redund Diag 1
Bracing
Max Tension 18 3.455 0.000 0.000
Max. Compression 18 -3.455 0.000 0.000
Max. Mx 26 0.580 -0.042 0.000
Max. My 26 0.604 0.000 -0.002
Max. Vy 26 -0.026 0.000 0.000
Max. Vx 26 0.001 0.000 0.000
T11 20 - 0 Leg Max Tension 23 237.639 -0.001 -3.244
Max. Compression 18 -285.303 0.000 0.000
Max. Mx 20 -15.077 -3.277 0.422
Max. My 18 -269.891 0.122 -5.446
Max. Vy 20 0.953 -3.277 0.422
Max. Vx 18 -1.972 0.122 -5.446
Max. Compression 2 -11.574 0.000 0.000
Max. Mx 16 4.438 0.128 -0.008
Max. My 29 -0.045 0.038 -0.020
Max. Vy 37 -0.053 0.066 -0.020
Max. Vx 31 0.005 0.000 0.000
Max. Compression 18 -7.879 0.000 0.000
Max. Mx 37 1.119 0.208 0.061
Max. My 31 1.049 0.173 0.067
Max. Vy 37 -0.103 0.186 0.067
Max. Vx 27 0.009 0.000 0.000
Redund Horz 1
Bracing
Max Tension 18 4.950 0.000 0.000
Max. Compression 18 -4.950 0.000 0.000
Max. Mx 26 0.734 -0.034 0.000
Max. My 26 0.905 0.000 0.001
Max. Vy 26 0.028 0.000 0.000
Max. Vx 26 -0.001 0.000 0.000
Redund Diag 1
Bracing
Max Tension 18 3.599 0.000 0.000
Max. Compression 18 -3.599 0.000 0.000
Max. Mx 26 0.703 -0.045 0.000
Max. My 26 0.727 0.000 -0.002
Max. Vy 26 0.027 0.000 0.000
Max. Vx 26 0.001 0.000 0.000

ttnnxxTToowweerr
Job
813618)
Page
22 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
K
Horizontal, X
K
Horizontal, Z
K
Leg C Max. Vert 18 300.430 25.528 -15.196
Max. Hx 18 300.430 25.528 -15.196
Max. Hz 5 -216.497 -18.087 12.982
Min. Vert 7 -248.403 -21.686 12.912
Min. Hx 7 -248.403 -21.686 12.912
Min. Hz 18 300.430 25.528 -15.196
Leg B Max. Vert 10 298.372 -25.698 -14.840
Max. Hx 23 -249.947 21.865 12.648
Max. Hz 23 -249.947 21.865 12.648
Min. Vert 23 -249.947 21.865 12.648
Min. Hx 10 298.372 -25.698 -14.840
Min. Hz 10 298.372 -25.698 -14.840
Leg A Max. Vert 2 298.879 -0.377 29.666
Max. Hx 21 12.619 3.895 0.876
Max. Hz 2 298.879 -0.377 29.666
Min. Vert 15 -248.910 0.302 -25.228
Min. Hx 8 16.824 -3.926 1.168
Min. Hz 15 -248.910 0.302 -25.228
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 42.306 -0.000 0.000 1.418 17.249 0.000
1.2 Dead+1.6 Wind 0 deg - No
Ice
50.767 -0.000 -48.736 -4910.334 20.707 -12.523
Ice
38.076 -0.000 -48.736 -4910.760 15.532 -12.523
Ice
50.767 22.722 -39.319 -3999.993 -2294.035 -12.829
Ice
38.076 22.722 -39.319 -4000.419 -2299.210 -12.829
Ice
50.767 38.597 -22.263 -2275.578 -3931.223 -11.997
Ice
38.076 38.597 -22.263 -2276.004 -3936.397 -11.997
Ice
50.767 45.444 0.000 1.710 -4608.782 -8.210
Ice
38.076 45.444 0.000 1.284 -4613.957 -8.210
1.2 Dead+1.6 Wind 120 deg -
No Ice
50.767 42.244 24.368 2457.727 -4240.802 -0.433
No Ice
38.076 42.244 24.368 2457.301 -4245.977 -0.433
No Ice
50.767 22.722 39.319 4003.405 -2294.048 7.169
No Ice
38.076 22.722 39.319 4002.979 -2299.223 7.169
No Ice
50.767 0.000 44.525 4556.275 20.691 10.965

ttnnxxTToowweerr
Job
813618)
Page
23 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Load
Combination
Vertical
K
Shearx
K
Shearz
K
Overturning
Moment, Mx
kip-ft
Overturning
Moment, Mz
kip-ft
Torque
kip-ft
No Ice
38.076 0.000 44.525 4555.850 15.517 10.965
No Ice
50.767 -22.722 39.319 4003.397 2335.433 12.829
No Ice
38.076 -22.722 39.319 4002.972 2330.258 12.829
No Ice
50.767 -42.244 24.368 2457.714 4282.193 13.533
No Ice
38.076 -42.244 24.368 2457.288 4277.018 13.533
No Ice
50.767 -45.444 -0.000 1.695 4650.180 8.210
No Ice
38.076 -45.444 -0.000 1.269 4645.006 8.210
No Ice
50.767 -38.597 -22.263 -2275.591 3972.628 0.455
No Ice
38.076 -38.597 -22.263 -2276.017 3967.454 0.455
No Ice
50.767 -22.722 -39.319 -4000.001 2335.446 -7.169
No Ice
38.076 -22.722 -39.319 -4000.426 2330.271 -7.169
1.2 Dead+1.0 Ice+1.0 Temp 149.620 -0.000 -0.000 -34.066 96.826 -0.000
1.2 Dead+1.0 Wind 0 deg+1.0
Ice+1.0 Temp
149.620 -0.000 -5.258 -578.962 96.826 -1.072
1.2 Dead+1.0 Wind 30 deg+1.0
Ice+1.0 Temp
149.620 2.484 -4.300 -483.905 -163.221 -1.031
1.2 Dead+1.0 Wind 60 deg+1.0
Ice+1.0 Temp
149.620 4.342 -2.505 -296.314 -357.976 -0.818
1.2 Dead+1.0 Wind 90 deg+1.0
Ice+1.0 Temp
149.620 4.968 0.000 -34.066 -423.268 -0.383
1.2 Dead+1.0 Wind 120
deg+1.0 Ice+1.0 Temp
149.620 4.557 2.629 238.382 -375.644 0.246
1.2 Dead+1.0 Wind 150
149.620 2.484 4.300 415.773 -163.222 0.757
1.2 Dead+1.0 Wind 180
149.620 0.000 5.010 490.430 96.825 0.998
1.2 Dead+1.0 Wind 210
149.620 -2.484 4.300 415.772 356.872 1.031
1.2 Dead+1.0 Wind 240
149.620 -4.557 2.629 238.381 569.294 0.872
1.2 Dead+1.0 Wind 270
149.620 -4.968 -0.000 -34.067 616.919 0.383
1.2 Dead+1.0 Wind 300
149.620 -4.342 -2.505 -296.315 551.628 -0.226
1.2 Dead+1.0 Wind 330
149.620 -2.484 -4.300 -483.905 356.873 -0.757
Dead+Wind 0 deg - Service 42.306 -0.000 -13.844 -1393.870 17.251 -3.557
Dead+Wind 30 deg - Service 42.306 6.454 -11.169 -1135.283 -640.263 -3.644
Dead+Wind 60 deg - Service 42.306 10.964 -6.324 -645.454 -1105.314 -3.408
Dead+Wind 90 deg - Service 42.306 12.909 0.000 1.421 -1297.778 -2.332
Dead+Wind 120 deg - Service 42.306 12.000 6.922 699.065 -1193.252 -0.123
Dead+Wind 150 deg - Service 42.306 6.454 11.169 1138.122 -640.266 2.036
Dead+Wind 180 deg - Service 42.306 0.000 12.648 1295.168 17.247 3.115
Dead+Wind 210 deg - Service 42.306 -6.454 11.169 1138.120 674.761 3.644
Dead+Wind 240 deg - Service 42.306 -12.000 6.922 699.061 1227.748 3.844
Dead+Wind 270 deg - Service 42.306 -12.909 -0.000 1.416 1332.277 2.332
Dead+Wind 300 deg - Service 42.306 -10.964 -6.324 -645.458 1139.815 0.129
Dead+Wind 330 deg - Service 42.306 -6.454 -11.169 -1135.285 674.765 -2.036

ttnnxxTToowweerr
Job
813618)
Page
24 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% ErrorPX
K
PY
K
PZ
K
PX
K
PY
K
PZ
K
1 0.000 -42.306 0.000 0.000 42.306 0.000 0.000%
2 -0.000 -50.767 -48.736 0.000 50.767 48.736 0.000%
3 -0.000 -38.076 -48.736 0.000 38.076 48.736 0.000%
4 22.722 -50.767 -39.319 -22.722 50.767 39.319 0.000%
5 22.722 -38.076 -39.319 -22.722 38.076 39.319 0.000%
6 38.597 -50.767 -22.263 -38.597 50.767 22.263 0.000%
7 38.597 -38.076 -22.263 -38.597 38.076 22.263 0.000%
8 45.444 -50.767 0.000 -45.444 50.767 -0.000 0.000%
9 45.444 -38.076 0.000 -45.444 38.076 -0.000 0.000%
10 42.244 -50.767 24.368 -42.244 50.767 -24.368 0.000%
11 42.244 -38.076 24.368 -42.244 38.076 -24.368 0.000%
12 22.722 -50.767 39.319 -22.722 50.767 -39.319 0.000%
13 22.722 -38.076 39.319 -22.722 38.076 -39.319 0.000%
14 0.000 -50.767 44.525 -0.000 50.767 -44.525 0.000%
15 0.000 -38.076 44.525 -0.000 38.076 -44.525 0.000%
16 -22.722 -50.767 39.319 22.722 50.767 -39.319 0.000%
17 -22.722 -38.076 39.319 22.722 38.076 -39.319 0.000%
18 -42.244 -50.767 24.368 42.244 50.767 -24.368 0.000%
19 -42.244 -38.076 24.368 42.244 38.076 -24.368 0.000%
20 -45.444 -50.767 -0.000 45.444 50.767 0.000 0.000%
21 -45.444 -38.076 -0.000 45.444 38.076 0.000 0.000%
22 -38.597 -50.767 -22.263 38.597 50.767 22.263 0.000%
23 -38.597 -38.076 -22.263 38.597 38.076 22.263 0.000%
24 -22.722 -50.767 -39.319 22.722 50.767 39.319 0.000%
25 -22.722 -38.076 -39.319 22.722 38.076 39.319 0.000%
26 0.000 -149.620 0.000 0.000 149.620 0.000 0.000%
27 -0.000 -149.620 -5.258 0.000 149.620 5.258 0.000%
28 2.484 -149.620 -4.300 -2.484 149.620 4.300 0.000%
29 4.342 -149.620 -2.505 -4.342 149.620 2.505 0.000%
30 4.968 -149.620 0.000 -4.968 149.620 -0.000 0.000%
31 4.557 -149.620 2.629 -4.557 149.620 -2.629 0.000%
32 2.484 -149.620 4.300 -2.484 149.620 -4.300 0.000%
33 0.000 -149.620 5.010 -0.000 149.620 -5.010 0.000%
34 -2.484 -149.620 4.300 2.484 149.620 -4.300 0.000%
35 -4.557 -149.620 2.629 4.557 149.620 -2.629 0.000%
36 -4.968 -149.620 -0.000 4.968 149.620 0.000 0.000%
37 -4.342 -149.620 -2.505 4.342 149.620 2.505 0.000%
38 -2.484 -149.620 -4.300 2.484 149.620 4.300 0.000%
39 -0.000 -42.306 -13.844 0.000 42.306 13.844 0.000%
40 6.454 -42.306 -11.169 -6.454 42.306 11.169 0.000%
41 10.964 -42.306 -6.324 -10.964 42.306 6.324 0.000%
42 12.909 -42.306 0.000 -12.909 42.306 -0.000 0.000%
43 12.000 -42.306 6.922 -12.000 42.306 -6.922 0.000%
44 6.454 -42.306 11.169 -6.454 42.306 -11.169 0.000%
45 0.000 -42.306 12.648 -0.000 42.306 -12.648 0.000%
46 -6.454 -42.306 11.169 6.454 42.306 -11.169 0.000%
47 -12.000 -42.306 6.922 12.000 42.306 -6.922 0.000%
48 -12.909 -42.306 -0.000 12.909 42.306 0.000 0.000%
49 -10.964 -42.306 -6.324 10.964 42.306 6.324 0.000%
50 -6.454 -42.306 -11.169 6.454 42.306 11.169 0.000%
Maximum Tower Deflections - Service Wind

ttnnxxTToowweerr
Job
813618)
Page
25 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 187.5 - 185 6.615 47 0.316 0.024
T2 185 - 180 6.450 47 0.316 0.024
T3 180 - 160 6.117 47 0.316 0.024
T4 160 - 140 4.790 47 0.306 0.023
T5 140 - 120 3.538 47 0.271 0.019
T6 120 - 100 2.503 47 0.219 0.015
T7 100 - 80 1.666 47 0.174 0.011
T8 80 - 60 1.034 47 0.129 0.008
T9 60 - 40 0.567 47 0.092 0.005
T10 40 - 20 0.252 47 0.060 0.003
T11 20 - 0 0.070 43 0.028 0.002
Critical Deflections and Radius of Curvature - Service Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
187'6'' 10' x 2-1/4'' Pipe Mount 47 6.615 0.316 0.024 154189
182' (2) 742-215 w/ Mount Pipe 47 6.251 0.316 0.024 170557
170' APXVSPP18-C-A20 w/ Mount Pipe 47 5.451 0.314 0.024 245526
156' X7C-FRO-840-VR4 47 4.529 0.301 0.022 52743
147' ERICSSON AIR 21 B2A B4P 47 3.957 0.286 0.020 24908
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
ft
Horz.
Deflection
in
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 187.5 - 185 23.135 18 1.106 0.085
T2 185 - 180 22.557 18 1.106 0.085
T3 180 - 160 21.394 18 1.106 0.084
T4 160 - 140 16.752 18 1.070 0.080
T5 140 - 120 12.371 18 0.946 0.066
T6 120 - 100 8.754 18 0.765 0.052
T7 100 - 80 5.829 18 0.608 0.040
T8 80 - 60 3.618 18 0.451 0.028
T9 60 - 40 1.986 18 0.320 0.018
T10 40 - 20 0.883 18 0.209 0.012
T11 20 - 0 0.245 10 0.097 0.006
Critical Deflections and Radius of Curvature - Design Wind
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
187'6'' 10' x 2-1/4'' Pipe Mount 18 23.135 1.106 0.085 44860
182' (2) 742-215 w/ Mount Pipe 18 21.860 1.106 0.084 49675
170' APXVSPP18-C-A20 w/ Mount Pipe 18 19.064 1.097 0.083 69998

ttnnxxTToowweerr
Job
813618)
Page
26 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Elevation
ft
Appurtenance Gov.
Load
Comb.
Deflection
in
Tilt
°
Twist
°
Radius of
Curvature
ft
156' X7C-FRO-840-VR4 18 15.837 1.052 0.078 15056
147' ERICSSON AIR 21 B2A B4P 18 13.837 0.999 0.072 7107
Bolt Design Data
Section
No.
Elevation
ft
Component
Type
Bolt
Grade
Bolt Size
in
Number
Of
Bolts
Maximum
Load per
Bolt
K
Allowable
Load
K
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 187.5 Diagonal A325X 0.625 1 0.221 11.014
0.020
1 Member Bearing
Top Girt A325X 0.625 1 0.100 7.495
0.013
1 Member Block
Shear
T2 185 Leg A325X 0.625 12 0.474 27.412
0.017
1 Bearing
Diagonal A325X 0.625 1 0.876 11.014
0.079
1 Member Bearing
Horizontal A325X 0.625 1 0.612 7.495
0.082
1 Member Block
Shear
T3 180 Leg A325X 0.625 12 3.042 27.412
0.111
1 Bearing
Diagonal A325X 0.625 1 4.782 11.014
0.434
1 Member Bearing
Horizontal A325X 0.625 1 2.508 7.495
0.335
1 Member Block
Shear
T4 160 Leg A325X 0.625 12 10.752 30.373
0.354
1 Bolt DS
Diagonal A325X 0.625 1 10.151 11.014
0.922
1 Member Bearing
Horizontal A325X 0.625 1 5.312 7.495
0.709
1 Member Block
Shear
T5 140 Leg A325X 0.625 16 13.520 30.373
0.445
1 Bolt DS
Diagonal A325X 0.625 1 6.238 12.713
0.491
1 Member Block
Shear
Horizontal A325X 0.625 1 3.936 7.495
0.525
1 Member Block
Shear
T6 120 Leg A325X 0.625 16 17.756 30.373
0.585
1 Bolt DS
Diagonal A325X 0.625 1 6.252 11.014
0.568
1 Member Bearing
Horizontal A325X 0.625 1 4.573 9.534
0.480
1 Member Block
Shear
T7 100 Leg A325X 0.625 14 23.424 30.373
0.771
1 Bolt DS
Diagonal A325X 0.750 1 10.012 15.909
0.629
1 Member Block
Shear
Horizontal A325X 0.750 1 5.173 9.404
0.550
1 Member Block
Shear
T8 80 Leg A325X 0.750 20 19.454 43.737
0.445
1 Bolt DS
Diagonal A325X 0.750 1 10.209 15.909
0.642
1 Member Block
Shear
Horizontal A325X 0.750 1 5.882 11.883
0.495
1 Member Block
Shear
T9 60 Leg A325X 0.750 20 22.539 43.737
0.515
1 Bolt DS
Diagonal A325X 0.750 1 10.976 21.868
0.502
1 Bolt Shear
Horizontal A325X 0.750 1 6.593 15.844
0.416
1 Member Block
Shear
T10 40 Leg A325X 0.750 22 23.236 43.737
0.531
1 Bolt DS

ttnnxxTToowweerr
Job
813618)
Page
27 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Component
Type
Bolt
Grade
Bolt Size
in
Number
Of
Bolts
Maximum
Load per
Bolt
K
Allowable
Load
K
Ratio
Load
Allowable
Allowable
Ratio
Criteria
Diagonal A325X 0.750 1 11.219 21.868
0.513
1 Bolt Shear
Horizontal A325X 0.750 1 7.223 16.087
0.449
1 Member Bearing
T11 20 Leg A325X 0.750 24 23.775 43.737
0.544
1 Bolt DS
Diagonal A325X 0.750 1 10.996 16.154
0.681
1 Member Bearing
Horizontal A325X 0.750 1 7.854 16.087
0.488
1 Member Bearing
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 V3 1/2x3 1/2x3/8 2'6'' 2'6'' 37.3
K=1.00
2.484 -0.468 89.047 0.005 1
T2 185 - 180 V3 1/2x3 1/2x3/8 5' 5' 74.6
K=1.00
2.484 -2.842 68.279 0.042 1
T3 180 - 160 V3 1/2x3 1/2x3/8 20' 5' 74.6
K=1.00
2.484 -18.253 68.279 0.267 1
T4 160 - 140 V4x4x1/2 20' 5' 65.4
K=1.00
3.750 -64.511 111.850 0.577 1
T5 140 - 120 V5x5x1/2 20'13/32
''
5'3/32'' 51.4
K=1.00
4.750 -108.158 157.278 0.688 1
T6 120 - 100 V5x5x5/8 20'13/32
''
5'3/32'' 52.1
K=1.00
5.859 -142.044 193.055 0.736 1
T7 100 - 80 V5x5x5/8 20'13/32
''
5'3/32'' 52.1
K=1.00
5.859 -163.967 193.055 0.849 1
T8 80 - 60 V6x6x5/8 20'13/32
''
5'3/32'' 42.8
K=1.00
7.109 -194.545 247.841 0.785 1
T9 60 - 40 V6x6x3/4 20'13/32
''
5'3/32'' 43.3
K=1.00
8.438 -225.386 293.320 0.768 1
T10 40 - 20 V6x6x3/4 20'13/32
''
5'3/32'' 43.3
K=1.00
8.438 -255.592 293.320 0.871 1
T11 20 - 0 V8x8x5/8 20'13/32
''
5'3/32'' 31.5
K=1.00
9.609 -285.303 353.303 0.808 1
1
P u / Pn controls
Diagonal Design Data (Compression)

ttnnxxTToowweerr
Job
813618)
Page
28 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 L2 1/2x2 1/2x3/16 6'6'' 6'2-3/4'' 151.0
K=1.00
0.902 -0.221 8.936 0.025 1
T2 185 - 180 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
116.0
K=1.04
1.090 -0.918 17.762 0.052 1
T3 180 - 160 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
116.0
K=1.04
1.090 -4.826 17.762 0.272 1
T4 160 - 140 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
116.0
K=1.04
1.090 -10.197 17.762 0.574 1
T5 140 - 120 L2 1/2x2 1/2x1/4 6'4-29/3
2''
6'1-21/3
2''
150.0
K=1.00
1.190 -6.170 11.943 0.517 1
T6 120 - 100 L3x3x3/16 7'1'' 6'9-3/4'' 137.2
K=1.00
1.090 -6.329 13.087 0.484 1
T7 100 - 80 L3x3x1/4 11'8-1/8'
'
11'4-5/8'
'
146.9
K=1.00
1.440 -10.329 15.072 0.685 1
T8 80 - 60 L3x3x1/4 12'2-3/4'
'
11'11-7/
32''
154.0
K=1.00
1.440 -10.720 13.714 0.782 1
T9 60 - 40 L3x3x3/8 12'10'' 12'6-1/2'
'
164.9
K=1.00
2.110 -10.976 17.541 0.626 1
T10 40 - 20 L3x3x3/8 13'5-27/
32''
13'2-3/8'
'
173.4
K=1.00
2.110 -11.219 15.845 0.708 1
T11 20 - 0 L3 1/2x3 1/2x1/4 14'2-7/3
2''
13'10-23
/32''
152.9
K=1.00
1.690 -11.419 16.322 0.700 1
1
Horizontal Design Data (Compression)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T2 185 - 180 L2x2x3/16 6' 4'4-3/8'' 102.4
K=1.21
0.715 -0.632 13.333 0.047 1
T3 180 - 160 L2x2x3/16 6' 4'4-3/8'' 102.4
K=1.21
0.715 -2.508 13.333 0.188 1
T4 160 - 140 L2x2x3/16 6' 4'4-3/8'' 102.4
K=1.21
0.715 -5.312 13.333 0.398 1
T5 140 - 120 L2x2x3/16 7'6-5/32'
'
5'5-31/3
2''
113.5
K=1.06
0.715 -3.936 11.762 0.335 1
T6 120 - 100 L2 1/2x2 1/2x3/16 9'6-5/16'
'
7'1/8'' 114.1
K=1.05
0.902 -4.573 14.733 0.310 1
T7 100 - 80 L2 1/2x2 1/2x3/16 11'15/32
''
5'4-1/2'' 130.3
K=1.00
0.902 -5.173 11.961 0.432 1
T8 80 - 60 L3x3x3/16 13'21/32
''
6'4-19/3
2''
128.5
K=1.00
1.090 -5.882 14.916 0.394 1
T9 60 - 40 L3x3x1/4 15'27/32
''
7'4-21/3
2''
149.8
K=1.00
1.440 -6.593 14.500 0.455 1
T10 40 - 20 L3 1/2x3 1/2x1/4 17'1-1/3
2''
8'4-3/4'' 145.2
K=1.00
1.690 -7.223 18.110 0.399 1
T11 20 - 0 L3 1/2x3 1/2x1/4 19'1-7/3
2''
9'4-7/8'' 162.6
K=1.00
1.690 -7.879 14.437 0.546 1

ttnnxxTToowweerr
Job
813618)
Page
29 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
1
Top Girt Design Data (Compression)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 L2x2x3/16 6' 5'8-3/4'' 174.5
K=1.00
0.715 -0.108 5.305 0.020 1
1
Redundant Horizontal (1) Design Data (Compression)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T7 100 - 80 L2x2x3/16 2'9-1/8'' 2'9-1/8'' 102.0
K=1.21
0.715 -2.845 13.392 0.212 1
T8 80 - 60 L2 1/2x2 1/2x3/16 3'3-5/32'
'
3'3-5/32'
'
99.6
K=1.26
0.902 -3.376 17.343 0.195 1
T9 60 - 40 L2 1/2x2 1/2x3/16 3'9-7/32'
'
3'9-7/32'
'
105.7
K=1.16
0.902 -3.911 16.236 0.241 1
T10 40 - 20 L2 1/2x2 1/2x3/16 4'3-1/4'' 4'3-1/4'' 111.8
K=1.08
0.902 -4.435 15.139 0.293 1
T11 20 - 0 L2 1/2x2 1/2x3/16 4'9-5/16'
'
4'9-5/16'
'
117.9
K=1.02
0.902 -4.950 14.062 0.352 1
1
Redundant Diagonal (1) Design Data (Compression)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T7 100 - 80 L2x2x3/16 5'5-27/3
2''
5'5-27/3
2''
167.1
K=1.00
0.715 -3.113 5.783 0.538 1
T8 80 - 60 L2 1/2x2 1/2x3/16 5'8-9/16'
'
5'8-9/16'
'
138.5
K=1.00
0.902 -3.202 10.624 0.301 1
T9 60 - 40 L2 1/2x2 1/2x3/16 6'1-3/8'' 6'1-3/8'' 148.2
K=1.00
0.902 -3.174 9.276 0.342 1

ttnnxxTToowweerr
Job
813618)
Page
30 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T10 40 - 20 L2 1/2x2 1/2x3/16 6'5'' 6'5'' 155.6
K=1.00
0.902 -3.332 8.420 0.396 1
T11 20 - 0 L2 1/2x2 1/2x3/16 6'8-15/1
6''
6'8-15/1
6''
163.5
K=1.00
0.902 -3.496 7.623 0.459 1
1
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 V3 1/2x3 1/2x3/8 2'6'' 2'6'' 26.9 2.484 0.092 97.289 0.001 1
T2 185 - 180 V3 1/2x3 1/2x3/8 5' 5' 53.8 1.922 0.079 94.076 0.001 1
T3 180 - 160 V3 1/2x3 1/2x3/8 20' 5' 53.8 1.922 13.216 94.076 0.140 1
T4 160 - 140 V4x4x1/2 20' 5' 48.2 3.750 53.206 146.851 0.362 1
T5 140 - 120 V5x5x1/2 20'13/32
''
5'3/32'' 39.2 4.750 92.317 186.011 0.496 1
T6 120 - 100 V5x5x5/8 20'13/32
''
5'3/32'' 39.3 5.859 121.578 229.454 0.530 1
T7 100 - 80 V5x5x5/8 20'13/32
''
5'3/32'' 39.3 5.859 140.031 229.454 0.610 1
T8 80 - 60 V6x6x5/8 20'13/32
''
5'3/32'' 33.1 7.109 165.477 278.405 0.594 1
T9 60 - 40 V6x6x3/4 20'13/32
''
5'3/32'' 33.2 8.438 190.424 330.414 0.576 1
T10 40 - 20 V6x6x3/4 20'13/32
''
5'3/32'' 33.2 8.438 214.409 330.414 0.649 1
T11 20 - 0 V8x8x5/8 20'13/32
''
5'3/32'' 25.1 9.609 237.639 376.305 0.632 1
1
Diagonal Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 L2 1/2x2 1/2x3/16 6'6'' 6'2-3/4'' 100.3 0.571 0.221 27.952 0.008 1

ttnnxxTToowweerr
Job
813618)
Page
31 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T2 185 - 180 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
74.5 0.712 0.876 34.854 0.025 1
T3 180 - 160 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
74.5 0.712 4.782 34.854 0.137 1
T4 160 - 140 L3x3x3/16 5'9-31/3
2''
5'6-23/3
2''
74.5 0.712 10.151 34.854 0.291 1
T5 140 - 120 L2 1/2x2 1/2x1/4 5'11-19/
32''
5'8-11/3
2''
93.1 0.752 6.238 32.707 0.191 1
T6 120 - 100 L3x3x3/16 7'1'' 6'9-3/4'' 90.5 0.712 6.252 34.854 0.179 1
T7 100 - 80 L3x3x1/4 11'8-1/8'
'
11'4-5/8'
'
150.7 0.916 10.012 44.835 0.223 1
T8 80 - 60 L3x3x1/4 12'2-3/4'
'
11'11-7/
32''
157.8 0.916 10.209 44.835 0.228 1
T9 60 - 40 L3x3x3/8 12'10'' 12'6-1/2'
'
168.7 1.336 10.528 65.417 0.161 1
T10 40 - 20 L3x3x3/8 13'5-27/
32''
13'2-3/8'
'
177.3 1.336 10.741 65.417 0.164 1
T11 20 - 0 L3 1/2x3 1/2x1/4 14'2-7/3
2''
13'10-23
/32''
156.2 1.103 10.996 54.014 0.204 1
1
Horizontal Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T2 185 - 180 L2x2x3/16 6' 4'4-3/8'' 87.5 0.431 0.612 18.739 0.033 1
T3 180 - 160 L2x2x3/16 6' 4'4-3/8'' 87.5 0.431 2.508 18.739 0.134 1
T4 160 - 140 L2x2x3/16 6' 4'4-3/8'' 87.5 0.431 5.312 18.739 0.283 1
T5 140 - 120 L2x2x3/16 7'6-5/32'
'
5'5-31/3
2''
109.6 0.431 3.936 18.739 0.210 1
T6 120 - 100 L2 1/2x2 1/2x3/16 9'6-5/16'
'
7'1/8'' 110.2 0.571 4.573 24.840 0.184 1
T7 100 - 80 L2 1/2x2 1/2x3/16 11'15/32
''
5'4-1/2'' 127.7 0.553 5.173 24.075 0.215 1
T8 80 - 60 L3x3x3/16 13'21/32
''
6'4-19/3
2''
125.1 0.694 5.882 33.855 0.174 1
T9 60 - 40 L3x3x1/4 15'27/32
''
7'4-21/3
2''
145.8 0.916 6.593 44.652 0.148 1
T10 40 - 20 L3 1/2x3 1/2x1/4 17'1-1/3
2''
8'4-3/4'' 141.1 1.103 7.223 53.793 0.134 1
T11 20 - 0 L3 1/2x3 1/2x1/4 19'1-7/3
2''
9'4-7/8'' 157.7 1.103 7.854 53.793 0.146 1

ttnnxxTToowweerr
Job
813618)
Page
32 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
1
Top Girt Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T1 187.5 - 185 L2x2x3/16 6' 5'8-3/4'' 116.7 0.431 0.100 18.739 0.005 1
1
Redundant Horizontal (1) Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T7 100 - 80 L2x2x3/16 2'9-1/8'' 2'9-1/8'' 53.7 0.715 2.845 23.166 0.123 1
T8 80 - 60 L2 1/2x2 1/2x3/16 3'3-5/32'
'
3'3-5/32'
'
50.3 0.902 3.376 29.225 0.116 1
T9 60 - 40 L2 1/2x2 1/2x3/16 3'9-7/32'
'
3'9-7/32'
'
58.1 0.902 3.911 29.225 0.134 1
T10 40 - 20 L2 1/2x2 1/2x3/16 4'3-1/4'' 4'3-1/4'' 65.9 0.902 4.435 29.225 0.152 1
T11 20 - 0 L2 1/2x2 1/2x3/16 4'9-5/16'
'
4'9-5/16'
'
73.7 0.902 4.950 29.225 0.169 1
1
Redundant Diagonal (1) Design Data (Tension)
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T7 100 - 80 L2x2x3/16 5'5-27/3
2''
5'5-27/3
2''
106.7 0.715 3.113 23.166 0.134 1
T8 80 - 60 L2 1/2x2 1/2x3/16 5'8-9/16'
'
5'8-9/16'
'
88.1 0.902 3.202 29.225 0.110 1
T9 60 - 40 L2 1/2x2 1/2x3/16 5'11-11/
16''
5'11-11/
16''
92.1 0.902 3.322 29.225 0.114 1
T10 40 - 20 L2 1/2x2 1/2x3/16 6'3-5/32'
'
6'3-5/32'
'
96.6 0.902 3.455 29.225 0.118 1

ttnnxxTToowweerr
Job
813618)
Page
33 of 34
B+T Group
Project Date
13:23:26 11/11/15
Tulsa, OK 74119
Phone: (918) 587-4630
FAX: (918) 295-0265
Client
Crown Castle
Designed by
M. Eltarhoni
Section
No.
Elevation
ft
Size L
ft
Lu
ft
Kl/r A
in2
Pu
K
Pn
K
Ratio
Pu
Pn
T11 20 - 0 L2 1/2x2 1/2x3/16 6'6-15/1
6''
6'6-15/1
6''
101.5 0.902 3.599 29.225 0.123 1
1
Section Capacity Table
Section
No.
Elevation
ft
Component
Type
Size Critical
Element
P
K
øPallow
K
%
Capacity
Pass
Fail
T1 187.5 - 185 Leg V3 1/2x3 1/2x3/8 3 -0.468 89.047 0.5 Pass
T2 185 - 180 Leg V3 1/2x3 1/2x3/8 12 -2.842 68.279 4.2 Pass
T3 180 - 160 Leg V3 1/2x3 1/2x3/8 22 -18.253 68.279 26.7 Pass
T4 160 - 140 Leg V4x4x1/2 61 -64.511 111.850 57.7 Pass
T5 140 - 120 Leg V5x5x1/2 100 -108.158 157.278 68.8 Pass
T6 120 - 100 Leg V5x5x5/8 139 -142.044 193.055 73.6 Pass
T7 100 - 80 Leg V5x5x5/8 178 -163.967 193.055 84.9 Pass
T8 80 - 60 Leg V6x6x5/8 223 -194.545 247.841 78.5 Pass
T9 60 - 40 Leg V6x6x3/4 268 -225.386 293.320 76.8 Pass
T10 40 - 20 Leg V6x6x3/4 313 -255.592 293.320 87.1 Pass
T11 20 - 0 Leg V8x8x5/8 358 -285.303 353.303 80.8 Pass
T1 187.5 - 185 Diagonal L2 1/2x2 1/2x3/16 7 -0.221 8.936 2.5 Pass
T2 185 - 180 Diagonal L3x3x3/16 21 -0.918 17.762 5.2
7.9 (b)
Pass
T3 180 - 160 Diagonal L3x3x3/16 33 -4.826 17.762 27.2
43.4 (b)
Pass
T4 160 - 140 Diagonal L3x3x3/16 72 -10.197 17.762 57.4
92.2 (b)
Pass
T6 120 - 100 Diagonal L3x3x3/16 149 -6.329 13.087 48.4
56.8 (b)
Pass
T2 185 - 180 Horizontal L2x2x3/16 16 -0.632 13.333 4.7
8.2 (b)
Pass
T3 180 - 160 Horizontal L2x2x3/16 31 -2.508 13.333 18.8
33.5 (b)
Pass
T4 160 - 140 Horizontal L2x2x3/16 70 -5.312 13.333 39.8
70.9 (b)
Pass
T5 140 - 120 Horizontal L2x2x3/16 109 -3.936 11.762 33.5
52.5 (b)
Pass
T6 120 - 100 Horizontal L2 1/2x2 1/2x3/16 148 -4.573 14.733 31.0
48.0 (b)
Pass
T7 100 - 80 Horizontal L2 1/2x2 1/2x3/16 195 -5.173 11.961 43.2
55.0 (b)
Pass
T8 80 - 60 Horizontal L3x3x3/16 240 -5.882 14.916 39.4
49.5 (b)
Pass
T9 60 - 40 Horizontal L3x3x1/4 285 -6.593 14.500 45.5 Pass
T10 40 - 20 Horizontal L3 1/2x3 1/2x1/4 330 -7.223 18.110 39.9
44.9 (b)
Pass
T11 20 - 0 Horizontal L3 1/2x3 1/2x1/4 375 -7.879 14.437 54.6 Pass
T1 187.5 - 185 Top Girt L2x2x3/16 4 -0.108 5.305 2.0 Pass

BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15

BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15

Recommended

Recommended

More Related Content

What's hot

What's hot (11)

Similar to BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15

Similar to BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15 (20)

BU813618 Two Notch- Amin091-006_Verizon Wireless 91580_SA85770_004_01_11.11.15