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 [email protected]

Subject: Structural Analysis Report

Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: 91580Carrier Site Name: CUSHMAN

Crown Castle Designation: Crown Castle BU Number: 813618Crown Castle Site Name: Two Notch - Amin 091-006 Crown Castle JDE Job Number: 354526Crown Castle Work Order Number: 1150735Crown 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



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



Feed Line Size (in)

Note

182.0

183.0

3 Andrew SBNHH-1D65C

-- -- 2 6 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

-- -- 3 6 Antel LPA-80063/8CF

156.0

6 Ericsson RRUS-12 1600MHz

1 Raycap RRFDC-3315-PF-48 -- -- 1

1 -- Sector Mount [SM 402-3]

147.0 150.0 3 Ericsson AIR 32 B4A/B2P 1 1-5/8 2



Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas



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

1 -- Sector Mount [SM 402-3] 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



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.



4) ANALYSIS RESULTS

Table 5 - Section Capacity (Summary)

Section No. Elevation (ft) Component Type Size Critical

ElementP (K) SF*P_allow

(K) %

CapacityPass / 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




T11 20 - 0 Diagonal L3 1/2x3 1/2x1/4 376 -11.419 16.322 70.0 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


Bracing L2 1/2x2 1/2x3/16 245 -3.376 17.343 19.5 Pass


Bracing L2 1/2x2 1/2x3/16 273 -3.911 16.236 24.1 Pass



Section No. Elevation (ft) Component Type Size Critical

ElementP (K) SF*P_allow

(K) %

CapacityPass / Fail


Bracing L2 1/2x2 1/2x3/16 318 -4.435 15.139 29.3 Pass


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


Bracing L2 1/2x2 1/2x3/16 250 -3.202 10.624 30.1 Pass


Bracing L2 1/2x2 1/2x3/16 291 -3.174 9.276 34.2 Pass


Bracing L2 1/2x2 1/2x3/16 319 -3.332 8.420 39.6 Pass


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.

APPENDIX A

TNXTOWER OUTPUT

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:\Projects\Crown Castle\85000\85770_813618_Two Notch\Engineering\tnxTower\85770_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 WINDTORQUE 14 kip-ft

49 KSHEAR

4937 kip-ftMOMENT

51 KAXIAL

30 mph WIND - 0.750 in ICETORQUE 1 kip-ft

5 KSHEAR

626 kip-ftMOMENT

150 KAXIAL

SHEAR: 25 KUPLIFT: -250 K

SHEAR: 30 KDOWN: 300 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

S

ect

ion

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

T11

L

eg

sV

3 1

/2x3

1/2

x3/8

V4

x4x1

/2V

5x5

x1/2

V5

x5x5

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6x6

x5/8

V6

x6x3

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8x8

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3x3

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L3

x3x1

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2x2

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ft)

68

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31

0.0

31

31

2.0

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91

4.0

62

51

6.0

78

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(ft

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@ 5

10

@ 1

0

W

eig

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(K)

0.2

0.3

1.3

1.5

1.9

2.2

2.4

2.9

3.8

4.0

4.2

24

.7

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 SBNHH-1D65C w/ Mount Pipe (R) 182 SBNHH-1D65C w/ Mount Pipe (R) 182 RRUS A2 MODULE (R) 182 RRUS A2 MODULE (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 APXVSPP18-C-A20 w/ Mount Pipe (E) 170 APXVSPP18-C-A20 w/ Mount Pipe (E) 170 800MHz 2X50W RRH W/FILTER (E) 170 800MHz 2X50W RRH W/FILTER (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 WBX045T19X000 w/ Mount Pipe (P) 156 WBX045T19X000 w/ Mount Pipe (P) 156 HH45A-2XB1 w/ Mount Pipe (P) 156 HH45A-2XB1 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 ERICSSON AIR 21 B2A B4P (E) 147 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)

147DESIGNED APPURTENANCE LOADINGTYPE 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


147

SYMBOL LISTMARK MARKSIZE SIZE

A L2 1/2x2 1/2x3/16

B L2x2x3/16

C N.A.

D 1 @ 2.5

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

300W 44 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. 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%




Project:




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 WINDTORQUE 14 kip-ft

49 KSHEAR

4937 kip-ftMOMENT

51 KAXIAL

30 mph WIND - 0.750 in ICETORQUE 1 kip-ft

5 KSHEAR

626 kip-ftMOMENT

150 KAXIAL

SHEAR: 25 KUPLIFT: -250 K

SHEAR: 30 KDOWN: 300 K

MAX. CORNER REACTIONS AT BASE:

ARE FACTOREDALL REACTIONS

S

ect

ion

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

T11

L

eg

sV

3 1

/2x3

1/2

x3/8

V4

x4x1

/2V

5x5

x1/2

V5

x5x5

/8V

6x6

x5/8

V6

x6x3

/4V

8x8

x5/8

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2x2

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2x2

x3/1

6L

2 1

/2x2

1/2

x3/1

6

F

ace

Wid

th (

ft)

68

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56

31

0.0

31

31

2.0

46

91

4.0

62

51

6.0

78

11

8.0

93

82

0.1

09

4

#

Pa

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ls @

(ft

)D

17

@ 5

10

@ 1

0

W

eig

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(K)

0.2

0.3

1.3

1.5

1.9

2.2

2.4

2.9

3.8

4.0

4.2

24

.7

SYMBOL LISTMARK MARKSIZE SIZE

A L2 1/2x2 1/2x3/16

B L2x2x3/16

C N.A.

D 1 @ 2.5

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

300W 44 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. 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%




Project:




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

'1

7'4

-31

/32

"

5'9

-21

/32

"1

1'7

-5/1

6"

Plot PlanTotal Area - 0.06 Acres




Project:




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'

Ele

vati

on

(ft

)




Project:




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'

Ele

vati

on

(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




Project:




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'

Ele

vati

on

(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'




Project:




Dwg No. E-7

Feed Line Distribution Chart0' - 187'6"

Round Flat App In Face App Out Face Truss Leg

Face A185'

180'

160'

140'

120'

100'

80'

60'

40'

20'

0'

187'6"

Ele

vati

on

(ft

)

(16

) L

CF

15

8-5

0JL

( 1

5/8

") (

E)

LD

F2

-50

(3/8

) (E

-as

pe

r p

ho

to)

(2)

PW

RT

-60

8-S

( 1

3/1

6)

(E)

FB

-L9

8B

-00

2-7

50

00

( 3

/8)

(E-a

s p

er

ph

oto

)

Fe

ed

line

La

dd

er

(Af)

(E

)

(10

) L

DF

7-5

0A

(1-5

/8)

(9E

+1

R)

(3)

97

76

(5/8

) (E

)

Fe

ed

line

La

dd

er

(Af)

(E

)

Face B

182'182'182'182'182'

170'170'

156'156'

147'147'147'

Th

in F

lat

Ba

r C

limb

ing

La

dd

er

(E)

Sa

fety

Lin

e 3

/8 (

E)

(13

) L

CF

15

8-5

0JA

-A0

(1 5

/8")

(E

)

Fe

ed

line

La

dd

er

(Af)

(E

)

Face C185'

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)

HB

11

4-1

-08

13

U4

-M5

J( 1

1/4

") (

E)

Fe

ed

line

La

dd

er

(Af)

(E

)

ttnnxxTToowweerr Job

85770.004.01 - TWO NOTCH - AMIN 091-006, SC (BU# 813618)

Page

1 of 34


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



Page

2 of 34


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 B Leg C

Leg A

Face

A Face B

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 T3 180'-160' 5' K Brace Down No Yes 0.000 0.000 T4 160'-140' 5' K Brace Down No Yes 0.000 0.000



Page

3 of 34


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

T5 140'-120' 5' K Brace Down No Yes 0.000 0.000 T6 120'-100' 5' K Brace Down No Yes 0.000 0.000 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)


T4 160'-140' 60 Angle V4x4x1/2 300W (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)


T7 100'-80' 60 Angle V5x5x5/8 300W (44 ksi)


T8 80'-60' 60 Angle V6x6x5/8 300W (44 ksi)


T9 60'-40' 60 Angle V6x6x3/4 300W (44 ksi)


T10 40'-20' 60 Angle V6x6x3/4 300W (44 ksi)


T11 20'-0' 60 Angle V8x8x5/8 300W (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)




Page

4 of 34


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)





















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)



L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16

1 1

T9 60'-40' A36 (36 ksi)



L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16

1 1

T10 40'-20' A36 (36 ksi)



L2 1/2x2 1/2x3/16 L2 1/2x2 1/2x3/16

1 1

T11 20'-0' A36 (36 ksi)



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. FactorAf

Adjust. Factor

Ar

Weight Mult.

Double Angle Stitch Bolt Spacing

Diagonals in


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



Page

5 of 34


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. FactorAf

Adjust. Factor

Ar

Weight Mult.


Diagonals in


Horizontals in

(36 ksi) T4 160'-140' 0.000 0.000 A36

(36 ksi) 1 1 1.05 Mid-Pt Mid-Pt

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

1Note: 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.




Page

6 of 34


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 WidthDeduct

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 Sizein

No. Bolt Sizein

No. Bolt Sizein

No. Bolt Size in

No. Bolt Sizein

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



Page

7 of 34


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

*$$* HB114-1-0813U4-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


(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


(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


(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 *$$*



Page

8 of 34


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



Page

9 of 34


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


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



Page

10 of 34


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



Ka No Ice

Ka Ice

182.00T2 5 LDF2-50(3/8) 180.00 -

182.000.6000 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


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


0.6000 0.5610

T3 10 HB114-1-0813U4-M5J( 1 1/4")

160.00 -170.00

0.6000 0.5610


0.6000 0.5610


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


0.6000 0.5559

T4 10 HB114-1-0813U4-M5J( 1 1/4")

140.00 -160.00

0.6000 0.5559


0.6000 0.5559

T4 13 LCF158-50JA-A0(1 5/8") 140.00 -156.00

0.6000 0.5559


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


0.6000 0.5559


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



Page

11 of 34


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



Ka No Ice

Ka Ice

140.00T5 6 PWRT-608-S( 13/16) 120.00 -

140.000.6000 0.5949

T5 7 FB-L98B-002-75000( 3/8) 120.00 -140.00

0.6000 0.5949


0.6000 0.5949

T5 10 HB114-1-0813U4-M5J( 1 1/4")

120.00 -140.00

0.6000 0.5949


0.6000 0.5949

T5 13 LCF158-50JA-A0(1 5/8") 120.00 -140.00

0.6000 0.5949


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


0.6000 0.5949


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


0.6000 0.6000

T6 10 HB114-1-0813U4-M5J( 1 1/4")

100.00 -120.00

0.6000 0.6000


0.6000 0.6000

T6 13 LCF158-50JA-A0(1 5/8") 100.00 -120.00

0.6000 0.6000


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


0.6000 0.6000


80.00 - 100.00 0.6000 0.6000

T7 2 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000T7 4 LCF158-50JL( 1 5/8") 80.00 - 100.00 0.6000 0.6000T7 5 LDF2-50(3/8) 80.00 - 100.00 0.6000 0.6000T7 6 PWRT-608-S( 13/16) 80.00 - 100.00 0.6000 0.6000T7 7 FB-L98B-002-75000( 3/8) 80.00 - 100.00 0.6000 0.6000T7 8 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000T7 10 HB114-1-0813U4-M5J( 1

1/4") 80.00 - 100.00 0.6000 0.6000

T7 11 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000T7 13 LCF158-50JA-A0(1 5/8") 80.00 - 100.00 0.6000 0.6000T7 14 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000



Page

12 of 34


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



Ka No Ice

Ka Ice

T7 16 LDF7-50A(1-5/8) 80.00 - 100.00 0.6000 0.6000T7 17 9776(5/8) 80.00 - 100.00 0.6000 0.6000T7 19 Feedline Ladder (Af) 80.00 - 100.00 0.6000 0.6000T8 1 Thin Flat Bar Climbing

Ladder 60.00 - 80.00 0.6000 0.6000


1/4") 60.00 - 80.00 0.6000 0.6000

T8 11 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000T8 13 LCF158-50JA-A0(1 5/8") 60.00 - 80.00 0.6000 0.6000T8 14 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000T8 16 LDF7-50A(1-5/8) 60.00 - 80.00 0.6000 0.6000T8 17 9776(5/8) 60.00 - 80.00 0.6000 0.6000T8 19 Feedline Ladder (Af) 60.00 - 80.00 0.6000 0.6000T9 1 Thin Flat Bar Climbing

Ladder 40.00 - 60.00 0.6000 0.6000


1/4") 40.00 - 60.00 0.6000 0.6000

T9 11 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000T9 13 LCF158-50JA-A0(1 5/8") 40.00 - 60.00 0.6000 0.6000T9 14 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000T9 16 LDF7-50A(1-5/8) 40.00 - 60.00 0.6000 0.6000T9 17 9776(5/8) 40.00 - 60.00 0.6000 0.6000T9 19 Feedline Ladder (Af) 40.00 - 60.00 0.6000 0.6000


20.00 - 40.00 0.6000 0.6000


1/4") 20.00 - 40.00 0.6000 0.6000

T10 11 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000T10 13 LCF158-50JA-A0(1 5/8") 20.00 - 40.00 0.6000 0.6000T10 14 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000T10 16 LDF7-50A(1-5/8) 20.00 - 40.00 0.6000 0.6000T10 17 9776(5/8) 20.00 - 40.00 0.6000 0.6000T10 19 Feedline Ladder (Af) 20.00 - 40.00 0.6000 0.6000T11 1 Thin Flat Bar Climbing

Ladder 0.00 - 20.00 0.6000 0.6000


1/4") 0.00 - 20.00 0.6000 0.6000

T11 11 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000



Page

13 of 34


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



Ka No Ice

Ka Ice

T11 13 LCF158-50JA-A0(1 5/8") 0.00 - 20.00 0.6000 0.6000T11 14 Feedline Ladder (Af) 0.00 - 20.00 0.6000 0.6000T11 16 LDF7-50A(1-5/8) 0.00 - 20.00 0.6000 0.6000T11 17 9776(5/8) 0.00 - 20.00 0.6000 0.6000T11 19 Feedline Ladder (Af) 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' Ice

11.588 12.306 13.035

9.793 11.311 12.854

0.099 0.188 0.287


B From Leg 4.000 0' 1'

0.000 182' No Ice 1/2'' Ice1'' Ice

11.588 12.306 13.035

9.793 11.311 12.854

0.099 0.188 0.287



Page

14 of 34


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


C From Leg 4.000 0' 1'

0.000 182' No Ice 1/2'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' Ice

2.401 2.613 2.833

2.254 2.460 2.675

0.064 0.086 0.111


(E)

B From Leg 4.000 0' 0'

0.000 170' No Ice 1/2'' Ice1'' Ice

2.401 2.613 2.833

2.254 2.460 2.675

0.064 0.086 0.111


(E)

C From Leg 4.000 0' 0'

0.000 170' No Ice 1/2'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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



Page

15 of 34


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'' Ice1'' Ice

2.709 2.948 3.195

2.611 2.847 3.092

0.060 0.083 0.110

Sector Mount [SM 1303-3] (E)


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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' Ice

8.175 8.680 9.199

0.994 1.275 1.577

0.046 0.089 0.138


B From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' Ice

8.175 8.680 9.199

0.994 1.275 1.577

0.046 0.089 0.138


C From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' 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'' Ice1'' Ice

8.062 8.562 9.067

3.734 4.392 5.038

0.051 0.104 0.162


B From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' Ice

8.062 8.562 9.067

3.734 4.392 5.038

0.051 0.104 0.162


C From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' 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'' Ice1'' Ice

3.667 3.924 4.189

2.141 2.347 2.563

0.072 0.099 0.130


B From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' Ice

3.667 3.924 4.189

2.141 2.347 2.563

0.072 0.099 0.130


C From Leg 4.000 0' 3'

0.000 156' No Ice 1/2'' Ice1'' 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



Page

16 of 34


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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' 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'' Ice1'' Ice

7.099 7.553 8.017

4.787 5.215 5.651

0.106 0.152 0.203



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 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice



Page

17 of 34


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

13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 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 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 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 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



Page

18 of 34


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 Diagonal Max Tension 17 0.876 0.000 0.000 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 Diagonal Max Tension 5 4.782 0.000 0.000 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 Horizontal Max Tension 4 2.508 0.006 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 Diagonal Max Tension 17 10.151 0.000 0.000 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 Horizontal Max Tension 16 5.312 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 Diagonal Max Tension 5 6.238 0.000 0.000 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 Horizontal Max Tension 16 3.936 0.000 0.000 Max. Compression 18 -3.963 0.000 0.000



Page

19 of 34


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 Diagonal Max Tension 5 6.252 0.000 0.000 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 Horizontal Max Tension 16 4.573 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 Horizontal Max Tension 16 5.173 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


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 Diagonal Max Tension 5 10.209 0.093 -0.004



Page

20 of 34


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 Horizontal Max Tension 16 5.882 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




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 Diagonal Max Tension 5 10.528 0.117 -0.005 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 Horizontal Max Tension 16 6.593 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





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



Page

21 of 34


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 Diagonal Max Tension 5 10.741 0.115 -0.006 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 Horizontal Max Tension 16 7.223 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


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


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 Diagonal Max Tension 5 10.996 0.089 -0.006 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 Horizontal Max Tension 16 7.854 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







Page

22 of 34


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 0.0001.2 Dead+1.6 Wind 0 deg - No Ice

50.767 -0.000 -48.736 -4910.334 20.707 -12.523

0.9 Dead+1.6 Wind 0 deg - No Ice

38.076 -0.000 -48.736 -4910.760 15.532 -12.523


50.767 22.722 -39.319 -3999.993 -2294.035 -12.829


38.076 22.722 -39.319 -4000.419 -2299.210 -12.829


50.767 38.597 -22.263 -2275.578 -3931.223 -11.997


38.076 38.597 -22.263 -2276.004 -3936.397 -11.997


50.767 45.444 0.000 1.710 -4608.782 -8.210


38.076 45.444 0.000 1.284 -4613.957 -8.210


50.767 42.244 24.368 2457.727 -4240.802 -0.433


38.076 42.244 24.368 2457.301 -4245.977 -0.433


50.767 22.722 39.319 4003.405 -2294.048 7.169


38.076 22.722 39.319 4002.979 -2299.223 7.169


50.767 0.000 44.525 4556.275 20.691 10.965



Page

23 of 34


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 0.9 Dead+1.6 Wind 180 deg - No Ice

38.076 0.000 44.525 4555.850 15.517 10.965


50.767 -22.722 39.319 4003.397 2335.433 12.829


38.076 -22.722 39.319 4002.972 2330.258 12.829


50.767 -42.244 24.368 2457.714 4282.193 13.533


38.076 -42.244 24.368 2457.288 4277.018 13.533


50.767 -45.444 -0.000 1.695 4650.180 8.210


38.076 -45.444 -0.000 1.269 4645.006 8.210


50.767 -38.597 -22.263 -2275.591 3972.628 0.455


38.076 -38.597 -22.263 -2276.017 3967.454 0.455


50.767 -22.722 -39.319 -4000.001 2335.446 -7.169


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 -0.0001.2 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


149.620 4.342 -2.505 -296.314 -357.976 -0.818


149.620 4.968 0.000 -34.066 -423.268 -0.383


149.620 4.557 2.629 238.382 -375.644 0.246


149.620 2.484 4.300 415.773 -163.222 0.757


149.620 0.000 5.010 490.430 96.825 0.998


149.620 -2.484 4.300 415.772 356.872 1.031


149.620 -4.557 2.629 238.381 569.294 0.872


149.620 -4.968 -0.000 -34.067 616.919 0.383


149.620 -4.342 -2.505 -296.315 551.628 -0.226


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 -3.557Dead+Wind 30 deg - Service 42.306 6.454 -11.169 -1135.283 -640.263 -3.644Dead+Wind 60 deg - Service 42.306 10.964 -6.324 -645.454 -1105.314 -3.408Dead+Wind 90 deg - Service 42.306 12.909 0.000 1.421 -1297.778 -2.332Dead+Wind 120 deg - Service 42.306 12.000 6.922 699.065 -1193.252 -0.123Dead+Wind 150 deg - Service 42.306 6.454 11.169 1138.122 -640.266 2.036Dead+Wind 180 deg - Service 42.306 0.000 12.648 1295.168 17.247 3.115Dead+Wind 210 deg - Service 42.306 -6.454 11.169 1138.120 674.761 3.644Dead+Wind 240 deg - Service 42.306 -12.000 6.922 699.061 1227.748 3.844Dead+Wind 270 deg - Service 42.306 -12.909 -0.000 1.416 1332.277 2.332Dead+Wind 300 deg - Service 42.306 -10.964 -6.324 -645.458 1139.815 0.129Dead+Wind 330 deg - Service 42.306 -6.454 -11.169 -1135.285 674.765 -2.036



Page

24 of 34


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 % Error PX

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



Page

25 of 34


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


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



Page

26 of 34


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


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

NumberOf

Bolts

MaximumLoad per

Bolt K

AllowableLoad

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


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


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


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


Horizontal A325X 0.625 1 3.936 7.495 0.525


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


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


Horizontal A325X 0.750 1 5.173 9.404 0.550


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


Horizontal A325X 0.750 1 5.882 11.883 0.495


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


T10 40 Leg A325X 0.750 22 23.236 43.737 0.531

1 Bolt DS



Page

27 of 34


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

NumberOf

Bolts

MaximumLoad per

Bolt K

AllowableLoad

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)



Page

28 of 34


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 5'9-31/32''

5'6-23/32''

116.0 K=1.04

1.090 -0.918 17.762 0.052 1

T3 180 - 160 L3x3x3/16 5'9-31/32''

5'6-23/32''

116.0 K=1.04

1.090 -4.826 17.762 0.272 1

T4 160 - 140 L3x3x3/16 5'9-31/32''

5'6-23/32''

116.0 K=1.04

1.090 -10.197 17.762 0.574 1

T5 140 - 120 L2 1/2x2 1/2x1/4 6'4-29/32''

6'1-21/32''

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 14'2-7/32''

13'10-23/32''

152.9 K=1.00

1.690 -11.419 16.322 0.700 1

1 P u / Pn controls

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''

5'5-31/32''

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''

6'4-19/32''

128.5 K=1.00

1.090 -5.882 14.916 0.394 1

T9 60 - 40 L3x3x1/4 15'27/32''

7'4-21/32''

149.8 K=1.00

1.440 -6.593 14.500 0.455 1

T10 40 - 20 L3 1/2x3 1/2x1/4 17'1-1/32''

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 19'1-7/32''

9'4-7/8'' 162.6 K=1.00

1.690 -7.879 14.437 0.546 1



Page

29 of 34


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 P u / Pn controls

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 P u / Pn controls

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 P u / Pn controls

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



Page

30 of 34


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 6'8-15/16''

6'8-15/16''

163.5 K=1.00

0.902 -3.496 7.623 0.459 1

1 P u / Pn controls

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 P u / Pn controls

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



Page

31 of 34


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 5'9-31/32''

5'6-23/32''

74.5 0.712 0.876 34.854 0.025 1

T3 180 - 160 L3x3x3/16 5'9-31/32''

5'6-23/32''

74.5 0.712 4.782 34.854 0.137 1

T4 160 - 140 L3x3x3/16 5'9-31/32''

5'6-23/32''

74.5 0.712 10.151 34.854 0.291 1

T5 140 - 120 L2 1/2x2 1/2x1/4 5'11-19/32''

5'8-11/32''

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 14'2-7/32''

13'10-23/32''

156.2 1.103 10.996 54.014 0.204 1

1 P u / Pn controls

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''

5'5-31/32''

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''

6'4-19/32''

125.1 0.694 5.882 33.855 0.174 1

T9 60 - 40 L3x3x1/4 15'27/32''

7'4-21/32''

145.8 0.916 6.593 44.652 0.148 1

T10 40 - 20 L3 1/2x3 1/2x1/4 17'1-1/32''

8'4-3/4'' 141.1 1.103 7.223 53.793 0.134 1

T11 20 - 0 L3 1/2x3 1/2x1/4 19'1-7/32''

9'4-7/8'' 157.7 1.103 7.854 53.793 0.146 1



Page

32 of 34


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 P u / Pn controls

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 P u / Pn controls

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 P u / Pn controls

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



Page

33 of 34


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 6'6-15/16''

6'6-15/16''

101.5 0.902 3.599 29.225 0.123 1

1 P u / Pn controls

Section Capacity Table

Section No.

Elevation ft

Component Type

Size CriticalElement

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

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 T8 80 - 60 Diagonal L3x3x1/4 244 -10.720 13.714 78.2 Pass T9 60 - 40 Diagonal L3x3x3/8 289 -10.976 17.541 62.6 Pass T10 40 - 20 Diagonal L3x3x3/8 334 -11.219 15.845 70.8 Pass T11 20 - 0 Diagonal L3 1/2x3 1/2x1/4 376 -11.419 16.322 70.0 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


Pass


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


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



Page

34 of 34


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

Size CriticalElement

P K

øPallow

K %

Capacity Pass Fail

T7 100 - 80 Redund Horz 1 Bracing

L2x2x3/16 183 -2.845 13.392 21.2 Pass


L2 1/2x2 1/2x3/16 245 -3.376 17.343 19.5 Pass


L2 1/2x2 1/2x3/16 273 -3.911 16.236 24.1 Pass


L2 1/2x2 1/2x3/16 318 -4.435 15.139 29.3 Pass


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


L2 1/2x2 1/2x3/16 250 -3.202 10.624 30.1 Pass


L2 1/2x2 1/2x3/16 291 -3.174 9.276 34.2 Pass


L2 1/2x2 1/2x3/16 319 -3.332 8.420 39.6 Pass


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

Program Version 6.1.4.1

APPENDIX B

BASE LEVEL DRAWING

APPENDIX C

ADDITIONAL CALCULATIONS

Anchor Rod Check for Self Supporting TowersTIA-222-G, Section 4.9.9 Rev. 6.1

BU#: Eta Factor, η 0.55 Detail Type

Site Name: Uplift, Pu: 250 kips

App #: Shear, Vu: 25 kips

lar: in

Qty: 8 Mu = 0.65*lar*Vu ft-kips

Diam: 1.5 in

Rod Material: A36

Strength (Fu): 58 ksi Anchor Rod Results:

Yield (Fy): 36 ksi Max Rod (Cu+ Vu/ή): 36.9 Kips

Design Axial, Φ*Fu*Anet: 65.4 Kips

* Rod Circle: in Anchor Rod Stress Ratio: 56.4%

* e: in

* # of Rods 1 or 2

If Applicable;

Mu= Pu x e: ft-kips Anchor Rod Results with Bending Considered:

* Only enter rod circle, offset (e) and number

of anchor rods at the extreme fiber to

consider if eccentric load due to leg

reinforcement exist.(Vu/Rnv)

2 + [(Pu/Rnt) + (Mu/Rnm)]2 < = 1

Rnv=0.45FubAb= kips

Rnt=FuAnet = kips

Rnm=FyZ = ft-kips

Maximum Acceptable Ratio: 105 %

Governing Stress Ratio: 56.4% PassFigure 4-4 of TIA-222-G

When the clear distance from the top of concrete to the bottom of level nut excceeds 1.0 times the diameter of the anchor rod, the following interaction equation shall also be satisfied (see Figure 4-4 of Rev. G):

Anchor Rod Data

Site Data

813618

TWO NOTCH - AMIN 091-006, SC

319218 Revision # 4

Reactions

85770_004_01_SST Anchor Rod Check For Rev G-Rev 6-1 091912

CCI Foundation Tool Suite ‐ SS Drilled Pier

CCIFTS 1.2.108.14286 ‐ Phase 1‐2 Date: 11/11/2015

BU: 813618Site Name: TWO NOTCH ‐ AMIN 091‐006, SCApp Number: 319218 Revision # 4Work Order: 1150735

Self‐Support Drilled Pier

InputCriteria

TIA Revision: GACI 318 Revision: 2008Seismic Category: D

ForcesCompression 300 kipsCompression Shear 30 kipsUplift 250 kipsUplift Shear 25 kipsAdd'l Moment 0 k‐ftSwelling Force 0 kips

Foundation DimensionsPier Diameter: 7 ftExt. above grade: 0.5 ftDepth below grade: 37 ftBell Diameter: ftBell Angle: deg

Material PropertiesNumber of Rebar: 36Rebar Size: 8Tie Size 4Rebar tensile strength: 60 ksiConcrete Strength: 3000 psiUltimate Concrete Strain 0.003 in/inClear Cover to Ties: 4 in

Soil Profile Soil

Layer

Thickness

(ft)

From

(ft)

To

(ft)

Unit Weight

(pcf)

Cohesion

(psf)

Friction

Angle

(deg)

Ultimate

Uplift Skin

Friction (ksf)

Ultimate

Comp. Skin

Friction (ksf)

Ultimate

Bearing

Capacity

(ksf)

SPT 'N'

Counts

1 10 0 10 100 0 0 0 0 02 2 10 12 105 29 0.29 0.29 0

3 5 12 17 115 35 0.63 0.63 04 5 17 22 105 29 0.35 0.35 0

5 10 22 32 110 32 0.71 0.71 06 5 32 37 125 34 1.51 1.51 5

Analysis ResultsConcrete/Steel Check Uplift Case Comp case

Soil Lateral Capacity Uplift case Comp. case Mu (from soil analysis) 392.7 k‐ft 471.2 k‐ft

Depth to Zero Shear: 19.4 ft 19.4 ft φMn 3806.0 k‐ft 5198.4 k‐ftMax Moment, Mu: 392.7 k‐ft 471.2 k‐ft RATING: 10.32% 9.06%

Soil Safety Factor: 39.8 33.1Safety Factor Req'd: 1.33 1.33

RATING: 3.35% 4.01%

rho provided 0.51Soil Axial Capacity rho required 0.50 OK

Concrete Weight: 194.8 kipsSkin Friction: 332.0 kips Rebar Spacing 5.5Soil Cone: kips Spacing required 16.0 OK

Uplift Capacity (k), φTn: 526.8 kipsUplift (k), Tu: 250.0 kips

RATING: 47.45% Dev. Length required 17.2

Dev. Length provided 43.8 OKSkin Friction (k): 332.0 kipsEnd Bearing (k): 144.3 kipsComp. Capacity (k), φCn: 476.3 kipsComp. (k), Cu: 300.0 kips

RATING: 62.98% Overall Foundation Rating: 63.0%

(36) ‐ #8

#4 Tie Size

37.5'

37'

0.5'

7'

4" C.C.

Page 1 of 1

Redundant Horizontal (1) Design Data (Compression) 100 - 80 L2x2x3/1680 - 60 L2 1/2x2 1/2x3/1660 - 40 L2 1/2x2 1/2x3/1640 - 20 L2 1/2x2 1/2x3/1620 - 0 L2 1/2x2 1/2x3/16

Redundant Diagonal (1) Design Data (Compression) 100 - 80 L2x2x3/1680 - 60 L2 1/2x2 1/2x3/1660 - 40 L2 1/2x2 1/2x3/1640 - 20 L2 1/2x2 1/2x3/1620 - 0 L2 1/2x2 1/2x3/16

Redundant Horizontal (1) Design Data (Tension) 100 - 80 L2x2x3/1680 - 60 L2 1/2x2 1/2x3/1660 - 40 L2 1/2x2 1/2x3/1640 - 20 L2 1/2x2 1/2x3/1620 - 0 L2 1/2x2 1/2x3/16

Redundant Diagonal (1) Design Data (Tension) 100 - 80 L2x2x3/1680 - 60 L2 1/2x2 1/2x3/1660 - 40 L2 1/2x2 1/2x3/1640 - 20 L2 1/2x2 1/2x3/1620 - 0 L2 1/2x2 1/2x3/16

11/11/15 TIA-222-G

PROJECT

SUBJECT

DATE

Elevation Member Size

813618 - TWO NOTCH - AMIN 091-006, SC

319218 Revision # 4

85770.004.01

Member Block Shear Member BearingRn Load

9.799.79

4.95

3.113

9.79

12.43

tPn Load

9.79 3.9114.435

9.79

9.799.79

3.496

3.113.203.202

9.79

9.79

9.79 3.50 35.7%

31.8%

Bolt ShearRnv Load

12.4312.4312.4312.43

3.1743.332

12.43

7.004.444.95

2.8453.376

Redundant Connection Analysis

B&T Proj. No.:

PassPass

PassPass

12.4312.43

12.43

34.0%

% Capacity

29.1%34.5%40.0%

PassPassPassPassPass

Pass

32.4%32.7%

2.853.383.91

45.3%70.7%

3.173.33

9.53 3.38 12.43 3.38 35.4% PassPass12.43 38.0%2.857.50 2.85

9.53 4.44 12.43 4.44 46.5% Pass9.53 3.91 12.43 3.91 41.0% Pass

9.53 4.95 12.43 4.95 51.9% Pass

9.53 3.20 12.43 3.20 33.6% Pass7.50 3.11 12.43 3.11 41.5% Pass

9.53 3.46 12.43 3.46 36.2% Pass9.53 3.32 12.43 3.32 34.8% Pass

9.53 3.60 12.43 3.60 37.7% Pass