B+T Group “Structural Modification Report” ‘Statement of

tnxTower Report - version 7.0.5.1

June 23, 2016 Mr. Ryan Shaffer B+T Group Crown Castle 1717 S. Boulder, Suite 300 12725 Morris Road Extension, Suite 400 Tulsa, OK 74119 Alpharetta, GA 30004 (918) 587-4630 (678) 366-1233 [email protected] Subject: Structural Modification Report Carrier Designation: AT&T Mobility Co-Locate Carrier Site Number: 10080789 Carrier Site Name: Lake Trafford Crown Castle Designation: Crown Castle BU Number: 844061 Crown Castle Site Name: Lake Trafford Crown Castle JDE Job Number: 361974 Crown Castle Work Order Number: 1248031 Crown Castle Application Number: 328847 Rev. 5 Engineering Firm Designation: B+T Group Project Number: 106729.001.01 Site Data: 1025 Sanitation Road, Immokalee, FL, Collier County Latitude 26° 23' 59.27'', Longitude -81° 26' 3.8'' 260 Foot - Guyed Tower Dear Mr. Shaffer, B+T Group is pleased to submit this “Structural Modification 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 910554, in accordance with application 328847, revision 5. 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: LC4.5: TSA specified load case with proposed modifications Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2014 Florida Building Code, 5th Edition, based upon an ultimate 3-second gust wind speed of 152 mph converted to a nominal 3-second gust wind speed of 118 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 C and Risk Category II were used in this analysis. All modifications and 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. 27496; Exp:02/28/17 Umesh Shrestha, E.I.T. John W. Kelly III, P.E. Project Engineer Engineer of Record

Reviewed for CodeCompliance

PRBD20170308782

June 23, 2016 260 Ft Guyed Tower Structural Modification Report CCI BU No. 844061 Project Number 106729.001.01, Application 328847, Revision 5 Page 2


TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing 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 8) APPENDIX D Tower Modification Drawings


PRBD20170308782



1) INTRODUCTION This tower is a 260 ft. guyed tower mapped by GPD Group in October of 2012. The original design standard and wind speed are unknown. This tower has been modified multiple times in the past to accommodate additional loading and those modifications are incorporated in this analysis. 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 118 mph with no ice and 60 mph under service loads, exposure category C.

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

257.0 261.0

2 CCI Antennas BSA-M65R-BUU-H6

1 2

3/8 3/4 --

4 Commscope SBNHH-1D85B

4 Ericsson RRUS 12

4 Ericsson RRUS 32 2 Ericsson RRUS-11

4 Powerwave LGP 17503

1 Raycap DC6-48-60-18-8F

Table 2 - Existing Antenna and Cable Information

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas



Feed Line

Size (in)Note

257.0

261.0

2 Allgon 7251.01

3 6 8 2 3

5/16 1-1/4 1-5/8 3/8 3/4

1

2 Andrew DBXCP-4545A-R2M 2 Andrew E15Z01P13

2 Commscope CBC78-DF-2X

4 Ericsson RRUS A2 MODULE 6 Ericsson RRUS-11

2 Raycap DC6-48-60-18-8F

257.0

2 Andrew DBXNH-6565B-R2M

-- -- 2

3 Ericsson RRUS 12 3 Ericsson RRUS-11 4 KMW ET-X-TU-42-15-37-18-iR-SP 4 Powerwave LGP1750X 4 Andrew E15Z01P13 1 -- Sector Mount [SM 602-3] -- -- 1

Notes: 1) Existing Equipment 2) Equipment to be Removed


PRBD20170308782



Table 3 - Design Antenna and Cable Information

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas



Feed Line

Size (in)

Information Not Available 3) ANALYSIS PROCEDURE

Table 4 - Documents Provided

Document Remarks Reference Source

Online Application AT&T Mobility Co-Locate, Rev.5 328847 CCIsitesTower Mapping GPD Group, Job No.2012772.33 4601425 CCIsites

Tower Modification Drawings CIVE Consulting Inc., Project No.T11-118-4125 5944453 CCIsites

Post Modification Inspection GPD Group, Job No.2012857.15 4601427 CCIsitesTower Modification Drawings GPD Group, Job No.2012818.51 4601426 CCIsites

Post Modification Inspection ETS, Project No.160031 6082908 CCIsites

Tower Modification Drawings GPD Group, Job No.2014777.844061.02 5171780 CCIsitesPost Modification Inspection TEP, Project No.57391-24567 5466656 CCIsites

Foundation Mapping GPD Group, Job No.2012772.33 4534595 CCIsites

Geotech Report GPD Group, Job No.2012772.33 4534596 CCIsitesAntenna Configuration Crown CAD Package Date:05/07/2016 CCIsites

3.1) Analysis Method

tnxTower (version 7.0.5.1), 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.

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.


PRBD20170308782



4) ANALYSIS RESULTS

Table 5 - Section Capacity (Summary) – LC4.5 Section

No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow

(K) %

Capacity Pass / Fail

T1 260 - 240 Leg 1 3/4 3 -50.228 71.402 70.3 Pass

T2 240 - 220 Leg 1 3/4 72 -57.519 71.402 80.6 Pass

T3 220 - 200 Leg 1 3/4 141 -71.472 71.402 100.1 Pass2

T4 200 - 180 Leg 1 3/4 210 -63.356 71.402 88.7 Pass

T5 180 - 160 Leg 1 3/4 279 -66.606 71.402 93.3 Pass

T6 160 - 140 Leg 1 3/4 348 -69.676 71.402 97.6 Pass

T7 140 - 120 Leg 1 3/4 417 -57.891 71.402 81.1 Pass

T8 120 - 100 Leg 1 3/4 486 -67.627 71.402 94.7 Pass

T9 100 - 80 Leg 1 3/4 555 -56.329 71.402 78.9 Pass

T10 80 - 60 Leg 1 3/4 601 -39.782 71.402 55.7 Pass

T11 60 - 40 Leg 1 3/4 651 -43.122 71.402 60.4 Pass

T12 40 - 20 Leg 1 3/4 697 -46.551 71.402 65.2 Pass

T13 20 - 5.75 Leg 2 745 -46.207 102.811 44.9 Pass

T14 5.75 - 0 Leg 2 781 -45.240 128.203 35.3 Pass

T1 260 - 240 Diagonal 3/4 50 -6.090 6.467 94.2 Pass

T2 240 - 220 Diagonal 3/4 84 -3.216 6.467 49.7 Pass

T3 220 - 200 Diagonal 3/4 149 -3.720 6.467 57.5 Pass

T4 200 - 180 Diagonal 7/8 272 -3.729 10.657 35.0 Pass

T5 180 - 160 Diagonal 7/8 291 -4.285 10.657 40.2 Pass

T6 160 - 140 Diagonal 7/8 414 -4.979 10.657 46.7 Pass

T7 140 - 120 Diagonal 7/8 429 -4.037 10.657 37.9 Pass

T8 120 - 100 Diagonal 7/8 498 -4.486 10.657 42.1 Pass

T9 100 - 80 Diagonal 3/4'' w/ 1'' SR with Crosby

600 -4.262 5.465 78.0 Pass

T10 80 - 60 Diagonal 3/4 610 -1.916 2.733 70.1 Pass

T11 60 - 40 Diagonal 3/4 672 -2.740 2.733 100.3 Pass2

T12 40 - 20 Diagonal 3/4 744 -1.969 2.733 72.0 Pass

T13 20 - 5.75 Diagonal 3/4 756 -1.804 2.767 65.2 Pass

T1 260 - 240 Horizontal 3/4 43 -1.471 4.420 33.3 Pass

T2 240 - 220 Horizontal 3/4 87 1.504 14.314 10.5 Pass











T13 20 - 5.75 Horizontal 3/4 757 -0.800 4.475 17.9 Pass

T1 260 - 240 Top Girt 3/4 4 -0.134 4.420 3.0 Pass

T2 240 - 220 Top Girt 3/4 73 0.957 14.314 6.7 Pass

T3 220 - 200 Top Girt 3/4 142 0.591 14.314 4.1 Pass


PRBD20170308782



Section No. Elevation (ft) Component Type Size Critical

Element P (K) SF*P_allow (K)

% Capacity Pass / Fail

T4 200 - 180 Top Girt 3/4 213 1.668 14.314 11.7 Pass

T5 180 - 160 Top Girt 3/4 282 1.242 14.314 8.7 Pass

T6 160 - 140 Top Girt 3/4 350 1.322 14.314 9.2 Pass

T7 140 - 120 Top Girt 3/4 419 1.550 14.314 10.8 Pass

T8 120 - 100 Top Girt 3/4 488 1.331 14.314 9.3 Pass

T9 100 - 80 Top Girt 3/4 558 -1.236 4.420 28.0 Pass

T10 80 - 60 Top Girt 3/4 606 -0.374 4.420 8.5 Pass

T11 60 - 40 Top Girt 3/4 652 -0.569 4.420 12.9 Pass

T12 40 - 20 Top Girt 3/4 701 -0.649 4.420 14.7 Pass

T13 20 - 5.75 Top Girt 3/4 749 -0.162 4.475 3.6 Pass

T14 5.75 - 0 Top Girt C4x5.4 784 7.351 51.516 14.3 Pass

T1 260 - 240 Bottom Girt 3/4 9 0.786 14.314 5.5 Pass

T2 240 - 220 Bottom Girt 3/4 76 -0.599 4.420 13.6 Pass











T13 20 - 5.75 Bottom Girt 3/4 753 1.454 14.314 10.2 Pass

T14 5.75 - 0 Mid Girt C4x5.4 793 0.210 51.516 0.4 Pass

T1 260 - 240 Guy [email protected] 3/4 801 32.664 34.980 93.4 Pass















T1 260 - 240 Top Guy [email protected]

3x3/8 797 6.771 36.450 18.6 22.3 (b)

Pass


3x1/4 805 3.219 24.300 13.2 Pass


3x3/8 811 4.078 36.450 11.2 13.4 (b)

Pass


3x1/4 834 3.770 24.300 15.5 Pass


PRBD20170308782



Section No. Elevation (ft) Component Type Size Critical

Element P (K) SF*P_allow (K)

% Capacity Pass / Fail

T8 120 - 100 Torque Arm [email protected]

L5x5x5/16 817 12.702 98.172 12.9 Pass

T8 120 - 100 Torque Arm [email protected]

L3 1/2x5x5/16 818 -12.577 41.922 30.0 Pass

Summary Leg (T3) 100.1 Pass2

Diagonal (T11) 100.3 Pass2

Horizontal (T8) 51.7 Pass

Top Girt (T9) 28.0 Pass

Bottom Girt (T11) 17.8 Pass

Mid Girt (T14) 0.4 Pass

Guy A (T1) 93.4 Pass

Guy B (T1) 93.6 Pass

Guy C (T1) 93.3 Pass

Top Guy Pull-Off (T1) 22.3 Pass

Torque Arm Top (T8) 12.9 Pass

Torque Arm Bottom (T8) 30.0 Pass

Bolt Checks 22.3 Pass

RATING = 100.3 Pass 2

Table 6 - Tower Component Stresses vs. Capacity - LC4.5

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Base Foundation (Structure) Base 1.3 Pass 1 Base Foundation (Soil) Base 50.1 Pass

1,2 Guy Anchor Foundation (Structure) Base 104.2 Pass

1 Guy Anchor Foundation (Soil) Base 57.6 Pass

Structure Rating (max from all components) = 104.2%

Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity

consumed. 2) Capacities up to 105% are considered acceptable based on analysis methods used.

4.1) Recommendations

1) All modifications proposed in this report shall be installed in accordance with the attached drawings (Appendix D) for the determined available structural capacity to be effective.


PRBD20170308782

APPENDIX A

tnxTOWER OUTPUT


PRBD20170308782

B+T Group 1717 S Boulder Ave, Suite 300

Tulsa, OK 74119 Phone: (918) 587-4630 FAX: (918) 295-0265

Job: 106729.001.01 - Lake Trafford, FL (BU# 844061

Project: Client: Crown Castle Drawn by: ushrestha App'd:

Code: TIA-222-G Date: 06/22/16 Scale: NTS Path:

\\tower-two\BT Telecom Services\Projects\Crown Castle\106000\106729_844061_Lake Trafford\Engineering\tnxTower\001 - Mod\106729_001_01_Lake Trafford_FL_Mod.eri

Dwg No. E-1

3/4 EHS LC

=322'10-3/8" IT=12%

R=208'

9/16 EHS LC=293'2-3/32" IT=12%

5/8 EHS LC=258'11" IT=8%

9/16 EHS LC=230'4-9/32" IT=8%

9/16 EHS LC=230'4-9/32" IT=8%

11/16 EHS LC=212'3-15/32" IT=10%

260.0 ft

240.0 ft

248.6 ft248.6 ft248.6 ft

220.0 ft

200.0 ft

208.6 ft208.6 ft208.6 ft

180.0 ft

160.0 ft

140.0 ft

156.9 ft156.9 ft156.9 ft

120.0 ft

100.0 ft

105.9 ft105.9 ft105.9 ft105.9 ft105.9 ft105.9 ft

80.0 ft

60.0 ft

40.0 ft

51.4 ft51.4 ft51.4 ft

20.0 ft

5.8 ft

0.0 ft

121 K (Axial)1 kip-ft (Torque)

2 K69 K

53 K

87 K

ALL REACTIONS ARE FACTORED

Sec

tion

T1

T2

T3

T4

T5

T6

T7

T8

T9

T10

T11

T12

T13

T14

Leg

sS

R 1

3/4

SR

2

Leg

Gra

deA

572-

50

Dia

gona

lsS

R 3

/4S

R 7

/8A

SR

3/4

N.A

.

Dia

gona

l Gra

deA

36N

.A.

Top

Girt

sS

R 3

/4B

Mid

Girt

sN

.A.

B

Bot

tom

Girt

sS

R 3

/4N

.A.

Hor

izon

tals

SR

3/4

N.A

.

Top

Guy

Pul

l-Offs

3x3/

8N

.A.

3x1/

4N

.A.

3x3/

8N

.A.

3x1/

4N

.A.

Fac

e W

idth

(ft)

3.5

# P

anel

s @

(ft)

89 @

2.7

5C

Wei

ght (

K)

0.9

0.9

0.9

1.0

1.0

1.0

1.0

1.7

0.8

0.8

0.8

0.8

0.7

0.3

12.6

PLANR=208' R=207'

R=208'

R=208' R=207'

R=208'

R=208' R=207'

R=208'

R=208' R=207'

R=208'

R=208' R=207'

R=208'

Lightning Rod 3/4" x 6' (E) 263 Flash Beacon (E) 260 (2) DBXCP-4545A-R2M w/ Mount Pipe (E)

257 7251.01 w/ Mount Pipe (E) 257 7251.01 w/ Mount Pipe (E) 257 (2) E15Z01P13 (E) 257 (2) RRUS-11 (E) 257 (2) RRUS-11 (E) 257 (2) RRUS-11 (E) 257 DC6-48-60-18-8F (E) 257 DC6-48-60-18-8F (E) 257 (2) RRUS A2 MODULE (E) 257 RRUS A2 MODULE (E) 257 RRUS A2 MODULE (E) 257 CBC78-DF-2X (E) 257 CBC78-DF-2X (E) 257 (2) BSA-M65R-BUU-H6 w/ Mount Pipe (P)

257 (2) SBNHH-1D85B w/ Mount Pipe (P) 257 (2) SBNHH-1D85B w/ Mount Pipe (P) 257 (2) RRUS 32 (P) 257 RRUS 32 (P) 257 RRUS 32 (P) 257 (2) RRUS 12 (P) 257 RRUS 12 (P) 257 RRUS 12 (P) 257 (2) RRUS-11 (P) 257 (2) LGP 17503 (P) 257 (2) LGP 17503 (P) 257 DC6-48-60-18-8F (P) 257 6' x 2" Mount Pipe (E) 257 6' x 2" Mount Pipe (E) 257 Sector Mount [SM 602-3] (E) 257 Side Lighting (E) 129 Side Lighting (E) 129 Side Lighting (E) 129DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Lightning Rod 3/4" x 6' (E) 263

Flash Beacon (E) 260

(2) DBXCP-4545A-R2M w/ Mount Pipe (E)

257

7251.01 w/ Mount Pipe (E) 257

7251.01 w/ Mount Pipe (E) 257

(2) E15Z01P13 (E) 257

(2) RRUS-11 (E) 257

(2) RRUS-11 (E) 257

(2) RRUS-11 (E) 257

DC6-48-60-18-8F (E) 257

DC6-48-60-18-8F (E) 257

(2) RRUS A2 MODULE (E) 257

RRUS A2 MODULE (E) 257

RRUS A2 MODULE (E) 257

CBC78-DF-2X (E) 257

CBC78-DF-2X (E) 257

(2) BSA-M65R-BUU-H6 w/ Mount Pipe (P)

257

(2) SBNHH-1D85B w/ Mount Pipe (P) 257

(2) SBNHH-1D85B w/ Mount Pipe (P) 257

(2) RRUS 32 (P) 257

RRUS 32 (P) 257

RRUS 32 (P) 257

(2) RRUS 12 (P) 257

RRUS 12 (P) 257

RRUS 12 (P) 257

(2) RRUS-11 (P) 257

(2) LGP 17503 (P) 257

(2) LGP 17503 (P) 257

DC6-48-60-18-8F (P) 257

6' x 2" Mount Pipe (E) 257

6' x 2" Mount Pipe (E) 257

Sector Mount [SM 602-3] (E) 257

Side Lighting (E) 129



SYMBOL LISTMARK MARKSIZE SIZE

A SR 3/4" w/ 1" SR with Crosby

B C4x5.4

C 4 @ 1.4375

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 50 ksi 65 ksi A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. Tower is located in Collier County, Florida.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 118 mph basic wind in accordance with the TIA-222-G Standard.4. Deflections are based upon a 60 mph wind.5. Tower Structure Class II.6. Topographic Category 1 with Crest Height of 0'7. TOWER RATING: 100.3%


PRBD20170308782







Dwg No. E-2

Base Elev=0'

R=208', 240 deg Azimuth R=207', 120 deg Azimuth

R=208', 0 deg Azimuth

15' 15'

389'4-13/16"

180'1-19/32" 179'3-7/32"

342'

15'

15'

104'

208'

Plot PlanTotal Area - 3.06 Acres


PRBD20170308782







Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-50

-50

-100

-100

-150

-150

50

50

100

100

150

150

TIA-222-G - 118 mph Exposure C

Leg Capacity Leg Compression (K)

260' 260'

240' 240'

248'7-1/2" 248'7-1/2"248'7-1/2" 248'7-1/2"248'7-1/2" 248'7-1/2"

220' 220'

200' 200'

208'7-1/2" 208'7-1/2"208'7-1/2" 208'7-1/2"208'7-1/2" 208'7-1/2"

180' 180'

160' 160'

140' 140'

156'10-1/2" 156'10-1/2"156'10-1/2" 156'10-1/2"156'10-1/2" 156'10-1/2"

120' 120'

100' 100'

105'10-1/2" 105'10-1/2"105'10-1/2" 105'10-1/2"105'10-1/2" 105'10-1/2"105'10-1/2" 105'10-1/2"105'10-1/2" 105'10-1/2"105'10-1/2" 105'10-1/2"

80' 80'

60' 60'

40' 40'

51'4-1/2" 51'4-1/2"51'4-1/2" 51'4-1/2"51'4-1/2" 51'4-1/2"

20' 20'

5'9" 5'9"

0' 0'

Ele

vatio

n (f

t)Reviewed for Code

CompliancePRBD20170308782







Dwg No. E-4

0

0

5

5

10

10

15

15

Global Mast Shear (K)260'

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

0'

Ele

vatio

n (f

t)

0

0

50

50

100

100

150

150

200

200

Global Mast Moment (kip-ft)260'

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

0'

TIA-222-G - 118 mph Exposure C Maximum ValuesVx Vz Mx Mz


PRBD20170308782







Dwg No. E-5

TIA-222-G - Service - 60 mph Maximum Values

0

0

5

5

Deflection (in)260'

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

0'

Ele

vatio

n (f

t)

0

0

0.05

0.05

0.1

0.1

0.15

0.15

0.2

0.2

0.25

0.25

Tilt (deg)0

0

0.5

0.5

1

1

Twist (deg)260'

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

0'


PRBD20170308782







Dwg No. E-6

260.0 ft

240.0 ft

248.6 ft248.6 ft248.6 ft

220.0 ft

200.0 ft

208.6 ft208.6 ft208.6 ft

180.0 ft

160.0 ft

140.0 ft

156.9 ft156.9 ft156.9 ft

120.0 ft

100.0 ft

105.9 ft105.9 ft105.9 ft105.9 ft105.9 ft105.9 ft

80.0 ft

60.0 ft

40.0 ft

51.4 ft51.4 ft51.4 ft

20.0 ft

5.8 ft

0.0 ft

121 K (Axial)1 kip-ft (Torque)

2 K

67 K

ELEVATION

52 K38 deg

67 K

3 K

PLAN

85 K

248'7-1/2"

208'7-1/2"

156'10-1/2"

105'10-1/2"

51'4-1/2"

3/4 EHS, SF = 1.07, Tm

ax = 32.664 K, Lc = 322'10-3/8", Lu = 322'5-3/4", Ls = 324'1-15/32"

R=208'

9/16 EHS, SF = 1.28, Tmax = 16.421 K, Lc = 293'2-3/32", Lu = 292'10-5/32", Ls = 294'1/4"

5/8 EHS, SF = 1.92, Tmax = 13.280 K, Lc = 258'11", Lu = 258'8-13/16", Ls = 259'5-1/8"

9/16 EHS, SF = 2.30, Tmax = 9.145 K, Lc = 230'4-9/32", Lu = 230'2-15/32", Ls = 230'8-5/8"

11/16 EHS, SF = 2.80, Tmax = 10.511 K, Lc = 212'3-15/32", Lu = 212'1-15/32", Ls = 212'6"

Guy Tensions and Tower ReactionsTIA-222-G - 118 mph Exposure C

Maximum ValuesAnchor 'C'@208 ft Azimuth 240 deg Elev 0 ft

Plane through centroid of towerReviewed for Code

CompliancePRBD20170308782







Dwg No. E-7

Feed Line Distribution Chart5'9" - 260'

Round Flat App In Face App Out Face Truss Leg

Face A

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

260'

Ele

vatio

n (f

t)

(3)

AT

CB

-B01

(5/1

6")

(E)

(6)

LDF

6-50

A(1

-1/4

") (

E)

(6)

LDF

7-50

A(1

-5/8

") (

E)

(2)

LDF

7-50

A(1

-5/8

") (

E)

(3)

FB

-L98

B-0

02-X

XX

( 3/

8")

(2 E

+ 1

P)

(2)

WR

-VG

86S

T-B

RD

(3/4

") (

E)

(3)

WR

-VG

86S

T-B

RD

(3/4

") (

2 P

+ 1

E)

T-B

rack

ets

(Af)

(E

)

Face B257'257'257'257'257'257'257'257'

129'129'

Saf

ety

Line

3/8

(E

)

Face C

240'

248'7-1/2"248'7-1/2"248'7-1/2"

220'

200'

208'7-1/2"208'7-1/2"208'7-1/2"

180'

160'

140'

156'10-1/2"156'10-1/2"156'10-1/2"

120'

100'

105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"105'10-1/2"

80'

60'

40'

51'4-1/2"51'4-1/2"51'4-1/2"

20'

5'9"

260'257'257'257'257'257'257'257'257'

129'129'

AV

A5-

50(

7/8"

) (E

-Lig

htin

g)

(2)

AV

A5-

50(

7/8"

) (E

-Lig

htin

g)


PRBD20170308782

ttnnxxTToowweerr Job

106729.001.01 - Lake Trafford, FL (BU# 844061)

Page

1 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Input Data The main tower is a 3x guyed tower with an overall height of 260' 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 3'6'' at the top and tapered at the base. This tower is designed using the TIA-222-G standard. The following design criteria apply:

Tower is located in Collier County, Florida. Basic wind speed of 118 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0'. Deflections calculated using a wind speed of 60 mph. Pressures are calculated at each section. Safety factor used in guy design is 1. 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.

Leg B

Guy B

Leg C

Guy C

Leg A

Guy

A

Face

A Face B

Face C

Corner & Starmount Guyed Tower

Wind 0

Wind 90

Wind 180

Z

X


PRBD20170308782



Page

2 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Leg B

Guy B

Leg C

Guy C

Leg A

Guy

A

Face

A Face B

Face C

Face Guyed

Wind 0

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 260'-240' 3'6'' 1 20' T2 240'-220' 3'6'' 1 20' T3 220'-200' 3'6'' 1 20' T4 200'-180' 3'6'' 1 20' T5 180'-160' 3'6'' 1 20' T6 160'-140' 3'6'' 1 20' T7 140'-120' 3'6'' 1 20' T8 120'-100' 3'6'' 1 20' T9 100'-80' 3'6'' 1 20' T10 80'-60' 3'6'' 1 20' T11 60'-40' 3'6'' 1 20' T12 40'-20' 3'6'' 1 20' T13 20'-5'9'' 3'6'' 1 14'3'' T14 5'9''-0' 3'6'' 1 5'9''


PRBD20170308782



Page

3 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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 260'-240' 2'9'' X Brace No Yes 4.500 4.500 T2 240'-220' 2'9'' X Brace No Yes 4.500 4.500 T3 220'-200' 2'9'' X Brace No Yes 4.500 4.500 T4 200'-180' 2'9'' X Brace No Yes 4.500 4.500 T5 180'-160' 2'9'' X Brace No Yes 4.500 4.500 T6 160'-140' 2'9'' X Brace No Yes 4.500 4.500 T7 140'-120' 2'9'' X Brace No Yes 4.500 4.500 T8 120'-100' 2'9'' X Brace No Yes 4.500 4.500 T9 100'-80' 2'9'' K Brace Right No Yes 4.500 4.500 T10 80'-60' 2'9'' K Brace Right No Yes 4.500 4.500 T11 60'-40' 2'9'' K Brace Right No Yes 4.500 4.500 T12 40'-20' 2'9'' K Brace Right No Yes 4.500 4.500 T13 20'-5'9'' 2'9'' K Brace Right No Yes 3.000 3.000 T14 5'9''-0' 1'5-1/4'' X Brace No Yes 0.000 0.000


Tower Elevation

ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

T1 260'-240' Solid Round 1 3/4 A572-50 (50 ksi)

Solid Round 3/4 A36 (36 ksi)
















Solid Round 3/4'' w/ 1'' SR with Crosby A36 (36 ksi)







T13 20'-5'9'' Solid Round 2 A572-50 (50 ksi)


T14 5'9''-0' Solid Round 2 A572-50 (50 ksi)

Channel A36 (36 ksi)


PRBD20170308782



Page

4 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha


Tower Elevation

ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 260'-240' Solid Round 3/4 A36 (36 ksi)
























T13 20'-5'9'' Solid Round 3/4 A36 (36 ksi)


T14 5'9''-0' Channel C4x5.4 A36 (36 ksi)

Equal Angle L3 1/2x3 1/2x3/8 A36 (36 ksi)


Tower Elevation

ft

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

T1 260'-240' None Solid Round A36 (36 ksi)



















PRBD20170308782



Page

5 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Elevation

ft

No. of

Mid Girts

Mid Girt Type

Mid Girt Size

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade







T13 20'-5'9'' None Solid Round A36 (36 ksi)


T14 5'9''-0' 3 Channel C4x5.4 A36 (36 ksi)

Channel C4x5.4 A36 (36 ksi)


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


Redundants in

T1 260'-240' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T2 240'-220' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T3 220'-200' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T4 200'-180' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T5 180'-160' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T6 160'-140' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T7 140'-120' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T8 120'-100' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T9 100'-80' 0.000 0.000 A36 (36 ksi)

1 1 1.05 36.000 36.000 36.000

T10 80'-60' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T11 60'-40' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T12 40'-20' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T13 20'-5'9'' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000

T14 5'9''-0' 0.000 0.000 A36 (36 ksi)

1 1 1 36.000 36.000 36.000


PRBD20170308782



Page

6 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha


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 260'-240' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 240'-220' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 220'-200' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 200'-180' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T5 180'-160' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T6 160'-140' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T7 140'-120' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T8 120'-100' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T9 100'-80' Yes No 1 1 1

0.495 0.495

1 1

0.7 0.7

0.7 0.7

1 1

1 1

T10 80'-60' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T11 60'-40' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T12 40'-20' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T13 20'-5'9'' Yes Yes 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T14 5'9''-0' Yes Yes 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.


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 260'-240' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T2 240'-220' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T3 220'-200' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T4 200'-180' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T5 180'-160' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T6 160'-140' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T7 140'-120' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T8 120'-100' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T9 100'-80' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T10 80'-60' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T11 60'-40' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1


PRBD20170308782



Page

7 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Elevation

ft


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

T12 40'-20' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T13 20'-5'9'' 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 T14 5'9''-0' 0.000 1 0.000 1 0.000 0.75 0.000 0.75 0.000 0.75 0.000 0.75 0.000 1


Tower Elevation

ft

Leg Connection

Type


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 260'-240' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T2 240'-220' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T3 220'-200' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T4 200'-180' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T5 180'-160' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T6 160'-140' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T7 140'-120' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T8 120'-100' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T9 100'-80' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T10 80'-60' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T11 60'-40' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T12 40'-20' Flange 0.750 A325N

4 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T13 20'-5'9'' Flange 0.750 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0

T14 5'9''-0' Flange 0.750 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0 0.625 A325N

0


PRBD20170308782



Page

8 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Guy Data

Guy Elevation

ft

Guy Grade

Guy Size

Initial Tension

K

%

Guy Modulus

ksi

Guy Weight

plf

Lu

ft

Anchor Radius

ft

Anchor Azimuth

Adj. °

Anchor Elevation

ft

End Fitting

Efficiency%

248.625 EHS A B C

3/4 3/4 3/4

6.996 6.996 6.996

12%12%12%

19000.00019000.00019000.000

1.155 1.155 1.155

322'6-7/32''321'10-19/32

'' 322'6-7/32''

208' 207' 208'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

208.625 EHS A B C

9/16 9/16 9/16

4.200 4.200 4.200

12%12%12%

21000.00021000.00021000.000

0.671 0.671 0.671

292'10-19/32''

292'2-3/16''292'10-19/32

''

208' 207' 208'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

156.875 EHS A B C

5/8 5/8 5/8

3.392 3.392 3.392

8% 8% 8%

21000.00021000.00021000.000

0.813 0.813 0.813

258'9-1/8'' 257'11-19/32

'' 258'9-1/8''

208' 207' 208'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

105.875 EHS A B C

9/16 9/16 9/16

2.800 2.800 2.800

8% 8% 8%

21000.00021000.00021000.000

0.671 0.671 0.671

230'2-5/8'' 229'4''

230'2-5/8''

208' 207' 208'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

51.375 EHS A B C

11/16 11/16 11/16

4.900 4.900 4.900

10%10%10%

21000.00021000.00021000.000

0.950 0.950 0.950

212'1-1/2'' 211'1-7/8'' 212'1-1/2''

208' 207' 208'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

Guy Data (cont’d)

Guy Elevation

ft

Mount Type

Torque-Arm Spread

ft

Torque-Arm Leg Angle

°

Torque-Arm Style

Torque-Arm Grade

Torque-Arm Type

Torque-Arm Size

248.625 Corner 208.625 Corner 156.875 Corner 105.875 Torque Arm 12'1-23/32'' 26.600 Bat Ear A36

(36 ksi) Single Angle L5x5x5/16

L3 1/2x5x5/16 51.375 Corner

Guy Data (cont’d)

Guy Elevation

ft

Diagonal Grade

Diagonal Type

Upper Diagonal Size

Lower Diagonal Size

Is Strap.

Pull-Off Grade

Pull-Off Type Pull-Off Size

248'7-1/2'' A572-50 (50 ksi)

Solid Round Yes A36 (36 ksi)

Flat Bar 3x3/8

208'7-1/2'' A572-50 (50 ksi)


Flat Bar 3x1/4

156'10-1/2''

A572-50 (50 ksi)


Flat Bar 3x3/8

105'10-1/2''

A572-50 (50 ksi)

Solid Round A36 (36 ksi)

Solid Round

51'4-1/2'' A572-50 (50 ksi)


Flat Bar 3x1/4


PRBD20170308782



Page

9 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Guy Data (cont’d)

Guy Elevation

ft

Cable Weight

A K

Cable Weight

B K

Cable Weight

C K

Cable Weight

D K

Tower Intercept

A ft

Tower Intercept

B ft

Tower Intercept

C ft

Tower Intercept

D ft

248.625 0.373 0.372 0.373 8'5-3/32'' 5.0 sec/pulse

8'4-11/16'' 5.0 sec/pulse

8'5-3/32'' 5.0 sec/pulse

208.625 0.197 0.196 0.197 6'8-31/32'' 4.5 sec/pulse

6'8-19/32'' 4.5 sec/pulse

6'8-31/32'' 4.5 sec/pulse

156.875 0.210 0.210 0.210 7'10-19/32'' 4.8 sec/pulse

7'10-1/32'' 4.8 sec/pulse

7'10-19/32'' 4.8 sec/pulse

105.875 0.154 0.154 0.154 6'3-5/16'' 4.3 sec/pulse

6'2-3/4'' 4.3 sec/pulse

6'3-5/16'' 4.3 sec/pulse

51.375 0.202 0.201 0.202 4'4-1/8'' 3.6 sec/pulse

4'3-21/32'' 3.6 sec/pulse

4'4-1/8'' 3.6 sec/pulse

Guy Data (cont’d)

Torque Arm Pull Off DiagonalGuy

Elevation ft

Calc K

Single Angles

Calc K

Solid Rounds

Kx Ky Kx Ky Kx Ky

248.625 No No 1 1 1 1 208.625 No No 1 1 1 1 156.875 Yes Yes 1 1 1 1 105.875 Yes Yes 1 1 1 1 1 1 51.375 No No 1 1 1 1

Guy Data (cont’d)

Torque-Arm Pull Off Diagonal Guy

Elevation ft

Bolt Size in

Number Net Width Deduct

in

U

Bolt Sizein

Number Net WidthDeduct

in

U

Bolt Sizein

Number Net WidthDeduct

in

U

248.625 0.625 A325N

0 0.000 0.75 0.625 A325X

2 0.000 1 0.625 A325N

0 0.000 0.75

208.625 0.625 A325N

0 0.000 0.75 0.625 A325N

0 0.000 1 0.625 A325N

0 0.000 0.75

156.875 0.000 A325N

0 0.000 0.75 0.625 A325X

2 0.000 1 0.625 A325N

0 0.000 0.75

105.875 0.000 A325N

0 0.000 0.75 0.625 A325N

0 0.000 1 0.625 A325N

0 0.000 0.75

51.375 0.625 A325N

0 0.000 0.75 0.625 A325N

0 0.000 1 0.625 A325N

0 0.000 0.75


PRBD20170308782



Page

10 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Guy Pressures

Guy Elevation

ft

Guy Location

z

ft

qz

ksf

qz Ice ksf

Ice Thickness

in 248.625 A

B C

124'3-3/4'' 124'3-3/4'' 124'3-3/4''

0.040 0.040 0.040

208.625 A B C

104'3-3/4'' 104'3-3/4'' 104'3-3/4''

0.039 0.039 0.039

156.875 A B C

78'5-1/4'' 78'5-1/4'' 78'5-1/4''

0.036 0.036 0.036

105.875 A B C

52'11-1/4'' 52'11-1/4'' 52'11-1/4''

0.034 0.034 0.034

51.375 A B C

25'8-1/4'' 25'8-1/4'' 25'8-1/4''

0.029 0.029 0.029

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 ATCB-B01(5/

16'') (E)

A No Ar (CaAa) 257' - 0' 0.000 0.03 3 3 0.315 0.315 0.000

LDF6-50A(1-1/4'') (E)

A No Ar (CaAa) 257' - 0' -1.000 0.22 6 3 0.750 1.550 0.001

LDF7-50A(1-5/8'') (E)

A No Ar (CaAa) 257' - 0' 0.000 0.37 6 2 0.850 0.750

1.980 0.001

LDF7-50A(1-5/8'') (E)

A No Ar (CaAa) 257' - 0' 0.000 -0.35 2 2 0.850 0.750

1.980 0.001

FB-L98B-002-XXX( 3/8'') (2 E + 1 P)

A No Ar (CaAa) 257' - 0' 0.000 0.08 3 3 0.375 0.394 0.000

WR-VG86ST-BRD(3/4'')

(E)

A No Ar (CaAa) 257' - 0' 0.000 0.12 2 1 0.750 0.795 0.001

WR-VG86ST-BRD(3/4'') (2 P + 1 E)

A No Ar (CaAa) 257' - 0' 0.000 -0.05 3 2 0.750 0.795 0.001

T-Brackets (Af) (E)

A No Af (CaAa) 257' - 0' 0.000 0 1 1 1.000 1.000 0.008

**-**-** AVA5-50(

7/8'') (E-Lighting)

C No Ar (CaAa) 260' - 129' 0.000 -0.5 1 1 0.850 0.750

1.102 0.000

AVA5-50( 7/8'')

(E-Lighting)

C No Ar (CaAa) 129' - 0' 0.000 -0.5 2 2 0.850 0.750

1.102 0.000

**-**-** Safety Line

3/8 B No Ar (CaAa) 260' - 0' 0.000 -0.15 1 1 0.375 0.375 0.000


PRBD20170308782



Page

11 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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 (E)

**-**-** **-**-**

Feed Line/Linear Appur tenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

klf **-**-**

Feed Line/Linear Ap purtenances Section Areas Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K T1 260'-240' A

B C

0.000 0.000 0.000

0.000 0.000 0.000

55.943 0.750 2.204

0.000 0.000 0.000

0.378 0.004 0.006

T2 240'-220' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 2.204

0.000 0.000 0.000

0.445 0.004 0.006

T3 220'-200' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 2.204

0.000 0.000 0.000

0.445 0.004 0.006

T4 200'-180' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 2.204

0.000 0.000 0.000

0.445 0.004 0.006

T5 180'-160' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 2.204

0.000 0.000 0.000

0.445 0.004 0.006

T6 160'-140' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 2.204

0.000 0.000 0.000

0.445 0.004 0.006

T7 140'-120' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 3.196

0.000 0.000 0.000

0.445 0.004 0.009

T8 120'-100' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 4.408

0.000 0.000 0.000

0.445 0.004 0.012

T9 100'-80' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 4.408

0.000 0.000 0.000

0.445 0.004 0.012

T10 80'-60' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 4.408

0.000 0.000 0.000

0.445 0.004 0.012

T11 60'-40' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 4.408

0.000 0.000 0.000

0.445 0.004 0.012

T12 40'-20' A B C

0.000 0.000 0.000

0.000 0.000 0.000

65.816 0.750 4.408

0.000 0.000 0.000

0.445 0.004 0.012

T13 20'-5'9'' A B

0.000 0.000

0.000 0.000

46.894 0.534

0.000 0.000

0.317 0.003


PRBD20170308782



Page

12 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K C 0.000 0.000 3.141 0.000 0.009

T14 5'9''-0' A B C

0.000 0.000 0.000

0.000 0.000 0.000

18.922 0.216 1.267

0.000 0.000 0.000

0.128 0.001 0.003

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

T1 260'-240' -1.414 -2.163 -1.489 -2.206 T2 240'-220' -1.521 -2.292 -1.599 -2.337 T3 220'-200' -1.501 -2.261 -1.578 -2.306 T4 200'-180' -1.506 -2.269 -1.584 -2.314 T5 180'-160' -1.506 -2.269 -1.584 -2.314 T6 160'-140' -1.486 -2.239 -1.563 -2.283 T7 140'-120' -1.421 -2.201 -1.498 -2.245 T8 120'-100' -1.321 -2.120 -1.396 -2.164 T9 100'-80' -1.374 -2.206 -1.453 -2.251 T10 80'-60' -1.374 -2.206 -1.453 -2.251 T11 60'-40' -1.356 -2.176 -1.433 -2.221 T12 40'-20' -1.374 -2.206 -1.453 -2.251 T13 20'-5'9'' -1.354 -2.174 -1.432 -2.219 T14 5'9''-0' -1.614 -1.492 -1.692 -1.537

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 1 ATCB-B01(5/16") 240.00 - 257.00 0.6000 0.6000T1 2 LDF6-50A(1-1/4") 240.00 - 257.00 0.6000 0.6000T1 3 LDF7-50A(1-5/8") 240.00 - 257.00 0.6000 0.6000T1 4 LDF7-50A(1-5/8") 240.00 - 257.00 0.6000 0.6000T1 5 FB-L98B-002-XXX( 3/8") 240.00 - 257.00 0.6000 0.6000T1 6 WR-VG86ST-BRD(3/4") 240.00 - 257.00 0.6000 0.6000T1 7 WR-VG86ST-BRD(3/4") 240.00 - 257.00 0.6000 0.6000T1 8 T-Brackets (Af) 240.00 - 257.00 0.6000 0.6000T1 10 AVA5-50( 7/8") 240.00 - 260.00 0.6000 0.6000T1 13 Safety Line 3/8 240.00 - 260.00 0.6000 0.6000T2 1 ATCB-B01(5/16") 220.00 - 240.00 0.6000 0.6000T2 2 LDF6-50A(1-1/4") 220.00 - 240.00 0.6000 0.6000T2 3 LDF7-50A(1-5/8") 220.00 - 240.00 0.6000 0.6000T2 4 LDF7-50A(1-5/8") 220.00 - 240.00 0.6000 0.6000T2 5 FB-L98B-002-XXX( 3/8") 220.00 - 240.00 0.6000 0.6000T2 6 WR-VG86ST-BRD(3/4") 220.00 - 240.00 0.6000 0.6000T2 7 WR-VG86ST-BRD(3/4") 220.00 - 240.00 0.6000 0.6000T2 8 T-Brackets (Af) 220.00 - 240.00 0.6000 0.6000T2 10 AVA5-50( 7/8") 220.00 - 240.00 0.6000 0.6000T2 13 Safety Line 3/8 220.00 - 240.00 0.6000 0.6000T3 1 ATCB-B01(5/16") 200.00 - 220.00 0.6000 0.6000T3 2 LDF6-50A(1-1/4") 200.00 - 220.00 0.6000 0.6000T3 3 LDF7-50A(1-5/8") 200.00 - 220.00 0.6000 0.6000T3 4 LDF7-50A(1-5/8") 200.00 - 220.00 0.6000 0.6000T3 5 FB-L98B-002-XXX( 3/8") 200.00 - 220.00 0.6000 0.6000T3 6 WR-VG86ST-BRD(3/4") 200.00 - 220.00 0.6000 0.6000


PRBD20170308782



Page

13 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Section



Ka No Ice

Ka Ice

T3 7 WR-VG86ST-BRD(3/4") 200.00 - 220.00 0.6000 0.6000T3 8 T-Brackets (Af) 200.00 - 220.00 0.6000 0.6000T3 10 AVA5-50( 7/8") 200.00 - 220.00 0.6000 0.6000T3 13 Safety Line 3/8 200.00 - 220.00 0.6000 0.6000T4 1 ATCB-B01(5/16") 180.00 - 200.00 0.6000 0.6000T4 2 LDF6-50A(1-1/4") 180.00 - 200.00 0.6000 0.6000T4 3 LDF7-50A(1-5/8") 180.00 - 200.00 0.6000 0.6000T4 4 LDF7-50A(1-5/8") 180.00 - 200.00 0.6000 0.6000T4 5 FB-L98B-002-XXX( 3/8") 180.00 - 200.00 0.6000 0.6000T4 6 WR-VG86ST-BRD(3/4") 180.00 - 200.00 0.6000 0.6000T4 7 WR-VG86ST-BRD(3/4") 180.00 - 200.00 0.6000 0.6000T4 8 T-Brackets (Af) 180.00 - 200.00 0.6000 0.6000T4 10 AVA5-50( 7/8") 180.00 - 200.00 0.6000 0.6000T4 13 Safety Line 3/8 180.00 - 200.00 0.6000 0.6000T5 1 ATCB-B01(5/16") 160.00 - 180.00 0.6000 0.6000T5 2 LDF6-50A(1-1/4") 160.00 - 180.00 0.6000 0.6000T5 3 LDF7-50A(1-5/8") 160.00 - 180.00 0.6000 0.6000T5 4 LDF7-50A(1-5/8") 160.00 - 180.00 0.6000 0.6000T5 5 FB-L98B-002-XXX( 3/8") 160.00 - 180.00 0.6000 0.6000T5 6 WR-VG86ST-BRD(3/4") 160.00 - 180.00 0.6000 0.6000T5 7 WR-VG86ST-BRD(3/4") 160.00 - 180.00 0.6000 0.6000T5 8 T-Brackets (Af) 160.00 - 180.00 0.6000 0.6000T5 10 AVA5-50( 7/8") 160.00 - 180.00 0.6000 0.6000T5 13 Safety Line 3/8 160.00 - 180.00 0.6000 0.6000T6 1 ATCB-B01(5/16") 140.00 - 160.00 0.6000 0.6000T6 2 LDF6-50A(1-1/4") 140.00 - 160.00 0.6000 0.6000T6 3 LDF7-50A(1-5/8") 140.00 - 160.00 0.6000 0.6000T6 4 LDF7-50A(1-5/8") 140.00 - 160.00 0.6000 0.6000T6 5 FB-L98B-002-XXX( 3/8") 140.00 - 160.00 0.6000 0.6000T6 6 WR-VG86ST-BRD(3/4") 140.00 - 160.00 0.6000 0.6000T6 7 WR-VG86ST-BRD(3/4") 140.00 - 160.00 0.6000 0.6000T6 8 T-Brackets (Af) 140.00 - 160.00 0.6000 0.6000T6 10 AVA5-50( 7/8") 140.00 - 160.00 0.6000 0.6000T6 13 Safety Line 3/8 140.00 - 160.00 0.6000 0.6000T7 1 ATCB-B01(5/16") 120.00 - 140.00 0.6000 0.6000T7 2 LDF6-50A(1-1/4") 120.00 - 140.00 0.6000 0.6000T7 3 LDF7-50A(1-5/8") 120.00 - 140.00 0.6000 0.6000T7 4 LDF7-50A(1-5/8") 120.00 - 140.00 0.6000 0.6000T7 5 FB-L98B-002-XXX( 3/8") 120.00 - 140.00 0.6000 0.6000T7 6 WR-VG86ST-BRD(3/4") 120.00 - 140.00 0.6000 0.6000T7 7 WR-VG86ST-BRD(3/4") 120.00 - 140.00 0.6000 0.6000T7 8 T-Brackets (Af) 120.00 - 140.00 0.6000 0.6000T7 10 AVA5-50( 7/8") 129.00 - 140.00 0.6000 0.6000T7 11 AVA5-50( 7/8") 120.00 - 129.00 0.6000 0.6000T7 13 Safety Line 3/8 120.00 - 140.00 0.6000 0.6000T8 1 ATCB-B01(5/16") 100.00 - 120.00 0.6000 0.6000T8 2 LDF6-50A(1-1/4") 100.00 - 120.00 0.6000 0.6000T8 3 LDF7-50A(1-5/8") 100.00 - 120.00 0.6000 0.6000T8 4 LDF7-50A(1-5/8") 100.00 - 120.00 0.6000 0.6000T8 5 FB-L98B-002-XXX( 3/8") 100.00 - 120.00 0.6000 0.6000T8 6 WR-VG86ST-BRD(3/4") 100.00 - 120.00 0.6000 0.6000T8 7 WR-VG86ST-BRD(3/4") 100.00 - 120.00 0.6000 0.6000T8 8 T-Brackets (Af) 100.00 - 120.00 0.6000 0.6000T8 11 AVA5-50( 7/8") 100.00 - 120.00 0.6000 0.6000T8 13 Safety Line 3/8 100.00 - 120.00 0.6000 0.6000T9 1 ATCB-B01(5/16") 80.00 - 100.00 0.6000 0.6000T9 2 LDF6-50A(1-1/4") 80.00 - 100.00 0.6000 0.6000T9 3 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T9 4 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T9 5 FB-L98B-002-XXX( 3/8") 80.00 - 100.00 0.6000 0.6000T9 6 WR-VG86ST-BRD(3/4") 80.00 - 100.00 0.6000 0.6000T9 7 WR-VG86ST-BRD(3/4") 80.00 - 100.00 0.6000 0.6000


PRBD20170308782



Page

14 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Tower Section



Ka No Ice

Ka Ice

T9 8 T-Brackets (Af) 80.00 - 100.00 0.6000 0.6000T9 11 AVA5-50( 7/8") 80.00 - 100.00 0.6000 0.6000T9 13 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000

T10 1 ATCB-B01(5/16") 60.00 - 80.00 0.6000 0.6000T10 2 LDF6-50A(1-1/4") 60.00 - 80.00 0.6000 0.6000T10 3 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T10 4 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T10 5 FB-L98B-002-XXX( 3/8") 60.00 - 80.00 0.6000 0.6000T10 6 WR-VG86ST-BRD(3/4") 60.00 - 80.00 0.6000 0.6000T10 7 WR-VG86ST-BRD(3/4") 60.00 - 80.00 0.6000 0.6000T10 8 T-Brackets (Af) 60.00 - 80.00 0.6000 0.6000T10 11 AVA5-50( 7/8") 60.00 - 80.00 0.6000 0.6000T10 13 Safety Line 3/8 60.00 - 80.00 0.6000 0.6000T11 1 ATCB-B01(5/16") 40.00 - 60.00 0.6000 0.6000T11 2 LDF6-50A(1-1/4") 40.00 - 60.00 0.6000 0.6000T11 3 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T11 4 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T11 5 FB-L98B-002-XXX( 3/8") 40.00 - 60.00 0.6000 0.6000T11 6 WR-VG86ST-BRD(3/4") 40.00 - 60.00 0.6000 0.6000T11 7 WR-VG86ST-BRD(3/4") 40.00 - 60.00 0.6000 0.6000T11 8 T-Brackets (Af) 40.00 - 60.00 0.6000 0.6000T11 11 AVA5-50( 7/8") 40.00 - 60.00 0.6000 0.6000T11 13 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000T12 1 ATCB-B01(5/16") 20.00 - 40.00 0.6000 0.6000T12 2 LDF6-50A(1-1/4") 20.00 - 40.00 0.6000 0.6000T12 3 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T12 4 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T12 5 FB-L98B-002-XXX( 3/8") 20.00 - 40.00 0.6000 0.6000T12 6 WR-VG86ST-BRD(3/4") 20.00 - 40.00 0.6000 0.6000T12 7 WR-VG86ST-BRD(3/4") 20.00 - 40.00 0.6000 0.6000T12 8 T-Brackets (Af) 20.00 - 40.00 0.6000 0.6000T12 11 AVA5-50( 7/8") 20.00 - 40.00 0.6000 0.6000T12 13 Safety Line 3/8 20.00 - 40.00 0.6000 0.6000T13 1 ATCB-B01(5/16") 5.75 - 20.00 0.6000 0.6000T13 2 LDF6-50A(1-1/4") 5.75 - 20.00 0.6000 0.6000T13 3 LDF7-50A(1-5/8") 5.75 - 20.00 0.6000 0.6000T13 4 LDF7-50A(1-5/8") 5.75 - 20.00 0.6000 0.6000T13 5 FB-L98B-002-XXX( 3/8") 5.75 - 20.00 0.6000 0.6000T13 6 WR-VG86ST-BRD(3/4") 5.75 - 20.00 0.6000 0.6000T13 7 WR-VG86ST-BRD(3/4") 5.75 - 20.00 0.6000 0.6000T13 8 T-Brackets (Af) 5.75 - 20.00 0.6000 0.6000T13 11 AVA5-50( 7/8") 5.75 - 20.00 0.6000 0.6000T13 13 Safety Line 3/8 5.75 - 20.00 0.6000 0.6000T14 1 ATCB-B01(5/16") 0.00 - 5.75 0.5729 0.5729T14 2 LDF6-50A(1-1/4") 0.00 - 5.75 0.5729 0.5729T14 3 LDF7-50A(1-5/8") 0.00 - 5.75 0.5729 0.5729T14 4 LDF7-50A(1-5/8") 0.00 - 5.75 0.5729 0.5729T14 5 FB-L98B-002-XXX( 3/8") 0.00 - 5.75 0.5729 0.5729T14 6 WR-VG86ST-BRD(3/4") 0.00 - 5.75 0.5729 0.5729T14 7 WR-VG86ST-BRD(3/4") 0.00 - 5.75 0.5729 0.5729T14 8 T-Brackets (Af) 0.00 - 5.75 0.5729 0.5729T14 11 AVA5-50( 7/8") 0.00 - 5.75 0.5729 0.5729T14 13 Safety Line 3/8 0.00 - 5.75 0.5729 0.5729


PRBD20170308782



Page

15 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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

Lightning Rod 3/4'' x 6' (E)

A None 0.000 263' No Ice 0.450 0.450 0.030

Flash Beacon (E)

C None 0.000 260' No Ice 3.000 3.000 0.100

Side Lighting (E)

A From Leg 0.500 0' 0'

0.000 129' No Ice 0.098 0.098 0.005

Side Lighting (E)

A From Leg 0.500 0' 0'

0.000 129' No Ice 0.098 0.098 0.005

Side Lighting (E)

A From Leg 0.500 0' 0'

0.000 129' No Ice 0.098 0.098 0.005

**-**-** (2) DBXCP-4545A-R2M w/

Mount Pipe (E)

A From Leg 4.000 0' 4'

0.000 257' No Ice 7.029 4.216 0.049

7251.01 w/ Mount Pipe (E)

B From Leg 4.000 0' 4'

0.000 257' No Ice 4.563 4.952 0.044

7251.01 w/ Mount Pipe (E)

C From Leg 4.000 0' 4'

0.000 257' No Ice 4.563 4.952 0.044

(2) E15Z01P13 (E)

A From Leg 4.000 0' 4'

0.000 257' No Ice 0.780 0.596 0.022

(2) RRUS-11 (E)

A From Leg 4.000 0' 4'

0.000 257' No Ice 2.784 1.187 0.048

(2) RRUS-11 (E)

B From Leg 4.000 0' 4'

0.000 257' No Ice 2.784 1.187 0.048

(2) RRUS-11 (E)

C From Leg 4.000 0' 4'

0.000 257' No Ice 2.784 1.187 0.048

DC6-48-60-18-8F (E)

A From Leg 4.000 0' 4'

0.000 257' No Ice 0.917 0.917 0.019

DC6-48-60-18-8F (E)

B From Leg 4.000 0' 4'

0.000 257' No Ice 0.917 0.917 0.019

(2) RRUS A2 MODULE (E)

A From Leg 4.000 0' 4'

0.000 257' No Ice 1.600 0.380 0.021

RRUS A2 MODULE (E)

B From Leg 4.000 0' 4'

0.000 257' No Ice 1.600 0.380 0.021

RRUS A2 MODULE (E)

C From Leg 4.000 0' 4'

0.000 257' No Ice 1.600 0.380 0.021

CBC78-DF-2X (E)

B From Leg 4.000 0' 4'

0.000 257' No Ice 0.388 0.375 0.014

CBC78-DF-2X C From Leg 4.000 0.000 257' No Ice 0.388 0.375 0.014


PRBD20170308782



Page

16 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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' 4'

(2) BSA-M65R-BUU-H6 w/ Mount Pipe

(P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 17.354 8.463 0.124

(2) SBNHH-1D85B w/ Mount Pipe

(P)

B From Leg 4.000 0' 4'

0.000 257' No Ice 8.438 7.104 0.068

(2) SBNHH-1D85B w/ Mount Pipe

(P)

C From Leg 4.000 0' 4'

0.000 257' No Ice 8.438 7.104 0.068

(2) RRUS 32 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 2.857 1.777 0.055

RRUS 32 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 2.857 1.777 0.055

RRUS 32 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 2.857 1.777 0.055

(2) RRUS 12 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 3.145 1.285 0.058

RRUS 12 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 3.145 1.285 0.058

RRUS 12 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 3.145 1.285 0.058

(2) RRUS-11 (P)

A From Leg 4.000 0' 4'

0.000 257' No Ice 2.784 1.187 0.048

(2) LGP 17503 (P)

B From Leg 4.000 0' 4'

0.000 257' No Ice 0.817 0.233 0.014

(2) LGP 17503 (P)

C From Leg 4.000 0' 4'

0.000 257' No Ice 0.817 0.233 0.014

DC6-48-60-18-8F (P)

C From Leg 4.000 0' 4'

0.000 257' No Ice 0.917 0.917 0.019

6' x 2'' Mount Pipe (E)

B From Leg 4.000 0' 0'

0.000 257' No Ice 1.425 1.425 0.022

6' x 2'' Mount Pipe (E)

C From Leg 4.000 0' 0'

0.000 257' No Ice 1.425 1.425 0.022

Sector Mount [SM 602-3] (E)

C None 0.000 257' No Ice 33.110 33.110 1.541

**-**-**


PRBD20170308782



Page

17 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Load Combinations Comb.

No. Description

1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice+1.0 Guy 3 1.2 Dead+1.6 Wind 30 deg - No Ice+1.0 Guy 4 1.2 Dead+1.6 Wind 60 deg - No Ice+1.0 Guy 5 1.2 Dead+1.6 Wind 90 deg - No Ice+1.0 Guy 6 1.2 Dead+1.6 Wind 120 deg - No Ice+1.0 Guy 7 1.2 Dead+1.6 Wind 150 deg - No Ice+1.0 Guy 8 1.2 Dead+1.6 Wind 180 deg - No Ice+1.0 Guy 9 1.2 Dead+1.6 Wind 210 deg - No Ice+1.0 Guy 10 1.2 Dead+1.6 Wind 240 deg - No Ice+1.0 Guy 11 1.2 Dead+1.6 Wind 270 deg - No Ice+1.0 Guy 12 1.2 Dead+1.6 Wind 300 deg - No Ice+1.0 Guy 13 1.2 Dead+1.6 Wind 330 deg - No Ice+1.0 Guy 14 Dead+Wind 0 deg - Service+Guy 15 Dead+Wind 30 deg - Service+Guy 16 Dead+Wind 60 deg - Service+Guy 17 Dead+Wind 90 deg - Service+Guy 18 Dead+Wind 120 deg - Service+Guy 19 Dead+Wind 150 deg - Service+Guy 20 Dead+Wind 180 deg - Service+Guy 21 Dead+Wind 210 deg - Service+Guy 22 Dead+Wind 240 deg - Service+Guy 23 Dead+Wind 270 deg - Service+Guy 24 Dead+Wind 300 deg - Service+Guy 25 Dead+Wind 330 deg - Service+Guy

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 260 - 240 3.144 25 0.217 0.516 T2 240 - 220 2.419 20 0.174 0.469 T3 220 - 200 1.880 20 0.131 0.405 T4 200 - 180 1.473 20 0.085 0.339 T5 180 - 160 1.172 20 0.066 0.283 T6 160 - 140 0.917 20 0.050 0.223 T7 140 - 120 0.746 20 0.035 0.161 T8 120 - 100 0.612 24 0.029 0.094 T9 100 - 80 0.521 24 0.014 0.052 T10 80 - 60 0.479 24 0.017 0.085 T11 60 - 40 0.387 24 0.024 0.125 T12 40 - 20 0.288 24 0.025 0.162 T13 20 - 5.75 0.169 24 0.036 0.197 T14 5.75 - 0 0.050 24 0.041 0.209


PRBD20170308782



Page

18 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 263' Lightning Rod 3/4'' x 6' 25 3.144 0.217 0.516 73369 260' Flash Beacon 25 3.144 0.217 0.516 73369 257' (2) DBXCP-4545A-R2M w/ Mount

Pipe 25 3.019 0.210 0.509 73369

248'7-1/2'' Guy 20 2.693 0.192 0.491 32250 208'7-1/2'' Guy 20 1.633 0.103 0.366 27316 156'10-1/2'' Guy 20 0.885 0.048 0.214 42636

129' Side Lighting 24 0.668 0.032 0.123 167150 105'10-1/2'' Guy 24 0.541 0.018 0.060 62945 51'4-1/2'' Guy 24 0.344 0.024 0.140 720783

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 260 - 240 47.076 2 2.469 2.712 T2 240 - 220 37.031 2 2.247 2.446 T3 220 - 200 28.166 2 1.955 2.114 T4 200 - 180 20.768 2 1.576 1.776 T5 180 - 160 14.827 2 1.286 1.503 T6 160 - 140 10.188 10 0.985 1.208 T7 140 - 120 7.342 11 0.691 0.901 T8 120 - 100 5.430 4 0.476 0.574 T9 100 - 80 4.477 4 0.240 0.371 T10 80 - 60 3.885 4 0.188 0.496 T11 60 - 40 3.038 4 0.211 0.609 T12 40 - 20 2.191 4 0.206 0.695 T13 20 - 5.75 1.245 8 0.268 0.757 T14 5.75 - 0 0.368 8 0.298 0.757

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 263' Lightning Rod 3/4'' x 6' 2 47.076 2.469 2.712 13684 260' Flash Beacon 2 47.076 2.469 2.712 13684 257' (2) DBXCP-4545A-R2M w/ Mount

Pipe 2 45.535 2.437 2.675 13684

248'7-1/2'' Guy 2 41.273 2.347 2.567 6014 208'7-1/2'' Guy 2 23.771 1.737 1.915 3129 156'10-1/2'' Guy 10 9.620 0.936 1.161 3221

129' Side Lighting 11 6.199 0.570 0.719 5008 105'10-1/2'' Guy 4 4.707 0.301 0.402 4312 51'4-1/2'' Guy 4 2.667 0.207 0.645 41907


PRBD20170308782



Page

19 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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 260 Leg A325N 0.750 4 4.195 29.821 0.141

1 Bolt Tension

Top Guy [email protected]

5

A325X 0.625 2 3.386 15.186 0.223

1 Bolt Shear

T2 240 Leg A325N 0.750 4 5.023 29.821 0.168

1 Bolt Tension

T3 220 Leg A325N 0.750 4 5.541 29.821 0.186

1 Bolt Tension

T4 200 Leg A325N 0.750 4 4.984 29.821 0.167

1 Bolt Tension

T5 180 Leg A325N 0.750 4 5.841 29.821 0.196

1 Bolt Tension

T6 160 Leg A325N 0.750 4 5.056 29.821 0.170

1 Bolt Tension

Top Guy [email protected]

5

A325X 0.625 2 2.039 15.186 0.134

1 Bolt Shear

T7 140 Leg A325N 0.750 4 5.038 29.821 0.169

1 Bolt Tension

T8 120 Leg A325N 0.750 4 4.896 29.821 0.164

1 Bolt Tension

T9 100 Leg A325N 0.750 4 3.394 29.821 0.114

1 Bolt Tension

T10 80 Leg A325N 0.750 4 3.246 29.821 0.109

1 Bolt Tension

T11 60 Leg A325N 0.750 4 3.509 29.821 0.118

1 Bolt Tension

T12 40 Leg A325N 0.750 4 3.871 29.821 0.130

1 Bolt Tension

Guy Design Data Section

No. Elevation

ft

Size

Initial Tension

K

Breaking Load

K

Actual Tu

K

Allowable Tn K

Required S.F.

Actual S.F.

T1 248'7-1/2'' (A)

(801) 3/4 EHS 6.996 58.300 32.664 34.980 1.000

1.071

248'7-1/2'' (B) (800)

3/4 EHS 6.996 58.300 32.744 34.980 1.000 1.068

248'7-1/2'' (C) (796)

3/4 EHS 6.996 58.300 32.624 34.980 1.000 1.072

T3 208'7-1/2'' (A) (807)

9/16 EHS 4.200 35.000 16.389 21.000 1.000 1.281

208'7-1/2'' (B) (806)

9/16 EHS 4.200 35.000 16.476 21.000 1.000 1.275

208'7-1/2'' (C) (802)

9/16 EHS 4.200 35.000 16.421 21.000 1.000 1.279

T6 156'10-1/2'' (A) (813)

5/8 EHS 3.392 42.400 13.209 25.440 1.000 1.926

156'10-1/2'' (B) (812)

5/8 EHS 3.392 42.400 13.312 25.440 1.000 1.911

156'10-1/2'' (C) (808)

5/8 EHS 3.392 42.400 13.280 25.440 1.000 1.916

T8 105'10-1/2'' (A) (826)

9/16 EHS 2.800 35.000 8.386 21.000 1.000 2.504

105'10-1/2'' (A) 9/16 EHS 2.800 35.000 8.660 21.000 1.000 2.425


PRBD20170308782



Page

20 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section No.

Elevation

ft

Size

Initial Tension

K

Breaking Load

K

Actual Tu

K

Allowable Tn K

Required S.F.

Actual S.F.

(827)

105'10-1/2'' (B) (820)

9/16 EHS 2.800 35.000 8.299 21.000 1.000 2.530

105'10-1/2'' (B) (821)

9/16 EHS 2.800 35.000 8.960 21.000 1.000 2.344

105'10-1/2'' (C) (814)

9/16 EHS 2.800 35.000 9.145 21.000 1.000 2.296

105'10-1/2'' (C) (815)

9/16 EHS 2.800 35.000 8.095 21.000 1.000 2.594

T11 51'4-1/2'' (A) (837)

11/16 EHS 4.900 49.000 10.493 29.400 1.000 2.802

51'4-1/2'' (B) (836)

11/16 EHS 4.900 49.000 10.527 29.400 1.000 2.793

51'4-1/2'' (C) (832)

11/16 EHS 4.900 49.000 10.511 29.400 1.000 2.797

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 260 - 240 1 3/4 20' 2'9'' 75.4

K=1.00 2.405 -50.228 71.402 0.703 1

T2 240 - 220 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -57.519 71.402 0.806 1

T3 220 - 200 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -71.472 71.402 1.001 1

4.8.1 (1.00 CR) - 141/3 T4 200 - 180 1 3/4 20' 2'9'' 75.4

K=1.00 2.405 -63.356 71.402 0.887 1

T5 180 - 160 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -66.606 71.402 0.933 1

T6 160 - 140 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -69.676 71.402 0.976 1

T7 140 - 120 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -57.891 71.402 0.811 1

T8 120 - 100 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -67.627 71.402 0.947 1

T9 100 - 80 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -56.329 71.402 0.789 1

T10 80 - 60 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -39.782 71.402 0.557 1

T11 60 - 40 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -43.122 71.402 0.604 1

T12 40 - 20 1 3/4 20' 2'9'' 75.4 K=1.00

2.405 -46.551 71.402 0.652 1

T13 20 - 5.75 2 14'3'' 2'9'' 66.0 3.142 -46.207 102.811 0.449 1


PRBD20170308782



Page

21 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn K=1.00

T14 5.75 - 0 2 6'1-1/8'' 1'6-9/32''

36.6 K=1.00

3.142 -45.240 128.203 0.353 1

1 P u / Pn controls

Diagonal Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T1 260 - 240 3/4 4'5-13/3

2'' 2'1-19/3

2'' 122.9

K=0.90 0.442 -6.090 6.467 0.942 1

T2 240 - 220 3/4 4'5-13/32''

2'1-19/32''

122.9 K=0.90

0.442 -3.216 6.467 0.497 1

T3 220 - 200 3/4 4'5-13/32''

2'1-19/32''

122.9 K=0.90

0.442 -3.720 6.467 0.575 1

T4 200 - 180 7/8 4'5-13/32''

2'1-19/32''

107.1 K=0.91

0.601 -3.729 10.657 0.350 1

T5 180 - 160 7/8 4'5-13/32''

2'1-19/32''

107.1 K=0.91

0.601 -4.285 10.657 0.402 1

T6 160 - 140 7/8 4'5-13/32''

2'1-19/32''

107.1 K=0.91

0.601 -4.979 10.657 0.467 1

T7 140 - 120 7/8 4'5-13/32''

2'1-19/32''

107.1 K=0.91

0.601 -4.037 10.657 0.379 1

T8 120 - 100 7/8 4'5-13/32''

2'1-19/32''

107.1 K=0.91

0.601 -4.486 10.657 0.421 1

T9 100 - 80 3/4'' w/ 1'' SR with Crosby 4'5-13/32''

4'3-3/16''

135.1 K=0.50

0.442 -4.262 5.465 0.780 1

T10 80 - 60 3/4 4'5-13/32''

4'3-3/16''

191.1 K=0.70

0.442 -1.916 2.733 0.701 1

T11 60 - 40 3/4 4'5-13/32''

4'3-3/16''

191.1 K=0.70

0.442 -2.740 2.733 1.003 1

4.8.1 (1.00 CR) - 672 T12 40 - 20 3/4 4'5-13/3

2'' 4'3-3/16'

' 191.1

K=0.70 0.442 -1.969 2.733 0.720 1

T13 20 - 5.75 3/4 4'5-13/32''

4'2-7/8'' 189.9 K=0.70

0.442 -1.804 2.767 0.652 1

1 P u / Pn controls


PRBD20170308782



Page

22 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Horizontal Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T1 260 - 240 3/4 3'6'' 3'4-1/4'' 150.3

K=0.70 0.442 -1.471 4.420 0.333 1

T2 240 - 220 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.110 4.420 0.025 1

T3 220 - 200 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.834 4.420 0.189 1

T8 120 - 100 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -1.930 4.420 0.437 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.976 4.420 0.221 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.689 4.420 0.156 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.747 4.420 0.169 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.806 4.420 0.182 1

T13 20 - 5.75 3/4 3'6'' 3'4'' 149.3 K=0.70

0.442 -0.800 4.475 0.179 1

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 260 - 240 3/4 3'6'' 3'4-1/4'' 150.3

K=0.70 0.442 -0.134 4.420 0.030 1

T4 200 - 180 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.254 4.420 0.058 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -1.236 4.420 0.280 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.374 4.420 0.085 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.569 4.420 0.129 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.649 4.420 0.147 1

T13 20 - 5.75 3/4 3'6'' 3'4'' 149.3 K=0.70

0.442 -0.162 4.475 0.036 1

1 P u / Pn controls


PRBD20170308782



Page

23 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Bottom Girt Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T2 240 - 220 3/4 3'6'' 3'4-1/4'' 150.3

K=0.70 0.442 -0.599 4.420 0.136 1

T5 180 - 160 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.339 4.420 0.077 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.778 4.420 0.176 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.725 4.420 0.164 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.786 4.420 0.178 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 150.3 K=0.70

0.442 -0.101 4.420 0.023 1

1 P u / Pn controls

Mid Girt Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T14 5.75 - 0 C4x5.4 1'9'' 1'7'' 42.3

K=1.00 1.590 -0.057 46.882 0.001 1

1 P u / Pn controls

Torque-Arm Bottom Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T8 120 - 100 (818) L3 1/2x5x5/16 6'9-15/1

6'' 6'9'' 112.9

K=1.07 2.560 -12.577 41.922 0.300 1

T8 120 - 100 (819) L3 1/2x5x5/16 6'9-15/16''

6'9'' 112.9 K=1.07

2.560 -12.215 41.922 0.291 1

T8 120 - 100 (824) L3 1/2x5x5/16 6'9-15/16''

6'9'' 112.9 K=1.07

2.560 -12.239 41.922 0.292 1

T8 120 - 100 (825) L3 1/2x5x5/16 6'9-15/16''

6'9'' 112.9 K=1.07

2.560 -11.989 41.922 0.286 1

T8 120 - 100 (830) L3 1/2x5x5/16 6'9-15/16''

6'9'' 112.9 K=1.07

2.560 -12.405 41.922 0.296 1

T8 120 - 100 (831) L3 1/2x5x5/16 6'9-15/16''

6'9'' 112.9 K=1.07

2.560 -12.061 41.922 0.288 1

1 P u / Pn controls


PRBD20170308782



Page

24 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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 260 - 240 1 3/4 20' 2'9'' 75.4 2.405 36.877 108.238 0.341 1

T2 240 - 220 1 3/4 20' 4-1/2'' 10.3 2.405 16.502 108.238 0.152 1

T3 220 - 200 1 3/4 20' 2'9'' 75.4 2.405 24.969 108.238 0.231 1

4.8.1 (1.00 CR) - 141/4 T4 200 - 180 1 3/4 20' 4-1/2'' 10.3 2.405 4.575 108.238 0.042 1

T5 180 - 160 1 3/4 20' 4-1/2'' 10.3 2.405 2.605 108.238 0.024 1

T6 160 - 140 1 3/4 20' 2'9'' 75.4 2.405 4.693 108.238 0.043 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 260 - 240 3/4 4'5-13/3

2'' 2'1-19/3

2'' 136.5 0.442 6.575 14.314 0.459 1

T2 240 - 220 3/4 4'5-13/32''

2'1-19/32''

136.5 0.442 1.772 14.314 0.124 1

T3 220 - 200 3/4 4'5-13/32''

2'1-19/32''

136.5 0.442 2.560 14.314 0.179 1

T4 200 - 180 7/8 4'5-13/32''

2'1-19/32''

117.0 0.601 1.891 19.483 0.097 1

T5 180 - 160 7/8 4'5-13/32''

2'1-19/32''

117.0 0.601 1.976 19.483 0.101 1

T6 160 - 140 7/8 4'5-13/32''

2'1-19/32''

117.0 0.601 2.628 19.483 0.135 1

T7 140 - 120 7/8 4'5-13/32''

2'1-19/32''

117.0 0.601 1.320 19.483 0.068 1

T8 120 - 100 7/8 4'5-13/32''

2'1-19/32''

117.0 0.601 2.272 19.483 0.117 1

T9 100 - 80 3/4'' w/ 1'' SR with Crosby 4'5-13/32''

4'3-3/16''

273.0 0.442 3.605 14.314 0.252 1

T10 80 - 60 3/4 4'5-13/32''

4'3-3/16''

273.0 0.442 1.410 14.314 0.098 1

T11 60 - 40 3/4 4'5-13/32''

4'3-3/16''

273.0 0.442 2.565 14.314 0.179 1


PRBD20170308782



Page

25 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T12 40 - 20 3/4 4'5-13/3

2'' 4'3-3/16'

' 273.0 0.442 1.642 14.314 0.115 1

T13 20 - 5.75 3/4 4'5-13/32''

4'2-7/8'' 271.3 0.442 1.100 14.314 0.077 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 T1 260 - 240 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.659 14.314 0.186 1

T2 240 - 220 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.504 14.314 0.105 1

T3 220 - 200 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.144 14.314 0.150 1

T4 200 - 180 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.266 14.314 0.158 1

T5 180 - 160 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.335 14.314 0.163 1

T6 160 - 140 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.701 14.314 0.189 1

T7 140 - 120 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.523 14.314 0.176 1

T8 120 - 100 3/4 3'6'' 3'4-1/4'' 214.7 0.442 7.397 14.314 0.517 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.976 14.314 0.068 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.689 14.314 0.048 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.220 14.314 0.155 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.806 14.314 0.056 1

T13 20 - 5.75 3/4 3'6'' 3'4'' 213.3 0.442 0.800 14.314 0.056 1

1 P u / Pn controls


PRBD20170308782



Page

26 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

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 260 - 240 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.155 14.314 0.011 1

T2 240 - 220 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.957 14.314 0.067 1

T3 220 - 200 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.591 14.314 0.041 1

T4 200 - 180 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.668 14.314 0.117 1

T5 180 - 160 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.242 14.314 0.087 1

T6 160 - 140 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.322 14.314 0.092 1

T7 140 - 120 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.550 14.314 0.108 1

T8 120 - 100 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.331 14.314 0.093 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 214.7 0.442 2.022 14.314 0.141 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.849 14.314 0.059 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.997 14.314 0.070 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.804 14.314 0.056 1

T13 20 - 5.75 3/4 3'6'' 3'4'' 213.3 0.442 0.315 14.314 0.022 1

T14 5.75 - 0 C4x5.4 3'6'' 3'4'' 89.1 1.590 7.351 51.516 0.143 1

1 P u / Pn controls

Bottom 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 260 - 240 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.786 14.314 0.055 1

T2 240 - 220 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.225 14.314 0.086 1

T3 220 - 200 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.881 14.314 0.062 1

T4 200 - 180 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.289 14.314 0.090 1

T5 180 - 160 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.789 14.314 0.125 1

T6 160 - 140 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.293 14.314 0.090 1


PRBD20170308782



Page

27 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn

T7 140 - 120 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.545 14.314 0.108 1

T8 120 - 100 3/4 3'6'' 3'4-1/4'' 214.7 0.442 1.987 14.314 0.139 1

T9 100 - 80 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.598 14.314 0.042 1

T10 80 - 60 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.679 14.314 0.047 1

T11 60 - 40 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.900 14.314 0.063 1

T12 40 - 20 3/4 3'6'' 3'4-1/4'' 214.7 0.442 0.224 14.314 0.016 1

T13 20 - 5.75 3/4 3'6'' 3'4'' 213.3 0.442 1.454 14.314 0.102 1

1 P u / Pn controls

Mid Girt Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T14 5.75 - 0 C4x5.4 2'7-1/2'' 2'5-1/2'' 65.7 1.590 0.210 51.516 0.004 1

1 P u / Pn controls

Top Guy Pull-Off Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T1 260 - 240 3x3/8 3'6'' 3'4-1/4'' 371.8 1.125 6.771 36.450 0.186 1 T3 220 - 200 3x1/4 3'6'' 3'4-1/4'' 557.7 0.750 3.219 24.300 0.132 1

L/R > 500 (T) - 805 T6 160 - 140 3x3/8 3'6'' 3'4-1/4'' 371.8 1.125 4.078 36.450 0.112 1 T11 60 - 40 3x1/4 3'6'' 3'4-1/4'' 557.7 0.750 3.770 24.300 0.155 1

L/R > 500 (T) - 834

1 P u / Pn controls


PRBD20170308782



Page

28 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Top Guy Pull-Off Bending Design Data Section

No. Elevation

ft

Size

Mux

kip-ft

Mnx

kip-ft

Ratio Mux

Mnx

Muy

kip-ft

Mny

kip-ft

Ratio Muy

Mny T1 260 - 240 3x3/8 0.000 2.278 0.000 0.000 0.285 0.000 T3 220 - 200 3x1/4 0.000 1.519 0.000 0.000 0.127 0.000 T6 160 - 140 3x3/8 0.000 2.278 0.000 0.000 0.285 0.000 T11 60 - 40 3x1/4 0.000 1.519 0.000 0.000 0.127 0.000

Top Guy Pull-Off Interaction Design Data Section

No. Elevation

ft

Size

Ratio Pu

Pn

Ratio Mux

Mnx

Ratio Muy

Mny

Comb. Stress Ratio

Allow. Stress Ratio

Criteria

T1 260 - 240 3x3/8 0.186 0.000 0.000 0.186 1 1.000 4.8.1

T3 220 - 200 3x1/4 0.132 0.000 0.000 0.132 1 1.000 4.8.1

T6 160 - 140 3x3/8 0.112 0.000 0.000 0.112 1 1.000 4.8.1

T11 60 - 40 3x1/4 0.155 0.000 0.000 0.155 1 1.000 4.8.1

1 P u / Pn controls

Torque-Arm Top Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T8 120 - 100 (816) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 11.707 98.172 0.119 1

T8 120 - 100 (817) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 12.702 98.172 0.129 1

T8 120 - 100 (822) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 10.368 98.172 0.106 1

T8 120 - 100 (823) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 10.726 98.172 0.109 1

T8 120 - 100 (828) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 11.105 98.172 0.113 1

T8 120 - 100 (829) L5x5x5/16 6'3'' 6'2-1/8'' 47.2 3.030 12.401 98.172 0.126 1

1 P u / Pn controls


PRBD20170308782



Page

29 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Torque-Arm Bottom Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T8 120 - 100 (818) L3 1/2x5x5/16 6'9-15/1

6'' 6'9'' 78.6 2.560 1.530 82.944 0.018 1

T8 120 - 100 (819) L3 1/2x5x5/16 6'9-15/16''

6'9'' 78.6 2.560 1.505 82.944 0.018 1

T8 120 - 100 (824) L3 1/2x5x5/16 6'9-15/16''

6'9'' 78.6 2.560 1.602 82.944 0.019 1

T8 120 - 100 (825) L3 1/2x5x5/16 6'9-15/16''

6'9'' 78.6 2.560 1.607 82.944 0.019 1

T8 120 - 100 (830) L3 1/2x5x5/16 6'9-15/16''

6'9'' 78.6 2.560 1.559 82.944 0.019 1

T8 120 - 100 (831) L3 1/2x5x5/16 6'9-15/16''

6'9'' 78.6 2.560 1.384 82.944 0.017 1

1 P u / Pn controls


PRBD20170308782



Page

30 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section Capacity Table

Section No.

Elevation ft

Component Type

Size CriticalElement

P K

øPallow

K %

Capacity Pass Fail

T1 260 - 240 Leg 1 3/4 3 -50.228 71.402 70.3 Pass T2 240 - 220 Leg 1 3/4 72 -57.519 71.402 80.6 Pass T3 220 - 200 Leg 1 3/4 141 -71.472 71.402 100.1 Fail T4 200 - 180 Leg 1 3/4 210 -63.356 71.402 88.7 Pass T5 180 - 160 Leg 1 3/4 279 -66.606 71.402 93.3 Pass T6 160 - 140 Leg 1 3/4 348 -69.676 71.402 97.6 Pass T7 140 - 120 Leg 1 3/4 417 -57.891 71.402 81.1 Pass T8 120 - 100 Leg 1 3/4 486 -67.627 71.402 94.7 Pass T9 100 - 80 Leg 1 3/4 555 -56.329 71.402 78.9 Pass T10 80 - 60 Leg 1 3/4 601 -39.782 71.402 55.7 Pass T11 60 - 40 Leg 1 3/4 651 -43.122 71.402 60.4 Pass T12 40 - 20 Leg 1 3/4 697 -46.551 71.402 65.2 Pass T13 20 - 5.75 Leg 2 745 -46.207 102.811 44.9 Pass T14 5.75 - 0 Leg 2 781 -45.240 128.203 35.3 Pass T1 260 - 240 Diagonal 3/4 50 -6.090 6.467 94.2 Pass T2 240 - 220 Diagonal 3/4 84 -3.216 6.467 49.7 Pass T3 220 - 200 Diagonal 3/4 149 -3.720 6.467 57.5 Pass T4 200 - 180 Diagonal 7/8 272 -3.729 10.657 35.0 Pass T5 180 - 160 Diagonal 7/8 291 -4.285 10.657 40.2 Pass T6 160 - 140 Diagonal 7/8 414 -4.979 10.657 46.7 Pass T7 140 - 120 Diagonal 7/8 429 -4.037 10.657 37.9 Pass T8 120 - 100 Diagonal 7/8 498 -4.486 10.657 42.1 Pass T9 100 - 80 Diagonal 3/4'' w/ 1'' SR with Crosby 600 -4.262 5.465 78.0 Pass T10 80 - 60 Diagonal 3/4 610 -1.916 2.733 70.1 Pass T11 60 - 40 Diagonal 3/4 672 -2.740 2.733 100.3 Fail T12 40 - 20 Diagonal 3/4 744 -1.969 2.733 72.0 Pass T13 20 - 5.75 Diagonal 3/4 756 -1.804 2.767 65.2 Pass T1 260 - 240 Horizontal 3/4 43 -1.471 4.420 33.3 Pass T2 240 - 220 Horizontal 3/4 87 1.504 14.314 10.5 Pass T3 220 - 200 Horizontal 3/4 181 -0.834 4.420 18.9 Pass T4 200 - 180 Horizontal 3/4 225 2.266 14.314 15.8 Pass T5 180 - 160 Horizontal 3/4 294 2.335 14.314 16.3 Pass T6 160 - 140 Horizontal 3/4 399 2.701 14.314 18.9 Pass T7 140 - 120 Horizontal 3/4 432 2.523 14.314 17.6 Pass T8 120 - 100 Horizontal 3/4 510 7.397 14.314 51.7 Pass T9 100 - 80 Horizontal 3/4 567 -0.976 4.420 22.1 Pass T10 80 - 60 Horizontal 3/4 613 -0.689 4.420 15.6 Pass T11 60 - 40 Horizontal 3/4 662 -0.747 4.420 16.9 Pass T12 40 - 20 Horizontal 3/4 709 -0.806 4.420 18.2 Pass T13 20 - 5.75 Horizontal 3/4 757 -0.800 4.475 17.9 Pass T1 260 - 240 Top Girt 3/4 4 -0.134 4.420 3.0 Pass T2 240 - 220 Top Girt 3/4 73 0.957 14.314 6.7 Pass T3 220 - 200 Top Girt 3/4 142 0.591 14.314 4.1 Pass T4 200 - 180 Top Girt 3/4 213 1.668 14.314 11.7 Pass T5 180 - 160 Top Girt 3/4 282 1.242 14.314 8.7 Pass T6 160 - 140 Top Girt 3/4 350 1.322 14.314 9.2 Pass T7 140 - 120 Top Girt 3/4 419 1.550 14.314 10.8 Pass T8 120 - 100 Top Girt 3/4 488 1.331 14.314 9.3 Pass T9 100 - 80 Top Girt 3/4 558 -1.236 4.420 28.0 Pass T10 80 - 60 Top Girt 3/4 606 -0.374 4.420 8.5 Pass T11 60 - 40 Top Girt 3/4 652 -0.569 4.420 12.9 Pass T12 40 - 20 Top Girt 3/4 701 -0.649 4.420 14.7 Pass T13 20 - 5.75 Top Girt 3/4 749 -0.162 4.475 3.6 Pass T14 5.75 - 0 Top Girt C4x5.4 784 7.351 51.516 14.3 Pass T1 260 - 240 Bottom Girt 3/4 9 0.786 14.314 5.5 Pass T2 240 - 220 Bottom Girt 3/4 76 -0.599 4.420 13.6 Pass T3 220 - 200 Bottom Girt 3/4 147 0.881 14.314 6.2 Pass T4 200 - 180 Bottom Girt 3/4 216 1.289 14.314 9.0 Pass


PRBD20170308782



Page

31 of 31


Project

Date

16:28:54 06/22/16 Tulsa, OK 74119

Phone: (918) 587-4630 FAX: (918) 295-0265

Client Crown Castle

Designed by

ushrestha

Section No.

Elevation ft

Component Type

Size CriticalElement

P K

øPallow

K %

Capacity Pass Fail

T5 180 - 160 Bottom Girt 3/4 285 1.789 14.314 12.5 Pass T6 160 - 140 Bottom Girt 3/4 354 1.293 14.314 9.0 Pass T7 140 - 120 Bottom Girt 3/4 423 1.545 14.314 10.8 Pass T8 120 - 100 Bottom Girt 3/4 490 1.987 14.314 13.9 Pass T9 100 - 80 Bottom Girt 3/4 561 -0.778 4.420 17.6 Pass T10 80 - 60 Bottom Girt 3/4 608 -0.725 4.420 16.4 Pass T11 60 - 40 Bottom Girt 3/4 657 -0.786 4.420 17.8 Pass T12 40 - 20 Bottom Girt 3/4 705 -0.101 4.420 2.3 Pass T13 20 - 5.75 Bottom Girt 3/4 753 1.454 14.314 10.2 Pass T14 5.75 - 0 Mid Girt C4x5.4 793 0.210 51.516 0.4 Pass T1 260 - 240 Guy [email protected] 3/4 801 32.664 34.980 93.4 Pass T3 220 - 200 Guy [email protected] 9/16 807 16.389 21.000 78.0 Pass T6 160 - 140 Guy [email protected] 5/8 813 13.209 25.440 51.9 Pass T8 120 - 100 Guy [email protected] 9/16 827 8.660 21.000 41.2 Pass T11 60 - 40 Guy [email protected] 11/16 837 10.493 29.400 35.7 Pass T1 260 - 240 Guy [email protected] 3/4 800 32.744 34.980 93.6 Pass T3 220 - 200 Guy [email protected] 9/16 806 16.476 21.000 78.5 Pass T6 160 - 140 Guy [email protected] 5/8 812 13.312 25.440 52.3 Pass T8 120 - 100 Guy [email protected] 9/16 821 8.960 21.000 42.7 Pass T11 60 - 40 Guy [email protected] 11/16 836 10.527 29.400 35.8 Pass T1 260 - 240 Guy [email protected] 3/4 796 32.624 34.980 93.3 Pass T3 220 - 200 Guy [email protected] 9/16 802 16.421 21.000 78.2 Pass T6 160 - 140 Guy [email protected] 5/8 808 13.280 25.440 52.2 Pass T8 120 - 100 Guy [email protected] 9/16 814 9.145 21.000 43.5 Pass T11 60 - 40 Guy [email protected] 11/16 832 10.511 29.400 35.8 Pass T1 260 - 240 Top Guy

[email protected] 3x3/8 797 6.771 36.450 18.6

22.3 (b) Pass


3x1/4 805 3.219 24.300 13.2 Pass


3x3/8 811 4.078 36.450 11.2 13.4 (b)

Pass

T11 60 - 40 Top Guy [email protected] 3x1/4 834 3.770 24.300 15.5 Pass T8 120 - 100 Torque Arm [email protected] L5x5x5/16 817 12.702 98.172 12.9 Pass T8 120 - 100 Torque Arm

[email protected] L3 1/2x5x5/16 818 -12.577 41.922 30.0 Pass

Summary Leg (T3) 100.1 Fail Diagonal

(T11) 100.3 Fail

Horizontal (T8)

51.7 Pass

Top Girt (T9)

28.0 Pass

Bottom Girt (T11)

17.8 Pass

Mid Girt (T14)

0.4 Pass

Guy A (T1) 93.4 Pass Guy B (T1) 93.6 Pass Guy C (T1) 93.3 Pass Top Guy

Pull-Off (T1)

22.3 Pass

Torque Arm Top (T8)

12.9 Pass

Torque Arm Bottom (T8)

30.0 Pass

Bolt Checks 22.3 Pass RATING = 100.3 Fail


PRBD20170308782

APPENDIX B

BASE LEVEL DRAWING


PRBD20170308782

BU: 844061


PRBD20170308782

APPENDIX C

ADDITIONAL CALCULATIONS


PRBD20170308782

CCI Foundation Tool Suite ‐ Guyed Drilled Pier Base

CCIFTS 1.2.108.14286 ‐ Phase 1‐2 Date: 6/22/2016

BU: 844061

Site Name: Lake Trafford, FLApp Number: 328847 Rev.5Work Order: 1248031

Guyed Drilled Pier Base

Input

Criteria

TIA Revision: G

ACI 318 Revision: 2008

Seismic Category: B

Forces

Dead Load Axial 0 kips

Dead Load Wind 121 kips

Shear 2 kips

Moment 0 k‐ftSwelling Force 0 kips

Foundation Dimensions

Pier Diameter: 4 ft

Ext. above grade: 0 ft

Depth below grade: 20 ft

Material Properties 12 *Steel is unknownNumber of Rebar: 8 0.5% code minimum was assumed

Rebar Size: 8

Tie Size 3

Rebar tensile strength: 60 ksi

Concrete Strength: 3000 psi

Ultimate Concrete Strain 0.003 in/in

Clear Cover to Ties: 3 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 2 0 2 115 0 0 0 0 0

2 2 2 4 115 31 0.2 0.3 0

3 2 4 6 53 31 0.3 0.45 0

4 2 6 8 58 33 0.4 0.6 0

5 5 8 13 58 33 0.5 0.75 0

6 4 13 17 58 33 0.6 0.9 0

7 3 17 20 58 33 0.8 1.2 15

Analysis ResultsConcrete/Steel Check

Soil Lateral Capacity Mu (from soil analysis) 13.20 k‐ftDepth to Zero Shear: 9.82 ft φMn 995.32 k‐ftMax Moment, Mu: 13.20 k‐ft RATING: 1.3%

Soil Safety Factor: 84.82

Safety Factor Req'd: 1.33

RATING: 1.6% rho provided 0.52

rho required 0.33 OK

Soil Axial CapacitySkin Friction (k): 128.65 kips Rebar Spacing 9.5

End Bearing (k): 113.10 kips Spacing required 16.0 OK

Comp. Capacity (k), φCn: 241.75 kips

Comp. (k), Cu: 121.00 kips

RATING: 50.1% Dev. Length required 9.9

Dev. Length provided 43.8 OK

Overall Foundation Rating: 50.1%

(8) ‐ #8

#3 Tie Size

20'

20'

0'

4'

" C.C.

Page 1 of 1


PRBD20170308782

CCI Foundation Tool Suite ‐ Guyed Drilled Pier Anchor

CCIFTS 1.2.108.14286 ‐ Phase 1‐2 Date: 6/23/2016

BU: 844061

Site Name: Lake Trafford, FLApp Number: 328847 Rev.5Work Order: 1248031

Guyed Drilled Pier Anchor

Input

Criteria

TIA Revision: G

ACI 318 Revision: 2008

Seismic Category: B

Forces

Uplift 53 kips

Shear 69 kips

Moment 0 k‐ftSwelling Force 0 kips

Foundation Dimensions

Pier Diameter: 4 ft

Ext. above grade: 1 ft

Depth below grade: 20 ft

Material PropertiesNumber of Rebar: 8 *Steel is unknownRebar Size: 8 0.5% code minimum was assumed

Tie Size 3

Rebar tensile strength: 60 ksi

Concrete Strength: 3000 psi

Ultimate Concrete Strain 0.003 in/in

Clear Cover to Ties: 3 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 2 0 2 115 0 0 0 0 0

2 2 2 4 115 31 0.2 0.3 0

3 2 4 6 53 31 0.3 0.45 0

4 2 6 8 58 33 0.4 0.6 0

5 5 8 13 58 33 0.5 0.75 0

6 4 13 17 58 33 0.6 0.9 0

7 3 17 20 58 33 0.8 1.2 15

Analysis ResultsConcrete/Steel Check

Soil Lateral Capacity Mu (from soil analysis) 511.11 k‐ftDepth to Zero Shear: 9.5 ft φMn 490.55 k‐ftMax Moment, Mu: 511.1 k‐ft RATING: 104.2%

Soil Safety Factor: 2.3Safety Factor Req'd: 1.33

RATING: 57.6%

rho provided (%) 0.35

Soil Axial Capacity rho required (%) 0.33 OK

Concrete Weight: 24.3 kips

Skin Friction: 85.8 kips Rebar Spacing 14.8

Soil Cone: kips Spacing required 16.0 OK

Uplift Capacity (k), φTn: 110.1 kips

Uplift (k), Tu: 53.0 kips

RATING: 48.1% Dev. Length required 10.3

Dev. Length provided 43.8 OK

Overall Foundation Rating: 104.2%

(8) ‐ #8

#3 Tie Size

21'

20'

1'

4'

3" C.C.

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APPENDIX D

TOWER MODIFICATION DRAWINGS


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