carrier designation: at&t mobilitydocuments.brunswickcountync.gov/bcms/0/edoc/556719...antenna...

tnxTower Report - version 7.0.5.1

August 23, 2016 Holly Haas John W. Kelly P.E. Engineering, P.C. 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: AT&T Mobility Co-Locate Carrier Site Number: 478-013 Carrier Site Name: 478-013 Crown Castle Designation: Crown Castle BU Number: 812822 Crown Castle Site Name: PERK 478-013 Crown Castle JDE Job Number: 385612 Crown Castle Work Order Number: 1263816 Crown Castle Application Number: 349700 Rev. 3 Engineering Firm Designation: Project Number: 97385.010.01A Site Data: 25 Collins Way NE, Leland, Brunswick County, NC Latitude 34° 12' 38.9'', Longitude -78° 2' 5.6'' 300 Foot - Guyed Tower Dear Holly Haas, We are 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 928694, in accordance with application 349700, revision 3. 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. The analysis has been performed in accordance with the TIA-222-G standard and the 2012 North Carolina Building Code based upon a wind speed of 129 mph 3-second gust, exposure category C with topographic category 1 and crest height of 0 feet. 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 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: John W. Kelly P.E. Engineering, P.C. Jacob Johnson, E.I.T. John W. Kelly, P.E., S.E. Project Engineer President COA: C-4171 Expires: 06/30/2017

Reviewed For Code Compliance

A sealed 3rd partyinspection report for the celltower upgrade at the finalinspection.ART 9.13.2016

August 23, 2016 300 Ft Guyed Tower Structural Analysis Report CCI BU No. 812822 Project Number 97385.010.01A, Application 349700, Revision 3


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 300 ft. Guyed tower designed by ROHN in February of 1996. The tower was originally designed for a wind speed of 105 mph per TIA/EIA-222-E. The tower has been modified multiple times to accommodate the additional loading and those modifications were 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 130 mph with no ice and 60 mph under service loads, exposure category C 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

292.0 296.0

3 Ericsson RRUS 32

1 7/8 -- 3 KMW Comm. EPBQ-652L8H8

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

292.0 3 -- 2.5 Sch. 40x 15ft stabilizer

Table 2 - Existing and Reserved Antenna and Cable Information

Mounting Level (ft)


(ft)

Number of

Antennas



Feed Line

Size (in)Note

293.0 293.0 3 Ericsson TME-RRUS-11

-- -- 1 1 -- Pipe Mount [PM 602-1]

292.0 296.0

3 Ericsson RRUS-11 -- -- 3

3 Commscope SBNHH-1D65C

2 2 12

3/8 7/8

2-1/4 1

3 Ericsson RRUS 12

3 Ericsson RRUS A2

3 Kathrein 742 352

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

292.0 1 -- Sector Mount [SM 1303-3]

250.0 250.0

6 Amphenol WBX045T19R000G

18 1-5/8 1

3 Andrew CBC71921-DF

6 Andrew ETW200VS12UB

3 Antel BXA-70080-8CF-EDIN-2

3 Commscope E15Z09P93

1 -- Sector Mount [SM 502-3]

1 CSS X7C-FRO-640-VR0

1 1-5/8 2



3 Ericsson RRUS12/RRUS A2

1 Raycap RHSDC-3315-PF-48

242.0 243.0

3 Alcatel Lucent 800MHz 2X50W RRH W/Filter

3 1-1/4 1

3 Alcatel Lucent PCS 1900MHz 4x45W-65MHz

1 Powerwave Tech. P40-16-XLPP-RR-A

2 RFS Celwave APXVSPP18-C-A20

242.0 1 Sector Mount [SM 501-3] Reviewed For Code Compliance



Mounting Level (ft)


(ft)

Number of

Antennas



Feed Line

Size (in)Note

230.0 231.0

4 Ericsson KRY 112 89/5

6 1-5/8 1 4 RFS Celwave APXV18-209015-C

230.0 1 -- Sector Mount [SM 502-3]

200.0

203.0 6 Ericsson RRUS 11

2 6

1-5/8 1-1/4

1 200.0

3 Antel BXA-80063/8CF

9 Ericsson RRUS 11

6 Kaelus DBC0056F1Vx-1

3 KMW Comm. AM-X-CD-17-65-00T-RET

1 -- Sector Mount [SM 502-3] 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)


(ft)

Number of

Antennas



Feed Line Size

(in)

300.0 300.0 3 Generic Smart BTS Panel Antennas w/ Mounts 12 2-1/4

290.0 290.0 2 Generic 8’ Std. Dishes w/ Radome 2 EW90

283.0 283.0 12 Decibel DB874 w/ 15’ Mounting Frame 12 2-1/4 3) ANALYSIS PROCEDURE

Table 4 - Documents Provided

Document Remarks Reference Source

Online Application Verizon Wireless Co-Locate, Rev# 3 349700 CCI Sites

Tower Manufacturer Drawing Rohn, Eng. File No. 32458PM 85199 CCI Sites

Tower Modification Drawing Arcadis Geraghty and Miller, Date:05/26/1999 85171 CCI Sites

Tower Modification Drawing TEP, Date:10/02/2008 2324407 CCI Sites

Post-Modification Inspection TEP, Date:07/09/2009 2458689 CCI Sites

Tower Modification Drawing PJF, Date:06/15/2011 2905092 CCI Sites

Post-Modification Inspection TEP, Date:11/11/2011 3025189 CCI Sites

Tower Modification Drawing PJF, Date:10/19/2012 3353085 CCI Sites

Post-Modification Inspection FDH, Date:10/15/2013 4025675 CCI Sites

Tower Modification Drawing B+T Group, Date: 10/22/2015 5948092 CCI Sites

Post-Modification Inspection TEP, Date: 02/03/2016 6088736 CCI Sites

Mount Modification Report TEP Project Number: 31912_88902 Date: 07/18/2016 CCI Sites

Foundation Drawing Piedmont Olsen Hensley, Project No.22597-13 85195 CCI Sites

Geotechnical Report Law, Job No. 30100-5-0001 3302971 CCI Sites

Antenna Configuration Crown CAD Package Date: 07/21/2016 CCI Sites 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. We 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 300 - 280 Leg ROHN 2.5 EH 3 -45.973 83.252 55.2 Pass

T2 280 - 260 Leg ROHN 3 EH 39 -45.555 119.117 38.2 Pass

T3 260 - 248 Leg ROHN 3 EH 72 -49.075 119.117 41.2 Pass

T4 248 - 240 Leg ROHN 3 EH 93 -42.303 131.362 32.2 Pass

T5 240 - 236 Leg ROHN 3 EH 114 -47.788 131.362 36.4 Pass

T6 236 - 224 Leg ROHN 3 EH 125 -77.863 131.362 59.3 Pass

T7 224 - 220 Leg ROHN 3 EH 155 -81.948 131.362 62.4 Pass

T8 220 - 200 Leg ROHN 3 EH 167 -85.060 119.117 71.4 Pass

T9 200 - 180 Leg ROHN 3 EH 201 -120.598 119.117 101.2 Pass2

T10 180 - 160 Leg ROHN 3 EH 234 -123.319 119.117 103.5 Pass2

T11 160 - 140 Leg ROHN 3 EH 266 -121.824 119.117 102.3 Pass2

T12 140 - 120 Leg ROHN 3 EH 299 -122.363 119.117 102.7 Pass2

T13 120 - 100 Leg ROHN 3 EH 333 -117.461 131.362 89.4 Pass

T14 100 - 80 Leg ROHN 3 EH 381 -122.720 131.362 93.4 Pass

T15 80 - 60 Leg ROHN 3.5 EH 429 -129.684 149.975 86.5 Pass

T16 60 - 40 Leg ROHN 3.5 EH 462 -128.340 149.975 85.6 Pass

T17 40 - 20 Leg ROHN 3.5 EH 493 -121.825 149.975 81.2 Pass

T18 20 - 8 Leg ROHN 3.5 EH 526 -120.929 149.975 80.6 Pass

T19 8 - 0 Leg ROHN 4 EH 549 -125.580 181.721 69.1 Pass

T1 300 - 280 Diagonal L2x2x1/4 16 -6.799 18.370 37.0 75.4 (b)

Pass

T2 280 - 260 Diagonal L2x2x1/4 63 -8.022 18.855 42.5 53.7 (b)

Pass

T3 260 - 248 Diagonal L1 3/4x1 3/4x3/16 73 -2.348 12.155 19.3 42.0 (b)

Pass

T4 248 - 240 Diagonal L1 3/4x1 3/4x3/16 94 -7.297 12.305 59.3 98.9 (b)

Pass

T5 240 - 236 Diagonal L2x2x1/4 115 -8.806 19.267 45.7 90.6 (b)

Pass

T6 236 - 224 Diagonal L1 3/4x1 3/4x3/16 147 -7.005 12.305 56.9 88.1 (b)

Pass

T7 224 - 220 Diagonal L1 1/2x1 1/2x1/8 162 -1.933 5.262 36.7 37.1 (b)

Pass

T8 220 - 200 Diagonal L1 1/2x1 1/2x3/16 169 -2.561 8.024 31.9 52.8 (b)

Pass

T9 200 - 180 Diagonal L2x2x1/4 204 -9.768 21.243 46.0 84.1 (b)

Pass

T10 180 - 160 Diagonal L2x2x1/4 264 -7.926 21.243 37.3 66.6 (b)

Pass






(K) %

CapacityPass / Fail

T11 160 - 140 Diagonal L1 3/4x1 3/4x3/16 297 -3.538 12.155 29.1 57.6 (b)

Pass

T12 140 - 120 Diagonal L1 3/4x1 3/4x3/16 303 -3.030 12.155 24.9 54.3 (b)

Pass

T13 120 - 100 Diagonal L2x2x1/4 336 -8.790 22.413 39.2 70.7 (b)

Pass

T14 100 - 80 Diagonal L1 3/4x1 3/4x3/16 418 -4.728 11.147 42.4 Pass

T15 80 - 60 Diagonal L1 1/2x1 1/2x3/16 432 -3.778 8.107 46.6 61.1 (b)

Pass

T16 60 - 40 Diagonal L1 1/2x1 1/2x3/16 488 -5.617 8.107 69.3 103.7 (b)

Pass2

T17 40 - 20 Diagonal L1 1/2x1 1/2x3/16 521 -2.075 8.107 25.6 45.0 (b)

Pass

T18 20 - 8 Diagonal L1 1/2x1 1/2x3/16 534 -3.007 8.107 37.1 47.8 (b)

Pass

T19 8 - 0 Horizontal C27x2x.25 555 0.098 247.050 7.4 Pass

T4 248 - 240 Secondary Horizontal L2x2x1/4 102 1.990 24.485 8.1 21.9 (b)

Pass


Pass


Pass

T7 224 - 220 Secondary Horizontal L2x2x1/4 163 -1.419 22.976 6.2 15.6 (b)

Pass


Pass


Pass

T1 300 - 280 Top Girt L2x2x1/4 5 -0.967 10.808 8.9 9.5 (b)

Pass

T19 8 - 0 Top Girt C31.5x2x.25 550 26.057 283.500 9.2 Pass

T2 280 - 260 Guy A@280 3/4 598 32.627 34.980 93.3 Pass

T6 236 - 224 Guy A@236 1 579 62.314 62.700 99.4 Pass

T10 180 - 160 Guy A@180 1 573 65.132 62.700 103.9 Pass2

T14 100 - 80 Guy A@100 3/4 567 31.829 34.980 91.0 Pass

T16 60 - 40 Guy A@60 3/4 561 23.354 34.980 66.8 Pass

T2 280 - 260 Guy B@280 3/4 593 32.654 34.980 93.4 Pass

T6 236 - 224 Guy B@236 1 578 62.332 62.700 99.4 Pass

T10 180 - 160 Guy B@180 1 572 65.130 62.700 103.9 Pass2

T14 100 - 80 Guy B@100 3/4 566 31.832 34.980 91.0 Pass

T16 60 - 40 Guy B@60 3/4 560 23.357 34.980 66.8 Pass

T2 280 - 260 Guy C@280 3/4 580 32.614 34.980 93.2 Pass

T6 236 - 224 Guy C@236 1 574 62.338 62.700 99.4 Pass

T10 180 - 160 Guy C@180 1 568 65.105 62.700 103.8 Pass2

T14 100 - 80 Guy C@100 3/4 562 31.826 34.980 91.0 Pass

T16 60 - 40 Guy C@60 3/4 556 23.357 34.980 66.8 Pass

T2 280 - 260 Top Guy Pull-Off@280 2L2x2x1/4x3/8 585 27.615 49.101 56.2 83.9 (b)

Pass

T6 236 - 224 Top Guy Pull-Off@236 C10x25 575 21.962 249.503 8.8 45.1 (b)

Pass

T10 180 - 160 Top Guy Pull-Off@180 L5x3x1/4 570 24.293 64.076 37.9 97.8 (b)

Pass

T14 100 - 80 Top Guy Pull-Off@100 2L3x2x1/4x3/8 564 15.718 63.374 24.8 35.3 (b)

Pass

T16 60 - 40 Top Guy Pull-Off@60 L5x3x1/4 559 12.954 65.218 19.9 81.4 (b)

Pass






(K) %

CapacityPass / Fail

T2 280 - 260 Bottom Guy Pull-Off@280 2L2x2x1/4x3/8 589 -2.916 38.407 7.6 Pass

T2 280 - 260 Torque Arm Top@280 ROHN 2.5 STD 601 35.017 76.682 45.7 71.9 (b)

Pass

T2 280 - 260 Torque Arm Bottom@280 ROHN 2.5 STD 587 -34.594 44.987 76.9 Pass

Summary

Leg (T10) 103.5 Pass2

Diagonal (T16) 103.7 Pass2

Horizontal (T19)

7.4 Pass

Secondary Horizontal (T6)

31.8 Pass

Top Girt (T1) 9.5 Pass

Guy A (T10) 103.9 Pass2

Guy B (T10) 103.9 Pass2

Guy C (T10) 103.8 Pass2

Top Guy Pull-Off (T10)

97.8 Pass

Bottom Guy Pull-Off (T2)

7.6 Pass

Torque Arm Top (T2)

71.9 Pass

Torque Arm Bottom (T2)

76.9 Pass

Bolt Checks 103.7 Pass2

RATING = 103.9 Pass2

Table 6 - Tower Component Stresses vs. Capacity - LC7

Notes Component Elevation

(ft) % Capacity Pass / Fail

1 Base Foundation (Structure) Base 3.2 Pass

1,2 Base Foundation (Soil Interaction) Base 102.0 Pass

1 Guy Anchor East Foundation (Structure) Base 66.0 Pass

1 Guy Anchor East Foundation (Soil Interaction) Base 28.9 Pass

1 Guy Anchor North and South Foundation (Structure) Base 54.6 Pass

1 Guy Anchor North and South Foundation (Soil Interaction) Base 22.8 Pass

Structure Rating (max from all components) = 103.9%

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

The tower and its base and anchor foundation have sufficient capacity the existing, reserved, and proposed loads. No modifications are required at this time.


APPENDIX A

TNXTOWER OUTPUT


B+T Group 97385.010.01 - PERK 478-013, NC (BU# 812822Reviewed For Code Compliance

B+T Group 1717 S. Boulder, Suite 300

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

Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:

Client: Crown Castle Drawn by: jjohnson App'd:

Code: TIA-222-G Date: 08/23/16 Scale: NTS Path:

S:\Projects\Crown Castle\97000\97385_812822_Perk 478-013\Engineering\tnxTower\010A\97385_010_01A_PERK_478-013_NC.eri

Dwg No. E-2

Base Elev=0'

R=215', 240 deg Azimuth R=215', 120 deg Azimuth

R=215', 0 deg Azimuth

15' 15'

402'4-11/16"

186'2-11/32" 186'2-11/32"

352'

6"

15

'1

5'

107'

6"2

15

'

Plot PlanTotal Area - 3.26 Acres




Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:




Dwg No. E-3

<- Minimum -0 Maximum ->

<- Minimum -0 Maximum ->

-50

-50

-100

-100

-150

-150

-200

-200

50

50

100

100

150

150

200

200

TIA-222-G - 129 mph Exposure C

Leg Capacity Leg Compression (K)

300' 300'

280' 280'

260' 260'

248' 248'

240' 240'236' 236'

224' 224'220' 220'

200' 200'

180' 180'

160' 160'

140' 140'

120' 120'

100' 100'

80' 80'

60' 60'

40' 40'

20' 20'

8' 8'

0' 0'

Ele

vati

on

(ft

)




Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:




Dwg No. E-4

0

0

5

5

10

10

15

15

20

20

25

25

Global Mast Shear (K)300'

280'

260'

248'

240'236'

224'220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

0'

Ele

vati

on

(ft

)

0

0

500

500

Global Mast Moment (kip-ft)300'

280'

260'

248'

240'236'

224'220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

0'

TIA-222-G - 129 mph Exposure C Maximum Values

Vx Vz Mx Mz




Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:




Dwg No. E-5

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

0

0

5

5

Deflection (in)300'

280'

260'

248'

240'236'

224'220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

0'

Ele

vati

on

(ft

)

0

0

0.05

0.05

0.1

0.1

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)300'

280'

260'

248'

240'236'

224'220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

0'




Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:




Dwg No. E-6

300.0 ft

280.0 ft

260.0 ft

248.0 ft

240.0 ft236.0 ft

224.0 ft220.0 ft

200.0 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

8.0 ft

0.0 ft

339 K (Axial)3 kip-ft (Torque)

4 K

183 K

ELEVATION

156 K40 deg

183 K

6 K

PLAN

240 K

60'

100'

180'

236'

280'

3/4 EHS, SF = 1.50, Tmax = 23.357 K, Lc = 220'4-31/32", Lu = 220'2-5/8", Ls = 221'5/16"

R=215'

3/4 EHS, SF = 1.10, Tmax = 31.832 K, Lc = 234'5-25/32", Lu = 234'3-3/16", Ls = 235'5-3/16"

1 EHS, SF = 0.96, Tmax = 65.132 K, Lc = 278'2-1/8", Lu = 277'10-11/16", Ls = 279'5-21/32"

1 EHS, SF = 1.01, Tm

ax = 62.338 K, Lc = 317'3-9/16", Lu = 316'11-1/2", Ls = 318'8-3/16"

3/4 EH

S, S

F = 1.07, Tmax = 32.654 K

, Lc = 350'3-27/32", Lu = 349'11-1/4", Ls = 351'8-5/8"

Guy Tensions and Tower ReactionsTIA-222-G - 129 mph Exposure C

Maximum Values

Anchor 'C'@215 ft Azimuth 240 deg Elev 0 ft

Plane through centroid of tower




Job: 97385.010.01 - PERK 478-013, NC (BU# 812822

Project:




Dwg No. E-7

Feed Line Distribution Chart8' - 300'

Round Flat App In Face App Out Face Truss Leg

Face A

280'

260'

248'

240'

236'

224'

220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

300'

Ele

vati

on

(ft

)

(19

) L

DF

7-5

0A

(1-5

/8")

(1

8E

+1

P)

(3)

HB

11

4-1

-08

13

U4

-M5

J( 1

1/4

") (

E)

RO

HN

Wa

veg

uid

e B

rack

ets

(E

) Sa

fety

Lin

e 3

/8 (

E)

Face B

250'

242'240'

292'292'292'292'292'292'

230'

285'

200'

255'

151'151'

(10

) L

DF

12

-50

A(2

-1/4

") (

E)

(2)

LD

F1

2-5

0A

(2-1

/4")

(E

)

LD

F2

-50

(3/8

") (

E)

LD

F2

-50

(3/8

") (

E)

(2)

WR

-VG

86

ST

-BR

DA

( 7

/8)

(E)

WR

-VG

86

ST

-BR

DA

( 7

/8)

(P)

(6)

LD

F7

-50

A(1

-5/8

") (

E)

RO

HN

Wa

veg

uid

e B

rack

ets

(E

-Pe

r P

ho

to-5

0%

Sh

eild

ed

)

Face C

280'

260'

248'

240'

236'

224'

220'

200'

180'

160'

140'

120'

100'

80'

60'

40'

20'

8'

300'

250'

242'240'

292'292'292'292'292'292'

230'

285'

200'

255'

151'151'

(8)

CR

50

18

73

(1-5

/8")

(6

(1-5

/8)+

2(1

-1/4

)E)

Lig

htW

AV

E (

E-P

er

Ph

oto

-50

% S

he

ilde

d)

LD

F2

-50

(3/8

") (

E-L

igh

t)

LD

F2

-50

(3/8

") (

E-L

igh

t)


ttnnxxTToowweerr Job

97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

1 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Input Data The main tower is a 3x guyed tower with an overall height of 300' 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 5'1/2'' 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 Brunswick County, North Carolina. Basic wind speed of 129 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.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area √ SR Leg Bolts Resist Compression

√ Use Code Stress Ratios √ Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients √ Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-G Bracing Resist. Exemption

√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Use TIA-222-G Tension Splice Exemption √ Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles √ Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

2 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

3 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300'-280' 5'1/2'' 1 20' T2 280'-260' 5'1/2'' 1 20' T3 260'-248' 5'1/2'' 1 12' T4 248'-240' 5'1/2'' 1 8' T5 240'-236' 5'1/2'' 1 4' T6 236'-224' 5'1/2'' 1 12' T7 224'-220' 5'1/2'' 1 4' T8 220'-200' 5'1/2'' 1 20' T9 200'-180' 5'1/2'' 1 20'

T10 180'-160' 5'1/2'' 1 20' T11 160'-140' 5'1/2'' 1 20' T12 140'-120' 5'1/2'' 1 20' T13 120'-100' 5'1/2'' 1 20' T14 100'-80' 5'1/2'' 1 20' T15 80'-60' 5'1/2'' 1 20' T16 60'-40' 5'1/2'' 1 20' T17 40'-20' 5'1/2'' 1 20' T18 20'-8' 5'1/2'' 1 12' T19 8'-0' 5'1/2'' 1 8'



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

4 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300'-280' 4' X Brace No No 0.000 0.000 T2 280'-260' 4' X Brace No No 0.000 0.000 T3 260'-248' 4' X Brace No No 0.000 0.000 T4 248'-240' 4' X Brace No Yes 0.000 0.000 T5 240'-236' 4' X Brace No Yes 0.000 0.000 T6 236'-224' 4' X Brace No Yes 0.000 0.000 T7 224'-220' 4' X Brace No Yes 0.000 0.000 T8 220'-200' 4' X Brace No No 0.000 0.000 T9 200'-180' 4' X Brace No No 0.000 0.000

T10 180'-160' 4' X Brace No No 0.000 0.000 T11 160'-140' 4' X Brace No No 0.000 0.000 T12 140'-120' 4' X Brace No No 0.000 0.000 T13 120'-100' 4' X Brace No Yes 0.000 0.000 T14 100'-80' 4' X Brace No Yes 0.000 0.000 T15 80'-60' 4' X Brace No No 0.000 0.000 T16 60'-40' 4' X Brace No No 0.000 0.000 T17 40'-20' 4' X Brace No No 0.000 0.000 T18 20'-8' 4' X Brace No No 0.000 0.000 T19 8'-0' 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 300'-280' Pipe ROHN 2.5 EH A572-50 (50 ksi)

Equal Angle L2x2x1/4 A36 (36 ksi)

T2 280'-260' Pipe ROHN 3 EH A572-50 (50 ksi)



Equal Angle L1 3/4x1 3/4x3/16 A529-50 (50 ksi)








Equal Angle L1 1/2x1 1/2x1/8 A36 (36 ksi)




Equal Angle L2x2x1/4 A529-50 (50 ksi)















97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

5 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Elevation

ft

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade








Equal Angle A36 (36 ksi)


Tower Elevation

ft

Top Girt Type

Top Girt Size

Top Girt Grade

Bottom Girt Type

Bottom Girt Size

Bottom Girt Grade

T1 300'-280' Single Angle L2x2x1/4 A36 (36 ksi)

Flat Bar A36 (36 ksi)

T19 8'-0' Channel C31.5x2x.25 A36 (36 ksi)

Single Angle L1 1/2x1 1/2x3/16 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

T19 8'-0' None Flat Bar A36 (36 ksi)

Channel C27x2x.25 A36 (36 ksi)


Tower Elevation

ft

Secondary Horizontal Type

Secondary Horizontal Size

Secondary Horizontal

Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

T4 248'-240' Equal Angle L2x2x1/4 A36 (36 ksi)

Solid Round A36 (36 ksi)











Tower Section Geometry (cont’d) 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 300'-280' 0.000 0.000 A36 1.03 1 1.03 0.000 65.000 0.000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

6 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Elevation

ft

Gusset Area

(per face)

ft2

Gusset Thickness

in

Gusset Grade Adjust. FactorAf

Adjust. Factor

Ar

Weight Mult.


Diagonals in


Horizontals in


Redundants in

(36 ksi) T2 280'-260' 0.000 0.000 A36

(36 ksi) 1.03 1 1.03 0.000 Mid-Pt 0.000

T3 260'-248' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T4 248'-240' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T5 240'-236' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T6 236'-224' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T7 224'-220' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T8 220'-200' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T9 200'-180' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T10 180'-160' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T11 160'-140' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T12 140'-120' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T13 120'-100' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T14 100'-80' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T15 80'-60' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T16 60'-40' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T17 40'-20' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T18 20'-8' 0.000 0.000 A36 (36 ksi)

1.03 1 1.03 0.000 65.000 0.000

T19 8'-0' 0.000 0.000 A36 (36 ksi)

1 1 1.03 0.000 65.000 0.000


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 300'-280' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T2 280'-260' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T3 260'-248' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T4 248'-240' No No 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T5 240'-236' No No 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T6 236'-224' No No 1 1 1 1 1 1 1 1



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

7 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

1 1 1 1 1 0.5 1 T7 224'-220' No No 1 1

1 1 1

1 1

1 1

1 1

1 0.5

1 1

T8 220'-200' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T9 200'-180' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T10 180'-160' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T11 160'-140' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T12 140'-120' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T13 120'-100' No No 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T14 100'-80' No No 1 1 1

1 1

1 1

1 1

1 1

1 0.5

1 1

T15 80'-60' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T16 60'-40' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T17 40'-20' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T18 20'-8' Yes No 1 1 1

1 1

1 1

1 1

1 1

1 1

1 1

T19 8'-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.


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 300'-280' 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 280'-260' 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 260'-248' 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 248'-240' 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 240'-236' 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 236'-224' 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 224'-220' 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 220'-200' 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 200'-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

T10 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 T11 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 T12 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 T13 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 T14 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 T15 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 T16 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 T17 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



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

8 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

T18 20'-8' 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 T19 8'-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


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 300'-280' Flange 0.000 A325N

0 0.625 A325N

1 0.625 A325N

1 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T2 280'-260' Flange 0.875 A325N

4 0.625 A325N

2 0.000 A325N

0 0.625 A325N

2 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T3 260'-248' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T4 248'-240' Flange 0.000 A325N

0 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

1

T5 240'-236' Flange 0.875 A325N

4 0.500 A325X

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

1

T6 236'-224' Flange 0.000 A325N

0 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

1

T7 224'-220' Flange 0.000 A325N

0 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

1

T8 220'-200' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T9 200'-180' Flange 0.875 A325N

4 0.625 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T10 180'-160' Flange 0.875 A325N

4 0.625 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T11 160'-140' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T12 140'-120' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T13 120'-100' Flange 0.875 A325N

4 0.625 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.500 A325N

1

T14 100'-80' Flange 0.875 A325N

4 0.625 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.500 A325N

1

T15 80'-60' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T16 60'-40' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T17 40'-20' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T18 20'-8' Flange 0.875 A325N

4 0.500 A325N

1 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0

T19 8'-0' Flange 0.875 A325N

4 0.000 A325N

0 0.000 A325N

0 0.000 A325N

0 0.625 A325N

0 0.000 A325N

0 0.625 A325N

0



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

9 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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%

60 EHS A B C

3/4 3/4 3/4

5.830 5.830 5.830

10%10%10%

19000.00019000.00019000.000

1.155 1.155 1.155

220'2-23/32''220'2-23/32''220'2-23/32''

215' 215' 215'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

100 EHS A B C

3/4 3/4 3/4

5.830 5.830 5.830

10%10%10%

19000.00019000.00019000.000

1.155 1.155 1.155

234'3-13/32''234'3-13/32''234'3-13/32''

215' 215' 215'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

180 EHS A B C

1 1 1

10.450 10.450 10.450

10%10%10%

19000.00019000.00019000.000

2.100 2.100 2.100

277'11-1/4''277'11-1/4''277'11-1/4''

215' 215' 215'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

236 EHS A B C

1 1 1

10.450 10.450 10.450

10%10%10%

19000.00019000.00019000.000

2.100 2.100 2.100

317'9/32'' 317'9/32'' 317'9/32''

215' 215' 215'

0.000 0.000 0.000

0' 0' 0'

100% 100% 100%

280 EHS A B C

3/4 3/4 3/4

5.830 5.830 5.830

10%10%10%

19000.00019000.00019000.000

1.155 1.155 1.155

350'3/16'' 350'3/16'' 350'3/16''

215' 215' 215'

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

60 Corner 100 Corner 180 Corner 236 Corner 280 Torque Arm 16' 30.000 Bat Ear A572-50

(50 ksi) Pipe ROHN 2.5 STD

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

60' A36 (36 ksi)

Solid Round No A572-50 (50 ksi)

Single Angle L5x3x1/4

100' A36 (36 ksi)

Solid Round No A36 (36 ksi)

Double Angle 2L3x2x1/4x3/8

180' A36 (36 ksi)


Single Angle L5x3x1/4

236' A36 (36 ksi)


Channel C10x25

280' A36 (36 ksi)

Solid Round No A36 (36 ksi)

Double Angle 2L2x2x1/4x3/8

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

60 0.254 0.254 0.254 4'9-3/8'' 4'9-3/8'' 4'9-3/8''



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

10 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

3.8 sec/pulse 3.8 sec/pulse 3.8 sec/pulse 100 0.271 0.271 0.271 5'4-11/16''

4.0 sec/pulse 5'4-11/16''

4.0 sec/pulse 5'4-11/16''

4.0 sec/pulse

180 0.584 0.584 0.584 7'7-19/32'' 4.8 sec/pulse

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

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

236 0.666 0.666 0.666 9'10-1/2'' 5.4 sec/pulse

9'10-1/2'' 5.4 sec/pulse

9'10-1/2'' 5.4 sec/pulse

280 0.404 0.404 0.404 11'9-27/32'' 5.9 sec/pulse

11'9-27/32'' 5.9 sec/pulse

11'9-27/32'' 5.9 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

60 No No 1 1 1 1 100 No No 1 1 1 1 180 No No 1 1 1 1 236 No No 1 1 1 1 280 No No 0.6 0.6 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

60 0.625 A325N

0 0.000 0.75 0.500 A325N

2 0.000 0.75 0.625 A325N

0 0.000 0.75

100 0.625 A325N

0 0.000 0.75 0.750 A325N

2 0.000 0.75 0.625 A325N

0 0.000 0.75

180 0.625 A325N

0 0.000 0.75 0.625 A325N

2 0.000 0.75 0.625 A325N

0 0.000 0.75

236 0.875 A325N

2 0.000 0.75 0.875 A325N

2 0.000 0.75 0.625 A325N

0 0.000 0.75

280 0.875 A325N

2 0.000 0.75 0.625 A325N

2 0.000 0.75 0.625 A325N

0 0.000 0.75

Guy Pressures

Guy Elevation

ft

Guy Location

z

ft

qz

ksf

qz Ice ksf

Ice Thickness

in 60 A

B C

30' 30' 30'

0.036 0.036 0.036

100 A B C

50' 50' 50'

0.040 0.040 0.040

180 A B C

90' 90' 90'

0.045 0.045 0.045



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

11 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Guy Elevation

ft

Guy Location

z

ft

qz

ksf

qz Ice ksf

Ice Thickness

in 236 A

B C

118' 118' 118'

0.047 0.047 0.047

280 A B C

140' 140' 140'

0.049 0.049 0.049

Guy-Mast Forces (Excluding Wind) - No Ice

Guy Elevation

ft

Guy Location

Chord Angle

°

Guy Tension Top

Bottom K

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ft 60 A 15.796 5.899

5.830 0.000 1.724 -5.642 -5.017 0.000 0.000

B 15.796 5.899 5.830

4.886 1.724 2.821 2.508 0.000 -4.345

C 15.796 5.899 5.830

-4.886 1.724 2.821 2.508 -0.000 4.345

Sum: 0.000 5.171 0.000 0.000 0.000 0.000 100 A 25.244 5.945

5.830 0.000 2.646 -5.324 -7.702 0.000 0.000

B 25.244 5.945 5.830

4.611 2.646 2.662 3.851 0.000 -6.670

C 25.244 5.945 5.830

-4.611 2.646 2.662 3.851 -0.000 6.670

Sum: 0.000 7.938 0.000 0.000 0.000 0.000 180 A 40.321 10.828

10.450 0.000 7.175 -8.109 -20.886 0.000 0.000

B 40.321 10.828 10.450

7.022 7.175 4.054 10.443 0.000 -18.088

C 40.321 10.828 10.450

-7.022 7.175 4.054 10.443 -0.000 18.088

Sum: 0.000 21.526 0.000 0.000 0.000 0.000 236 A 48.055 10.945

10.450 0.000 8.289 -7.148 -24.127 0.000 0.000

B 48.055 10.945 10.450

6.190 8.289 3.574 12.064 0.000 -20.895

C 48.055 10.945 10.450

-6.190 8.289 3.574 12.064 -0.000 20.895

Sum: 0.000 24.867 0.000 0.000 0.000 0.000 280 A 53.060 6.153

5.830 -0.137 4.991 -3.597 -23.051 29.404 -39.925

A 53.060 6.153 5.830

0.137 4.991 -3.597 -23.051 -29.404 39.925

B 53.060 6.153 5.830

3.183 4.991 1.680 46.102 29.404 0.000

B 53.060 6.153 5.830

3.046 4.991 1.917 -23.051 -29.404 -39.925

C 53.060 6.153 5.830

-3.046 4.991 1.917 -23.051 29.404 39.925

C 53.060 6.153 5.830

-3.183 4.991 1.680 46.102 -29.404 0.000

Sum: 0.000 29.944 0.000 -0.000 0.000 0.000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

12 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Guy-Mast Forces (Excluding Wind) - Service

Guy Elevation

ft

Guy Location

Chord Angle

°

Guy Tension Top

Bottom K

Fx

K

Fy

K

Fz

K

Mx

kip-ft

My

kip-ft

Mz

kip-ft 60 A 15.796 5.899

5.830 0.000 1.724 -5.642 -5.017 0.000 0.000

B 15.796 5.899 5.830

4.886 1.724 2.821 2.508 0.000 -4.345

C 15.796 5.899 5.830

-4.886 1.724 2.821 2.508 -0.000 4.345

Sum: 0.000 5.171 0.000 0.000 0.000 0.000 100 A 25.244 5.945

5.830 0.000 2.646 -5.324 -7.702 0.000 0.000

B 25.244 5.945 5.830

4.611 2.646 2.662 3.851 0.000 -6.670

C 25.244 5.945 5.830

-4.611 2.646 2.662 3.851 -0.000 6.670

Sum: 0.000 7.938 0.000 0.000 0.000 0.000 180 A 40.321 10.828

10.450 0.000 7.175 -8.109 -20.886 0.000 0.000

B 40.321 10.828 10.450

7.022 7.175 4.054 10.443 0.000 -18.088

C 40.321 10.828 10.450

-7.022 7.175 4.054 10.443 -0.000 18.088

Sum: 0.000 21.526 0.000 0.000 0.000 0.000 236 A 48.055 10.945

10.450 0.000 8.289 -7.148 -24.127 0.000 0.000

B 48.055 10.945 10.450

6.190 8.289 3.574 12.064 0.000 -20.895

C 48.055 10.945 10.450

-6.190 8.289 3.574 12.064 -0.000 20.895

Sum: 0.000 24.867 0.000 0.000 0.000 0.000 280 A 53.060 6.153

5.830 -0.137 4.991 -3.597 -23.051 29.404 -39.925

A 53.060 6.153 5.830

0.137 4.991 -3.597 -23.051 -29.404 39.925

B 53.060 6.153 5.830

3.183 4.991 1.680 46.102 29.404 0.000

B 53.060 6.153 5.830

3.046 4.991 1.917 -23.051 -29.404 -39.925

C 53.060 6.153 5.830

-3.046 4.991 1.917 -23.051 29.404 39.925

C 53.060 6.153 5.830

-3.183 4.991 1.680 46.102 -29.404 0.000

Sum: 0.000 29.944 0.000 -0.000 0.000 0.000

Guy-Tensioning Information

Temperature At Time Of Tensioning

0 F

20 F

40 F

60 F

80 F

100 F

120 F Guy

Elevation ft

H

ft

V

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft 60 A

B C

212.09 212.09 212.09

60.00 60.00 60.00

7.925 7.925 7.925

3.52 3.52 3.52

7.208 7.208 7.208

3.87 3.87 3.87

6.508 6.508 6.508

4.28 4.28 4.28

5.830 5.830 5.830

4.78 4.78 4.78

5.183 5.183 5.183

5.37 5.37 5.37

4.579 4.579 4.579

6.08 6.08 6.08

4.028 4.028 4.028

6.91 6.91 6.91

100 A B C

212.09 212.09 212.09

100.00 100.00 100.00

7.675 7.675 7.675

4.10 4.10 4.10

7.045 7.045 7.045

4.47 4.47 4.47

6.428 6.428 6.428

4.89 4.89 4.89

5.830 5.830 5.830

5.39 5.39 5.39

5.256 5.256 5.256

5.97 5.97 5.97

4.713 4.713 4.713

6.65 6.65 6.65

4.209 4.209 4.209

7.44 7.44 7.44

180 A 212.09 180.00 12.767 6.26 11.979 6.67 11.206 7.13 10.450 7.63 9.716 8.20 8.993 8.85 8.316 9.55



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

13 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Temperature At Time Of Tensioning

0 F

20 F

40 F

60 F

80 F

100 F

120 F Guy

Elevation ft

H

ft

V

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft

Initial Tension

K

Intercept

ft B C

212.09 212.09

180.00 180.00

12.767 12.767

6.26 6.26

11.979 11.979

6.67 6.67

11.206 11.206

7.13 7.13

10.450 10.450

7.63 7.63

9.716 9.716

8.20 8.20

8.993 8.993

8.85 8.85

8.316 8.316

9.55 9.55

236 A B C

212.09 212.09 212.09

236.00 236.00 236.00

12.223 12.223 12.223

8.47 8.47 8.47

11.622 11.622 11.622

8.90 8.90 8.90

11.031 11.031 11.031

9.37 9.37 9.37

10.450 10.450 10.450

9.88 9.88 9.88

9.882 9.882 9.882

10.43 10.43 10.43

9.328 9.328 9.328

11.04 11.04 11.04

8.791 8.791 8.791

11.69 11.69 11.69

280 A B C

210.53 210.53 210.53

280.00 280.00 280.00

6.633 6.633 6.633

10.42 10.42 10.42

6.362 6.362 6.362

10.85 10.85 10.85

6.094 6.094 6.094

11.32 11.32 11.32

5.830 5.830 5.830

11.82 11.82 11.82

5.571 5.571 5.571

12.36 12.36 12.36

5.316 5.316 5.316

12.93 12.93 12.93

5.068 5.068 5.068

13.55 13.55 13.55

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 *Face A*

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

(18E+1P)

A No Ar (CaAa) 250' - 0' 0.000 -0.15 19 7 0.500 1.980 0.001

*hh* HB114-1-0813U4-M5J( 1

1/4'') (E)

A No Ar (CaAa) 242' - 0' 0.000 0.07 3 3 0.500 1.540 0.001

*hh* ROHN

Waveguide Brackets

(E)

A No Af (CaAa) 240' - 0' 0.000 0 1 1 1.750 1.750 0.001

*hh* *Face B*

LDF12-50A(2-1/4'')

(E)

B No Ar (CaAa) 292' - 0' 0.000 -0.1 10 4 0.500 2.350 0.001

LDF12-50A(2-1/4'')

(E)

B No Ar (CaAa) 292' - 0' 8.000 -0.15 2 2 0.500 2.350 0.001

LDF2-50(3/8'') (E)

B No Ar (CaAa) 292' - 0' 5.000 -0.1 1 1 0.500 0.440 0.000

LDF2-50(3/8'') (E)

B No Ar (CaAa) 292' - 0' 1.500 0.15 1 1 0.500 0.440 0.000

WR-VG86ST-BRDA( 7/8)

(E)

B No Ar (CaAa) 292' - 0' 0.000 0.15 2 2 0.500 0.880 0.001

WR-VG86ST-BRDA( 7/8)

(P)

B No Ar (CaAa) 292' - 0' 5.000 -0.05 1 1 0.500 0.880 0.001

*hh* LDF7-50A(1-

5/8'') (E)

B No Ar (CaAa) 230' - 0' -1.000 -0.1 6 6 0.500 1.980 0.001

*hh* *hh*

ROHN Waveguide

Brackets (E-Per

Photo-50% Sheilded)

B No Af (CaAa) 285' - 0' 0.000 0 1 1 1.750 1.750 0.001

*hh*



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

14 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 *Face C*

CR 50 1873(1-5/8'')

(6(1-5/8)+2(1-1/4)E)

C No Ar (CaAa) 200' - 0' 0.000 0 8 5 0.750 1.980 0.001

LightWAVE (E-Per

Photo-50% Sheilded)

C No Af (CaAa) 255' - 0' 0.000 0 1 1 1.500 1.500 0.002

*hh* Safety Line

3/8 (E)

A No Ar (CaAa) 300' - 0' 0.000 0.5 1 1 0.375 0.375 0.000

*hh* LDF2-50(3/8'')

(E-Light) C No Ar (CaAa) 151' - 0' 0.000 0.5 1 1 0.500 0.440 0.000

LDF2-50(3/8'') (E-Light)

C No Ar (CaAa) 151' - 0' 0.000 -0.5 1 1 0.500 0.440 0.000

*hh*

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

klf *hh* *hh* *hh*

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 300'-280' A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.750 39.522 0.000

0.000 0.000 0.000

0.004 0.208 0.000

T2 280'-260' A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.750 69.273 0.000

0.000 0.000 0.000

0.004 0.362 0.000

T3 260'-248' A B C

0.000 0.000 0.000

0.000 0.000 0.000

7.974 41.564 1.750

0.000 0.000 0.000

0.034 0.217 0.014

T4 248'-240' A B C

0.000 0.000 0.000

0.000 0.000 0.000

31.320 27.709 2.000

0.000 0.000 0.000

0.134 0.145 0.016

T5 240'-236' A B C

0.000 0.000 0.000

0.000 0.000 0.000

18.213 13.855 1.000

0.000 0.000 0.000

0.083 0.072 0.008

T6 236'-224' A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.638 48.692 3.000

0.000 0.000 0.000

0.248 0.247 0.024

T7 224'-220' A B C

0.000 0.000 0.000

0.000 0.000 0.000

18.213 18.607 1.000

0.000 0.000 0.000

0.083 0.092 0.008

T8 220'-200' A B

0.000 0.000

0.000 0.000

91.063 93.033

0.000 0.000

0.413 0.461



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

15 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 5.000 0.000 0.040

T9 200'-180' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 36.680

0.000 0.000 0.000

0.413 0.461 0.173

T10 180'-160' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 36.680

0.000 0.000 0.000

0.413 0.461 0.173

T11 160'-140' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 37.648

0.000 0.000 0.000

0.413 0.461 0.175

T12 140'-120' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T13 120'-100' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T14 100'-80' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T15 80'-60' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T16 60'-40' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T17 40'-20' A B C

0.000 0.000 0.000

0.000 0.000 0.000

91.063 93.033 38.440

0.000 0.000 0.000

0.413 0.461 0.176

T18 20'-8' A B C

0.000 0.000 0.000

0.000 0.000 0.000

54.638 55.820 23.064

0.000 0.000 0.000

0.248 0.276 0.106

T19 8'-0' A B C

0.000 0.000 0.000

0.000 0.000 0.000

36.425 37.213 15.376

0.000 0.000 0.000

0.165 0.184 0.070

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

T1 300'-280' 2.198 -2.136 2.283 -2.185 T2 280'-260' 2.640 -2.459 2.872 -2.593 T3 260'-248' 1.993 -2.221 2.209 -2.222 T4 248'-240' -0.283 -1.641 -0.141 -1.583 T5 240'-236' -0.569 -1.720 -0.543 -1.727 T6 236'-224' -0.323 -1.758 -0.300 -1.764 T7 224'-220' -0.138 -1.966 -0.116 -1.972 T8 220'-200' -0.143 -2.026 -0.119 -2.033 T9 200'-180' -0.118 -0.888 -0.098 -0.893

T10 180'-160' -0.116 -0.877 -0.097 -0.882 T11 160'-140' -0.118 -0.869 -0.099 -0.875 T12 140'-120' -0.118 -0.848 -0.098 -0.854 T13 120'-100' -0.114 -0.821 -0.095 -0.826 T14 100'-80' -0.114 -0.821 -0.095 -0.827 T15 80'-60' -0.117 -0.847 -0.098 -0.852 T16 60'-40' -0.116 -0.836 -0.097 -0.842 T17 40'-20' -0.117 -0.847 -0.098 -0.852 T18 20'-8' -0.117 -0.847 -0.098 -0.852 T19 8'-0' 0.144 0.058 0.000 -0.051



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

16 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

T1 9 LDF12-50A(2-1/4") 280.00 -292.00

0.6000 0.6000

T1 10 LDF12-50A(2-1/4") 280.00 -292.00

0.6000 0.6000

T1 11 LDF2-50(3/8") 280.00 -292.00

0.6000 0.6000

T1 12 LDF2-50(3/8") 280.00 -292.00

0.6000 0.6000

T1 13 WR-VG86ST-BRDA( 7/8) 280.00 -292.00

0.6000 0.6000

T1 14 WR-VG86ST-BRDA( 7/8) 280.00 -292.00

0.6000 0.6000

T1 21 ROHN Waveguide Brackets 280.00 -285.00

0.5000 0.5000

T1 28 Safety Line 3/8 280.00 -300.00

0.6000 0.6000

T2 9 LDF12-50A(2-1/4") 260.00 -280.00

0.6000 0.6000

T2 10 LDF12-50A(2-1/4") 260.00 -280.00

0.6000 0.6000

T2 11 LDF2-50(3/8") 260.00 -280.00

0.6000 0.6000

T2 12 LDF2-50(3/8") 260.00 -280.00

0.6000 0.6000

T2 13 WR-VG86ST-BRDA( 7/8) 260.00 -280.00

0.6000 0.6000

T2 14 WR-VG86ST-BRDA( 7/8) 260.00 -280.00

0.6000 0.6000


0.5000 0.5000

T2 28 Safety Line 3/8 260.00 -280.00

0.6000 0.6000

T3 2 LDF7-50A(1-5/8") 248.00 -250.00

0.6000 0.6000

T3 9 LDF12-50A(2-1/4") 248.00 -260.00

0.6000 0.6000

T3 10 LDF12-50A(2-1/4") 248.00 -260.00

0.6000 0.6000

T3 11 LDF2-50(3/8") 248.00 -260.00

0.6000 0.6000

T3 12 LDF2-50(3/8") 248.00 -260.00

0.6000 0.6000

T3 13 WR-VG86ST-BRDA( 7/8) 248.00 -260.00

0.6000 0.6000

T3 14 WR-VG86ST-BRDA( 7/8) 248.00 -260.00

0.6000 0.6000


0.5000 0.5000

T3 26 LightWAVE 248.00 -255.00

0.5000 0.5000

T3 28 Safety Line 3/8 248.00 -260.00

0.6000 0.6000

T4 2 LDF7-50A(1-5/8") 240.00 -248.00

0.6000 0.6000

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

240.00 -242.00

0.6000 0.6000

T4 9 LDF12-50A(2-1/4") 240.00 -248.00

0.6000 0.6000

T4 10 LDF12-50A(2-1/4") 240.00 - 0.6000 0.6000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

17 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

248.00T4 11 LDF2-50(3/8") 240.00 -

248.000.6000 0.6000

T4 12 LDF2-50(3/8") 240.00 -248.00

0.6000 0.6000

T4 13 WR-VG86ST-BRDA( 7/8) 240.00 -248.00

0.6000 0.6000

T4 14 WR-VG86ST-BRDA( 7/8) 240.00 -248.00

0.6000 0.6000


0.5000 0.5000

T4 26 LightWAVE 240.00 -248.00

0.5000 0.5000

T4 28 Safety Line 3/8 240.00 -248.00

0.6000 0.6000

T5 2 LDF7-50A(1-5/8") 236.00 -240.00

0.6000 0.6000

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

236.00 -240.00

0.6000 0.6000


0.6000 0.6000

T5 9 LDF12-50A(2-1/4") 236.00 -240.00

0.6000 0.6000

T5 10 LDF12-50A(2-1/4") 236.00 -240.00

0.6000 0.6000

T5 11 LDF2-50(3/8") 236.00 -240.00

0.6000 0.6000

T5 12 LDF2-50(3/8") 236.00 -240.00

0.6000 0.6000

T5 13 WR-VG86ST-BRDA( 7/8) 236.00 -240.00

0.6000 0.6000

T5 14 WR-VG86ST-BRDA( 7/8) 236.00 -240.00

0.6000 0.6000


0.5000 0.5000

T5 26 LightWAVE 236.00 -240.00

0.5000 0.5000

T5 28 Safety Line 3/8 236.00 -240.00

0.6000 0.6000

T6 2 LDF7-50A(1-5/8") 224.00 -236.00

0.6000 0.6000

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

224.00 -236.00

0.6000 0.6000


0.6000 0.6000

T6 9 LDF12-50A(2-1/4") 224.00 -236.00

0.6000 0.6000

T6 10 LDF12-50A(2-1/4") 224.00 -236.00

0.6000 0.6000

T6 11 LDF2-50(3/8") 224.00 -236.00

0.6000 0.6000

T6 12 LDF2-50(3/8") 224.00 -236.00

0.6000 0.6000

T6 13 WR-VG86ST-BRDA( 7/8) 224.00 -236.00

0.6000 0.6000

T6 14 WR-VG86ST-BRDA( 7/8) 224.00 -236.00

0.6000 0.6000

T6 16 LDF7-50A(1-5/8") 224.00 -230.00

0.6000 0.6000


0.5000 0.5000

T6 26 LightWAVE 224.00 - 0.5000 0.5000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

18 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

236.00T6 28 Safety Line 3/8 224.00 -

236.000.6000 0.6000

T7 2 LDF7-50A(1-5/8") 220.00 -224.00

0.6000 0.6000

T7 4 HB114-1-0813U4-M5J( 1 1/4")

220.00 -224.00

0.6000 0.6000


0.6000 0.6000

T7 9 LDF12-50A(2-1/4") 220.00 -224.00

0.6000 0.6000

T7 10 LDF12-50A(2-1/4") 220.00 -224.00

0.6000 0.6000

T7 11 LDF2-50(3/8") 220.00 -224.00

0.6000 0.6000

T7 12 LDF2-50(3/8") 220.00 -224.00

0.6000 0.6000

T7 13 WR-VG86ST-BRDA( 7/8) 220.00 -224.00

0.6000 0.6000

T7 14 WR-VG86ST-BRDA( 7/8) 220.00 -224.00

0.6000 0.6000

T7 16 LDF7-50A(1-5/8") 220.00 -224.00

0.6000 0.6000


0.5000 0.5000

T7 26 LightWAVE 220.00 -224.00

0.5000 0.5000

T7 28 Safety Line 3/8 220.00 -224.00

0.6000 0.6000

T8 2 LDF7-50A(1-5/8") 200.00 -220.00

0.6000 0.6000

T8 4 HB114-1-0813U4-M5J( 1 1/4")

200.00 -220.00

0.6000 0.6000


0.6000 0.6000

T8 9 LDF12-50A(2-1/4") 200.00 -220.00

0.6000 0.6000

T8 10 LDF12-50A(2-1/4") 200.00 -220.00

0.6000 0.6000

T8 11 LDF2-50(3/8") 200.00 -220.00

0.6000 0.6000

T8 12 LDF2-50(3/8") 200.00 -220.00

0.6000 0.6000

T8 13 WR-VG86ST-BRDA( 7/8) 200.00 -220.00

0.6000 0.6000

T8 14 WR-VG86ST-BRDA( 7/8) 200.00 -220.00

0.6000 0.6000

T8 16 LDF7-50A(1-5/8") 200.00 -220.00

0.6000 0.6000


0.5000 0.5000

T8 26 LightWAVE 200.00 -220.00

0.5000 0.5000

T8 28 Safety Line 3/8 200.00 -220.00

0.6000 0.6000

T9 2 LDF7-50A(1-5/8") 180.00 -200.00

0.6000 0.6000

T9 4 HB114-1-0813U4-M5J( 1 1/4")

180.00 -200.00

0.6000 0.6000


0.6000 0.6000

T9 9 LDF12-50A(2-1/4") 180.00 - 0.6000 0.6000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

19 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

200.00T9 10 LDF12-50A(2-1/4") 180.00 -

200.000.6000 0.6000

T9 11 LDF2-50(3/8") 180.00 -200.00

0.6000 0.6000

T9 12 LDF2-50(3/8") 180.00 -200.00

0.6000 0.6000

T9 13 WR-VG86ST-BRDA( 7/8) 180.00 -200.00

0.6000 0.6000

T9 14 WR-VG86ST-BRDA( 7/8) 180.00 -200.00

0.6000 0.6000

T9 16 LDF7-50A(1-5/8") 180.00 -200.00

0.6000 0.6000


0.5000 0.5000

T9 24 CR 50 1873(1-5/8") 180.00 -200.00

0.6000 0.6000

T9 26 LightWAVE 180.00 -200.00

0.5000 0.5000

T9 28 Safety Line 3/8 180.00 -200.00

0.6000 0.6000

T10 2 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000

T10 4 HB114-1-0813U4-M5J( 1 1/4")

160.00 -180.00

0.6000 0.6000


0.6000 0.6000

T10 9 LDF12-50A(2-1/4") 160.00 -180.00

0.6000 0.6000

T10 10 LDF12-50A(2-1/4") 160.00 -180.00

0.6000 0.6000

T10 11 LDF2-50(3/8") 160.00 -180.00

0.6000 0.6000

T10 12 LDF2-50(3/8") 160.00 -180.00

0.6000 0.6000

T10 13 WR-VG86ST-BRDA( 7/8) 160.00 -180.00

0.6000 0.6000

T10 14 WR-VG86ST-BRDA( 7/8) 160.00 -180.00

0.6000 0.6000

T10 16 LDF7-50A(1-5/8") 160.00 -180.00

0.6000 0.6000


0.5000 0.5000

T10 24 CR 50 1873(1-5/8") 160.00 -180.00

0.6000 0.6000

T10 26 LightWAVE 160.00 -180.00

0.5000 0.5000

T10 28 Safety Line 3/8 160.00 -180.00

0.6000 0.6000

T11 2 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000

T11 4 HB114-1-0813U4-M5J( 1 1/4")

140.00 -160.00

0.6000 0.6000


0.6000 0.6000

T11 9 LDF12-50A(2-1/4") 140.00 -160.00

0.6000 0.6000

T11 10 LDF12-50A(2-1/4") 140.00 -160.00

0.6000 0.6000

T11 11 LDF2-50(3/8") 140.00 -160.00

0.6000 0.6000

T11 12 LDF2-50(3/8") 140.00 - 0.6000 0.6000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

20 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

160.00T11 13 WR-VG86ST-BRDA( 7/8) 140.00 -

160.000.6000 0.6000

T11 14 WR-VG86ST-BRDA( 7/8) 140.00 -160.00

0.6000 0.6000

T11 16 LDF7-50A(1-5/8") 140.00 -160.00

0.6000 0.6000


0.5000 0.5000

T11 24 CR 50 1873(1-5/8") 140.00 -160.00

0.6000 0.6000

T11 26 LightWAVE 140.00 -160.00

0.5000 0.5000

T11 28 Safety Line 3/8 140.00 -160.00

0.6000 0.6000

T11 30 LDF2-50(3/8") 140.00 -151.00

0.6000 0.6000

T11 31 LDF2-50(3/8") 140.00 -151.00

0.6000 0.6000

T12 2 LDF7-50A(1-5/8") 120.00 -140.00

0.6000 0.6000

T12 4 HB114-1-0813U4-M5J( 1 1/4")

120.00 -140.00

0.6000 0.6000


0.6000 0.6000

T12 9 LDF12-50A(2-1/4") 120.00 -140.00

0.6000 0.6000

T12 10 LDF12-50A(2-1/4") 120.00 -140.00

0.6000 0.6000

T12 11 LDF2-50(3/8") 120.00 -140.00

0.6000 0.6000

T12 12 LDF2-50(3/8") 120.00 -140.00

0.6000 0.6000

T12 13 WR-VG86ST-BRDA( 7/8) 120.00 -140.00

0.6000 0.6000

T12 14 WR-VG86ST-BRDA( 7/8) 120.00 -140.00

0.6000 0.6000

T12 16 LDF7-50A(1-5/8") 120.00 -140.00

0.6000 0.6000


0.5000 0.5000

T12 24 CR 50 1873(1-5/8") 120.00 -140.00

0.6000 0.6000

T12 26 LightWAVE 120.00 -140.00

0.5000 0.5000

T12 28 Safety Line 3/8 120.00 -140.00

0.6000 0.6000

T12 30 LDF2-50(3/8") 120.00 -140.00

0.6000 0.6000

T12 31 LDF2-50(3/8") 120.00 -140.00

0.6000 0.6000

T13 2 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000

T13 4 HB114-1-0813U4-M5J( 1 1/4")

100.00 -120.00

0.6000 0.6000


0.6000 0.6000

T13 9 LDF12-50A(2-1/4") 100.00 -120.00

0.6000 0.6000

T13 10 LDF12-50A(2-1/4") 100.00 -120.00

0.6000 0.6000

T13 11 LDF2-50(3/8") 100.00 - 0.6000 0.6000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

21 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

120.00T13 12 LDF2-50(3/8") 100.00 -

120.000.6000 0.6000

T13 13 WR-VG86ST-BRDA( 7/8) 100.00 -120.00

0.6000 0.6000

T13 14 WR-VG86ST-BRDA( 7/8) 100.00 -120.00

0.6000 0.6000

T13 16 LDF7-50A(1-5/8") 100.00 -120.00

0.6000 0.6000


0.5000 0.5000

T13 24 CR 50 1873(1-5/8") 100.00 -120.00

0.6000 0.6000

T13 26 LightWAVE 100.00 -120.00

0.5000 0.5000

T13 28 Safety Line 3/8 100.00 -120.00

0.6000 0.6000

T13 30 LDF2-50(3/8") 100.00 -120.00

0.6000 0.6000

T13 31 LDF2-50(3/8") 100.00 -120.00

0.6000 0.6000

T14 2 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T14 4 HB114-1-0813U4-M5J( 1

1/4") 80.00 - 100.00 0.6000 0.6000

T14 6 ROHN Waveguide Brackets 80.00 - 100.00 0.6000 0.6000T14 9 LDF12-50A(2-1/4") 80.00 - 100.00 0.6000 0.6000T14 10 LDF12-50A(2-1/4") 80.00 - 100.00 0.6000 0.6000T14 11 LDF2-50(3/8") 80.00 - 100.00 0.6000 0.6000T14 12 LDF2-50(3/8") 80.00 - 100.00 0.6000 0.6000T14 13 WR-VG86ST-BRDA( 7/8) 80.00 - 100.00 0.6000 0.6000T14 14 WR-VG86ST-BRDA( 7/8) 80.00 - 100.00 0.6000 0.6000T14 16 LDF7-50A(1-5/8") 80.00 - 100.00 0.6000 0.6000T14 21 ROHN Waveguide Brackets 80.00 - 100.00 0.5000 0.5000T14 24 CR 50 1873(1-5/8") 80.00 - 100.00 0.6000 0.6000T14 26 LightWAVE 80.00 - 100.00 0.5000 0.5000T14 28 Safety Line 3/8 80.00 - 100.00 0.6000 0.6000T14 30 LDF2-50(3/8") 80.00 - 100.00 0.6000 0.6000T14 31 LDF2-50(3/8") 80.00 - 100.00 0.6000 0.6000T15 2 LDF7-50A(1-5/8") 60.00 - 80.00 0.6000 0.6000T15 4 HB114-1-0813U4-M5J( 1

1/4") 60.00 - 80.00 0.6000 0.6000


1/4") 40.00 - 60.00 0.6000 0.6000

T16 6 ROHN Waveguide Brackets 40.00 - 60.00 0.6000 0.6000T16 9 LDF12-50A(2-1/4") 40.00 - 60.00 0.6000 0.6000T16 10 LDF12-50A(2-1/4") 40.00 - 60.00 0.6000 0.6000T16 11 LDF2-50(3/8") 40.00 - 60.00 0.6000 0.6000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

22 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Tower Section



Ka No Ice

Ka Ice

T16 12 LDF2-50(3/8") 40.00 - 60.00 0.6000 0.6000T16 13 WR-VG86ST-BRDA( 7/8) 40.00 - 60.00 0.6000 0.6000T16 14 WR-VG86ST-BRDA( 7/8) 40.00 - 60.00 0.6000 0.6000T16 16 LDF7-50A(1-5/8") 40.00 - 60.00 0.6000 0.6000T16 21 ROHN Waveguide Brackets 40.00 - 60.00 0.5000 0.5000T16 24 CR 50 1873(1-5/8") 40.00 - 60.00 0.6000 0.6000T16 26 LightWAVE 40.00 - 60.00 0.5000 0.5000T16 28 Safety Line 3/8 40.00 - 60.00 0.6000 0.6000T16 30 LDF2-50(3/8") 40.00 - 60.00 0.6000 0.6000T16 31 LDF2-50(3/8") 40.00 - 60.00 0.6000 0.6000T17 2 LDF7-50A(1-5/8") 20.00 - 40.00 0.6000 0.6000T17 4 HB114-1-0813U4-M5J( 1

1/4") 20.00 - 40.00 0.6000 0.6000


1/4") 8.00 - 20.00 0.6000 0.6000


1/4") 0.00 - 8.00 0.0000 0.0000

T19 6 ROHN Waveguide Brackets 0.00 - 8.00 0.0000 0.0000T19 9 LDF12-50A(2-1/4") 0.00 - 8.00 0.0000 0.0000T19 10 LDF12-50A(2-1/4") 0.00 - 8.00 0.0000 0.0000T19 11 LDF2-50(3/8") 0.00 - 8.00 0.0000 0.0000T19 12 LDF2-50(3/8") 0.00 - 8.00 0.0000 0.0000T19 13 WR-VG86ST-BRDA( 7/8) 0.00 - 8.00 0.0000 0.0000T19 14 WR-VG86ST-BRDA( 7/8) 0.00 - 8.00 0.0000 0.0000T19 16 LDF7-50A(1-5/8") 0.00 - 8.00 0.0000 0.0000T19 21 ROHN Waveguide Brackets 0.00 - 8.00 0.5000 0.5000T19 24 CR 50 1873(1-5/8") 0.00 - 8.00 0.0000 0.0000T19 26 LightWAVE 0.00 - 8.00 0.5000 0.5000T19 28 Safety Line 3/8 0.00 - 8.00 0.0000 0.0000T19 30 LDF2-50(3/8") 0.00 - 8.00 0.0000 0.0000T19 31 LDF2-50(3/8") 0.00 - 8.00 0.0000 0.0000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

23 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 5/8'' x 4' on 5' Pole (E)

B From Leg 0.000 0' 5'

0.000 300' No Ice 1.880 1.880 0.076

Flash Beacon Lighting (E)

C From Leg 0.000 0' 0'

0.000 300'6'' No Ice 2.700 2.700 0.050

Climb Leg Extension (E)

A From Leg 0.000 0' 2'

0.000 300' No Ice 1.495 1.495 0.025

Side Lighting (E)

A From Leg 1.000 0' 0'

0.000 151' No Ice 0.133 0.133 0.005

Side Lighting (E)

B From Leg 1.000 0' 0'

0.000 151' No Ice 0.133 0.133 0.005

Side Lighting (E)

C From Leg 1.000 0' 0'

0.000 151' No Ice 0.133 0.133 0.005

*hh* TME-RRUS-11

(E) A From Leg 1.000

0' 0'

0.000 293' No Ice 3.423 1.850 0.057

TME-RRUS-11 (E)

B From Leg 1.000 0' 0'

0.000 293' No Ice 3.423 1.850 0.057

TME-RRUS-11 (E)

C From Leg 1.000 0' 0'

0.000 293' No Ice 3.423 1.850 0.057

Pipe Mount [PM 602-1] (E-Photo)

C None 0.000 293' No Ice 5.250 1.580 0.093

*hh* SBNHH-1D65C w/ Mount

Pipe (E)

A From Leg 4.000 0' 4'

0.000 292' No Ice 11.623 9.767 0.082

SBNHH-1D65C w/ Mount Pipe (E)

B From Leg 4.000 0' 4'

0.000 292' No Ice 11.623 9.767 0.082

SBNHH-1D65C w/ Mount Pipe (E)

C From Leg 4.000 0' 4'

0.000 292' No Ice 11.623 9.767 0.082

742 352 w/ Mount Pipe (E)

A From Leg 4.000 0' 4'

0.000 292' No Ice 6.050 3.050 0.056


B From Leg 4.000 0' 4'

0.000 292' No Ice 6.050 3.050 0.056


C From Leg 4.000 0' 4'

0.000 292' No Ice 6.050 3.050 0.056

RRUS 12 (E)

A From Leg 4.000 0' 4'

0.000 292' No Ice 3.145 1.285 0.058

RRUS 12 (E)

B From Leg 4.000 0'

0.000 292' No Ice 3.145 1.285 0.058



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

24 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

4' RRUS 12

(E) C From Leg 4.000

0' 4'

0.000 292' No Ice 3.145 1.285 0.058

RRUS A2 (E)

A From Leg 4.000 0' 4'

0.000 292' No Ice 2.066 0.498 0.022

RRUS A2 (E)

B From Leg 4.000 0' 4'

0.000 292' No Ice 2.066 0.498 0.022

RRUS A2 (E)

C From Leg 4.000 0' 4'

0.000 292' No Ice 2.066 0.498 0.022

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

C From Leg 4.000 0' 4'

0.000 292' No Ice 0.917 0.917 0.019

EPBQ-652L8H8 w/ Mount Pipe (P)

A From Leg 4.000 0' 4'

0.000 292' No Ice 12.215 9.587 0.096


B From Leg 4.000 0' 4'

0.000 292' No Ice 12.215 9.587 0.096


C From Leg 4.000 0' 4'

0.000 292' No Ice 12.215 9.587 0.096

RRUS 32 (P)

A From Leg 4.000 0' 4'

0.000 292' No Ice 2.857 1.777 0.055

RRUS 32 (P)

B From Leg 4.000 0' 4'

0.000 292' No Ice 2.857 1.777 0.055

RRUS 32 (P)

C From Leg 4.000 0' 4'

0.000 292' No Ice 2.857 1.777 0.055

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

A From Leg 4.000 0' 4'

0.000 292' No Ice 0.917 0.917 0.019

6' x 2'' Mount Pipe (E)

A From Leg 4.000 0' 0'

0.000 292' No Ice 1.407 1.407 0.022


B From Leg 4.000 0' 0'

0.000 292' No Ice 1.407 1.407 0.022


C From Leg 4.000 0' 0'

0.000 292' No Ice 1.407 1.407 0.022

15' x 2'' Pipe Mount (Stabilizer pipe)

A From Leg 2.000 0' 0'

0.000 292' No Ice 7.037 7.037 0.000


B From Leg 2.000 0' 0'

0.000 292' No Ice 7.037 7.037 0.000


C From Leg 2.000 0' 0'

0.000 292' No Ice 7.037 7.037 0.000

Sector Mount [SM 1303-3] (E)

C None 0.000 292' No Ice 30.200 30.200 1.104



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

25 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

*hh* BXA-70080-8CF-EDIN-2 w/

Mount Pipe (E)

A From Leg 4.000 0' 0'

0.000 250' No Ice 8.441 8.703 0.055

BXA-70080-8CF-EDIN-2 w/ Mount Pipe

(E)

B From Leg 4.000 0' 0'

0.000 250' No Ice 8.441 8.703 0.055

BXA-70080-8CF-EDIN-2 w/ Mount Pipe

(E)

C From Leg 4.000 0' 0'

0.000 250' No Ice 8.441 8.703 0.055

(2) WBX045T19R000G w/ Mount Pipe

(E)

A From Leg 4.000 0' 0'

0.000 250' No Ice 8.233 3.407 0.056


(E)

B From Leg 4.000 0' 0'

0.000 250' No Ice 8.233 3.407 0.056


(E)

C From Leg 4.000 0' 0'

0.000 250' No Ice 8.233 3.407 0.056

(2) ETW200VS12UB (E)

A From Leg 4.000 0' 0'

0.000 250' No Ice 0.158 0.404 0.011


B From Leg 4.000 0' 0'

0.000 250' No Ice 0.158 0.404 0.011


C From Leg 4.000 0' 0'

0.000 250' No Ice 0.158 0.404 0.011

E15Z09P93 (E)

A From Leg 4.000 0' 0'

0.000 250' No Ice 0.516 0.364 0.012

E15Z09P93 (E)

B From Leg 4.000 0' 0'

0.000 250' No Ice 0.516 0.364 0.012

E15Z09P93 (E)

C From Leg 4.000 0' 0'

0.000 250' No Ice 0.516 0.364 0.012

CBC71921-DF (E)

A From Leg 4.000 0' 0'

0.000 250' No Ice 0.581 0.194 0.008

CBC71921-DF (E)

B From Leg 4.000 0' 0'

0.000 250' No Ice 0.581 0.194 0.008

CBC71921-DF (E)

C From Leg 4.000 0' 0'

0.000 250' No Ice 0.581 0.194 0.008

X7C-FRO-640-VR0 w/ Mount Pipe

(R)

A From Leg 4.000 0' 0'

0.000 250' No Ice 13.398 8.171 0.069


(R)

B From Leg 4.000 0' 0'

0.000 250' No Ice 13.864 10.649 0.083


(R)

C From Leg 4.000 0' 0'

0.000 250' No Ice 18.241 11.695 0.093

RRUS12/RRUS A2 (R)

A From Leg 4.000 0'

0.000 250' No Ice 3.667 2.141 0.072



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

26 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

0' RRUS12/RRUS A2

(R) B From Leg 4.000

0' 0'

0.000 250' No Ice 3.667 2.141 0.072

RRUS12/RRUS A2 (R)

C From Leg 4.000 0' 0'

0.000 250' No Ice 3.667 2.141 0.072

RHSDC-3315-PF-48 (R)

A From Leg 4.000 0' 0'

0.000 250' No Ice 3.708 2.192 0.032


C None 0.000 250' No Ice 33.020 33.020 1.673

*hh* APXVSPP18-C-A20 w/

Mount Pipe (E)

A From Leg 4.000 0' 1'

0.000 242' No Ice 8.262 6.946 0.083

P40-16-XLPP-RR-A w/ Mount Pipe

(E)

B From Leg 4.000 0' 1'

0.000 242' No Ice 8.242 4.825 0.073

APXVSPP18-C-A20 w/ Mount Pipe

(E)

C From Leg 4.000 0' 1'

0.000 242' No Ice 8.262 6.946 0.083

800MHz 2X50W RRH W/FILTER

(E)

A From Leg 4.000 0' 1'

0.000 242' No Ice 2.058 1.932 0.064


(E)

B From Leg 4.000 0' 1'

0.000 242' No Ice 2.058 1.932 0.064


(E)

C From Leg 4.000 0' 1'

0.000 242' No Ice 2.058 1.932 0.064

PCS 1900MHz 4x45W-65MHz

(E)

A From Leg 4.000 0' 1'

0.000 242' No Ice 2.322 2.238 0.060


(E)

B From Leg 4.000 0' 1'

0.000 242' No Ice 2.322 2.238 0.060


(E)

C From Leg 4.000 0' 1'

0.000 242' No Ice 2.322 2.238 0.060

(3) 6' x 2'' Mount Pipe (E)

A From Leg 4.000 0' 0'

0.000 242' No Ice 1.425 1.425 0.022


B From Leg 4.000 0' 0'

0.000 242' No Ice 1.425 1.425 0.022


C From Leg 4.000 0' 0'

0.000 242' No Ice 1.425 1.425 0.022


C None 0.000 242' No Ice 24.210 24.210 0.900

*hh* APXV18-209015-C w/

Mount Pipe (E)

A From Leg 4.000 0' 1'

0.000 230' No Ice 5.404 4.700 0.051

(2) APXV18-209015-C w/ Mount Pipe

B From Leg 4.000 0'

0.000 230' No Ice 5.404 4.700 0.051



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

27 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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) 1' APXV18-209015-C w/

Mount Pipe (E)

C From Leg 4.000 0' 1'

0.000 230' No Ice 5.404 4.700 0.051

KRY 112 89/5 (E)

A From Leg 4.000 0' 1'

0.000 230' No Ice 0.200 0.367 0.015

(2) KRY 112 89/5 (E)

B From Leg 4.000 0' 1'

0.000 230' No Ice 0.200 0.367 0.015

KRY 112 89/5 (E)

C From Leg 4.000 0' 1'

0.000 230' No Ice 0.200 0.367 0.015


A From Leg 4.000 0' 0'

0.000 230' No Ice 1.425 1.425 0.022


B From Leg 4.000 0' 0'

0.000 230' No Ice 1.425 1.425 0.022


C From Leg 4.000 0' 0'

0.000 230' No Ice 1.425 1.425 0.022


C None 0.000 230' No Ice 33.020 33.020 1.673

*hh* BXA-80063/8CF w/ Mount

Pipe (E)

A From Leg 4.000 0' 0'

0.000 200' No Ice 10.907 7.640 0.056

BXA-80063/8CF w/ Mount Pipe (E)

B From Leg 4.000 0' 0'

0.000 200' No Ice 10.907 7.640 0.056

BXA-80063/8CF w/ Mount Pipe (E)

C From Leg 4.000 0' 0'

0.000 200' No Ice 10.907 7.640 0.056

AM-X-CD-17-65-00T-RET w/ Mount Pipe

(E)

A From Leg 4.000 0' 0'

0.000 200' No Ice 11.549 8.938 0.092


(E)

B From Leg 4.000 0' 0'

0.000 200' No Ice 11.549 8.938 0.092


(E)

C From Leg 4.000 0' 0'

0.000 200' No Ice 11.549 8.938 0.092

(3) RRUS 11 (E)

A From Leg 4.000 0' 0'

0.000 200' No Ice 2.784 1.187 0.048

(3) RRUS 11 (E)

B From Leg 4.000 0' 0'

0.000 200' No Ice 2.784 1.187 0.048

(3) RRUS 11 (E)

C From Leg 4.000 0' 0'

0.000 200' No Ice 2.784 1.187 0.048

(2) RRUS 11 (E-Ver.Offset Per Photo)

A From Leg 4.000 0' 3'

0.000 200' No Ice 2.784 1.187 0.048

(2) RRUS 11 (E-Ver.Offset Per Photo)

B From Leg 4.000 0'

0.000 200' No Ice 2.784 1.187 0.048



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

28 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

3' (2) RRUS 11

(E-Ver.Offset Per Photo) C From Leg 4.000

0' 3'

0.000 200' No Ice 2.784 1.187 0.048

(2) DBC0056F1Vx-1 (E)

A From Leg 4.000 0' 0'

0.000 200' No Ice 0.482 0.288 0.007

(2) DBC0056F1Vx-1 (E)

B From Leg 4.000 0' 0'

0.000 200' No Ice 0.482 0.288 0.007

(2) DBC0056F1Vx-1 (E)

C From Leg 4.000 0' 0'

0.000 200' No Ice 0.482 0.288 0.007

(2) 8'x2'' Mount Pipe (E)

A From Leg 4.000 0' 0'

0.000 200' No Ice 1.900 1.900 0.030


B From Leg 4.000 0' 0'

0.000 200' No Ice 1.900 1.900 0.030


C From Leg 4.000 0' 0'

0.000 200' No Ice 1.900 1.900 0.030


C None 0.000 200' No Ice 33.020 33.020 1.673

*hh*

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



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

29 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300 - 280 Leg Max Tension 4 41.719 -0.075 0.044

Max. Compression 2 -45.973 0.009 0.348 Max. Mx 5 -1.878 -0.847 -0.031 Max. My 2 20.349 -0.175 0.763 Max. Vy 5 -3.730 -0.075 -0.207 Max. Vx 2 3.835 0.007 0.196 Diagonal Max Tension 13 6.868 0.000 0.000 Max. Compression 13 -6.799 0.000 0.000 Max. Mx 5 -3.374 -0.048 0.008 Max. My 3 -6.026 -0.009 0.024 Max. Vy 5 -0.020 0.000 0.000 Max. Vx 3 -0.007 -0.007 0.024 Top Girt Max Tension 2 0.866 0.000 0.000 Max. Compression 4 -0.967 0.000 0.000 Max. Mx 10 0.866 -0.013 0.000 Max. My 5 -0.013 0.000 0.000 Max. Vy 2 0.010 0.000 0.000 Max. Vx 5 -0.000 0.000 0.000

T2 280 - 260 Leg Max Tension 4 40.244 -0.342 0.206 Max. Compression 2 -45.555 0.007 0.354 Max. Mx 5 -2.775 -0.847 -0.031 Max. My 2 19.069 -0.175 0.763 Max. Vy 11 0.487 0.847 -0.031 Max. Vx 2 0.445 -0.175 0.763 Diagonal Max Tension 13 8.825 0.000 0.000 Max. Compression 3 -8.022 0.000 0.000 Max. Mx 5 -2.866 0.048 -0.007 Max. My 13 -7.929 0.027 0.016 Max. Vy 5 -0.020 0.048 -0.007 Max. Vx 13 0.005 0.027 0.016 Guy A Bottom Tension 7 32.318 Top Tension 7 32.627 Top Cable Vert 7 26.339 Top Cable Norm 7 19.255 Top Cable Tan 7 0.110 Bot Cable Vert 7 -25.303 Bot Cable Norm 7 20.096 Bot Cable Tan 7 0.584 Guy B Bottom Tension 13 32.344 Top Tension 13 32.654 Top Cable Vert 13 26.360 Top Cable Norm 13 19.272 Top Cable Tan 13 0.110 Bot Cable Vert 13 -25.324 Bot Cable Norm 13 20.112 Bot Cable Tan 13 0.585 Guy C Bottom Tension 3 32.305 Top Tension 3 32.614 Top Cable Vert 3 26.329 Top Cable Norm 3 19.247 Top Cable Tan 3 0.110 Bot Cable Vert 3 -25.293 Bot Cable Norm 3 20.088 Bot Cable Tan 3 0.584 Top Guy Pull-Off Max Tension 4 27.615 0.000 0.000 Max. Compression 2 -20.266 0.000 0.000 Max. Mx 10 -20.230 0.025 0.000 Max. My 5 4.424 0.000 -0.000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

30 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Vy 2 -0.020 0.000 0.000 Max. Vx 5 0.000 0.000 0.000 Bottom Guy

Pull-Off Max Tension 1 0.000 0.000 0.000

Max. Compression 6 -2.916 0.000 0.000 Max. Mx 10 -2.875 0.025 0.000 Max. My 5 -2.473 0.000 -0.000 Max. Vy 2 -0.020 0.000 0.000 Max. Vx 5 0.000 0.000 0.000 Torque Arm Top Max Tension 13 35.017 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 8.170 0.060 0.000 Max. My 6 3.982 0.000 -0.000 Max. Vy 12 -0.029 0.000 0.000 Max. Vx 6 0.000 0.000 0.000 Torque Arm Bottom Max Tension 1 0.000 0.000 0.000 Max. Compression 5 -34.594 0.000 0.000 Max. Mx 2 -28.811 0.084 0.000 Max. My 6 -6.680 0.000 0.001 Max. Vy 2 -0.030 0.000 0.000 Max. Vx 6 -0.000 0.000 0.000

T3 260 - 248 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 9 -49.075 0.486 -1.279 Max. Mx 11 -36.793 -2.299 -0.238 Max. My 8 -19.305 -0.087 2.350 Max. Vy 11 -1.755 1.331 0.207 Max. Vx 8 1.773 0.019 -1.400 Diagonal Max Tension 4 2.919 0.000 0.000 Max. Compression 10 -2.348 0.000 0.000 Max. Mx 9 0.242 0.021 0.002 Max. My 10 -1.504 -0.010 0.004 Max. Vy 9 -0.010 0.021 0.002 Max. Vx 10 0.001 -0.010 0.004

T4 248 - 240 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -42.303 0.025 -0.551 Max. Mx 5 -40.605 -1.333 0.225 Max. My 8 -34.715 0.019 -1.400 Max. Vy 5 -1.910 -0.260 -0.340 Max. Vx 2 2.140 0.019 0.445 Diagonal Max Tension 11 6.867 -0.017 0.000 Max. Compression 11 -7.297 0.000 0.000 Max. Mx 9 2.937 0.021 0.002 Max. My 10 -5.683 0.011 0.008 Max. Vy 9 -0.010 0.021 0.002 Max. Vx 10 -0.003 0.011 0.008 Secondary

Horizontal Max Tension 4 1.990 -0.013 -0.006

Max. Compression 10 -0.733 -0.006 -0.007 Max. Mx 9 -0.714 0.022 -0.001 Max. My 5 1.958 -0.011 -0.008 Max. Vy 9 -0.014 0.022 -0.001 Max. Vx 11 0.003 -0.011 -0.008

T5 240 - 236 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -47.788 0.003 0.317 Max. Mx 11 -18.461 1.051 0.315 Max. My 7 -18.775 -0.294 -1.067 Max. Vy 11 -0.806 1.051 0.315 Max. Vx 7 0.855 -0.294 -1.067 Diagonal Max Tension 11 7.480 0.000 0.000 Max. Compression 11 -8.806 0.016 0.003 Max. Mx 6 5.841 0.047 0.004



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

31 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. My 11 1.427 -0.004 0.008 Max. Vy 6 -0.020 0.047 0.004 Max. Vx 11 0.003 -0.004 0.008 Secondary

Horizontal Max Tension 6 1.219 0.000 0.000

Max. Compression 2 -0.828 0.009 -0.007 Max. Mx 6 1.208 0.029 -0.007 Max. My 11 1.119 0.023 -0.009 Max. Vy 6 0.016 0.029 -0.007 Max. Vx 11 -0.004 0.000 0.000

T6 236 - 224 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -77.863 1.164 0.528 Max. Mx 2 -67.563 -1.391 0.674 Max. My 6 -74.779 0.101 -1.545 Max. Vy 5 -2.020 -0.527 -0.430 Max. Vx 2 2.161 -0.034 0.755 Diagonal Max Tension 13 4.545 -0.023 -0.001 Max. Compression 13 -7.005 0.000 0.000 Max. Mx 6 3.728 0.035 0.001 Max. My 11 -2.232 -0.013 0.009 Max. Vy 6 -0.014 0.035 0.001 Max. Vx 11 0.003 0.000 0.000 Secondary

Horizontal Max Tension 9 2.897 0.018 -0.009

Max. Compression 13 -1.349 -0.005 -0.006 Max. Mx 6 -1.340 -0.030 -0.005 Max. My 2 -1.339 0.016 -0.011 Max. Vy 6 0.017 0.000 0.000 Max. Vx 2 0.004 0.016 -0.011 Guy A Bottom Tension 9 61.834 Top Tension 9 62.314 Top Cable Vert 9 46.616 Top Cable Norm 9 41.352 Top Cable Tan 9 0.053 Bot Cable Vert 9 -45.232 Bot Cable Norm 9 42.152 Bot Cable Tan 9 0.887 Guy B Bottom Tension 13 61.852 Top Tension 13 62.332 Top Cable Vert 13 46.629 Top Cable Norm 13 41.364 Top Cable Tan 13 0.053 Bot Cable Vert 13 -45.245 Bot Cable Norm 13 42.163 Bot Cable Tan 13 0.887 Guy C Bottom Tension 3 61.858 Top Tension 3 62.338 Top Cable Vert 3 46.634 Top Cable Norm 3 41.369 Top Cable Tan 3 0.053 Bot Cable Vert 3 -45.250 Bot Cable Norm 3 42.168 Bot Cable Tan 3 0.887 Top Guy Pull-Off Max Tension 2 21.962 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 10 21.955 0.098 0.000 Max. My 5 13.337 0.000 -0.000 Max. Vy 10 0.078 0.000 0.000 Max. Vx 5 0.000 0.000 0.000

T7 224 - 220 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -81.948 0.280 0.030



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

32 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Mx 2 -80.074 1.224 0.501 Max. My 6 -80.041 0.151 -1.309 Max. Vy 2 1.142 1.224 0.501 Max. Vx 6 -1.263 0.151 -1.309 Diagonal Max Tension 3 1.159 -0.003 0.000 Max. Compression 3 -1.933 0.000 0.000 Max. Mx 9 1.095 0.014 -0.002 Max. My 11 -1.421 -0.008 0.004 Max. Vy 9 -0.006 0.014 -0.002 Max. Vx 11 0.001 0.000 0.000 Secondary

Horizontal Max Tension 13 1.419 0.000 0.000

Max. Compression 13 -1.419 0.003 -0.004 Max. Mx 11 -0.520 0.010 -0.001 Max. My 11 -1.417 0.004 -0.004 Max. Vy 11 -0.009 0.010 -0.001 Max. Vx 11 0.002 0.000 0.000

T8 220 - 200 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 13 -85.060 -0.125 -0.089 Max. Mx 11 -66.462 -0.458 -0.037 Max. My 7 -66.275 0.198 0.420 Max. Vy 5 -0.237 -0.232 0.079 Max. Vx 7 -0.200 -0.042 -0.230 Diagonal Max Tension 4 2.476 0.000 0.000 Max. Compression 10 -2.561 0.000 0.000 Max. Mx 11 0.469 0.020 0.000 Max. My 9 -2.209 0.016 0.004 Max. Vy 11 -0.009 0.020 0.000 Max. Vx 9 -0.001 0.000 0.000

T9 200 - 180 Leg Max Tension 4 9.729 -0.117 0.073 Max. Compression 2 -120.598 0.000 1.095 Max. Mx 10 -120.286 0.943 -0.553 Max. My 2 -120.598 0.000 1.095 Max. Vy 5 -2.816 0.036 0.270 Max. Vx 8 -2.869 -0.003 -0.122 Diagonal Max Tension 7 8.965 0.000 0.000 Max. Compression 7 -9.768 0.000 0.000 Max. Mx 6 6.861 0.094 0.005 Max. My 3 -9.563 0.021 -0.017 Max. Vy 6 -0.034 0.094 0.005 Max. Vx 3 0.005 0.000 0.000

T10 180 - 160 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -123.319 -0.001 -0.517 Max. Mx 10 -122.975 0.943 -0.553 Max. My 2 -123.244 0.000 1.095 Max. Vy 6 -0.391 -0.943 -0.553 Max. Vx 2 0.456 0.000 1.095 Diagonal Max Tension 3 7.107 0.000 0.000 Max. Compression 3 -7.926 0.045 0.011 Max. Mx 10 4.725 -0.098 0.006 Max. My 11 -7.633 -0.048 0.013 Max. Vy 10 -0.035 0.000 0.000 Max. Vx 11 0.004 0.000 0.000 Guy A Bottom Tension 9 64.765 Top Tension 9 65.132 Top Cable Vert 9 42.354 Top Cable Norm 9 49.481 Top Cable Tan 9 0.136 Bot Cable Vert 9 -41.226 Bot Cable Norm 9 49.942 Bot Cable Tan 9 0.772



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

33 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Guy B Bottom Tension 13 64.762 Top Tension 13 65.130 Top Cable Vert 13 42.352 Top Cable Norm 13 49.479 Top Cable Tan 13 0.136 Bot Cable Vert 13 -41.225 Bot Cable Norm 13 49.941 Bot Cable Tan 13 0.772 Guy C Bottom Tension 3 64.737 Top Tension 3 65.105 Top Cable Vert 3 42.336 Top Cable Norm 3 49.460 Top Cable Tan 3 0.136 Bot Cable Vert 3 -41.209 Bot Cable Norm 3 49.921 Bot Cable Tan 3 0.772 Top Guy Pull-Off Max Tension 10 24.293 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 6 24.282 -0.026 0.000 Max. My 11 15.452 0.000 0.000 Max. Vy 6 0.021 0.000 0.000 Max. Vx 11 -0.000 0.000 0.000

T11 160 - 140 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 11 -121.824 -0.125 0.014 Max. Mx 11 -89.127 -0.172 0.011 Max. My 2 -49.850 -0.001 -0.175 Max. Vy 6 -0.096 -0.083 0.027 Max. Vx 2 0.099 -0.062 0.065 Diagonal Max Tension 3 3.686 0.000 0.000 Max. Compression 3 -3.538 0.000 0.000 Max. Mx 11 0.532 0.040 -0.000 Max. My 9 -3.513 -0.028 0.001 Max. Vy 11 -0.016 0.040 -0.000 Max. Vx 9 0.000 -0.028 0.001

T12 140 - 120 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 11 -122.363 -0.124 0.009 Max. Mx 2 -110.563 -0.670 0.333 Max. My 10 -110.456 -0.043 -0.746 Max. Vy 6 0.263 -0.621 0.417 Max. Vx 9 0.283 -0.027 -0.703 Diagonal Max Tension 7 3.472 0.000 0.000 Max. Compression 7 -3.030 0.000 0.000 Max. Mx 11 -0.240 0.040 -0.000 Max. My 5 -1.144 0.035 0.002 Max. Vy 11 -0.016 0.040 -0.000 Max. Vx 5 -0.001 0.000 0.000

T13 120 - 100 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -117.461 -0.001 -0.491 Max. Mx 10 -117.365 -2.143 1.238 Max. My 2 -117.401 0.000 -2.476 Max. Vy 10 1.972 1.761 -1.019 Max. Vx 2 2.280 0.000 2.036 Diagonal Max Tension 7 5.648 -0.064 -0.002 Max. Compression 7 -8.790 0.061 -0.000 Max. Mx 10 3.102 0.106 -0.012 Max. My 6 -6.084 -0.078 0.014 Max. Vy 10 -0.038 0.106 -0.012 Max. Vx 6 0.004 -0.078 0.014 Secondary

Horizontal Max Tension 2 2.212 -0.029 -0.012

Max. Compression 2 -2.034 0.030 -0.012



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

34 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Mx 10 -1.820 0.045 -0.011 Max. My 13 1.843 0.033 -0.013 Max. Vy 10 -0.022 0.045 -0.011 Max. Vx 13 -0.005 0.033 -0.013

T14 100 - 80 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -122.720 0.000 -2.501 Max. Mx 10 -119.801 -2.164 1.251 Max. My 2 -119.824 0.000 -2.501 Max. Vy 10 -2.047 1.891 -1.094 Max. Vx 2 -2.367 0.000 2.185 Diagonal Max Tension 12 1.661 0.000 0.000 Max. Compression 6 -4.728 0.000 0.000 Max. Mx 10 -0.263 -0.050 -0.008 Max. My 11 -1.525 -0.045 -0.008 Max. Vy 10 -0.019 0.000 0.000 Max. Vx 11 -0.003 -0.045 -0.008 Secondary

Horizontal Max Tension 2 2.341 0.027 -0.009

Max. Compression 2 -2.126 -0.003 -0.008 Max. Mx 10 1.903 -0.035 -0.006 Max. My 6 2.338 0.027 -0.009 Max. Vy 10 -0.018 0.000 0.000 Max. Vx 6 -0.004 0.000 0.000 Guy A Bottom Tension 9 31.716 Top Tension 9 31.829 Top Cable Vert 9 13.719 Top Cable Norm 9 28.721 Top Cable Tan 9 0.002 Bot Cable Vert 9 -13.252 Bot Cable Norm 9 28.813 Bot Cable Tan 9 0.297 Guy B Bottom Tension 11 31.719 Top Tension 11 31.832 Top Cable Vert 11 13.720 Top Cable Norm 11 28.724 Top Cable Tan 11 0.000 Bot Cable Vert 11 -13.253 Bot Cable Norm 11 28.816 Bot Cable Tan 11 0.294 Guy C Bottom Tension 5 31.713 Top Tension 5 31.826 Top Cable Vert 5 13.718 Top Cable Norm 5 28.718 Top Cable Tan 5 0.000 Bot Cable Vert 5 -13.250 Bot Cable Norm 5 28.811 Bot Cable Tan 5 0.294 Top Guy Pull-Off Max Tension 10 15.718 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 12 3.822 0.032 0.000 Max. My 11 10.232 0.000 -0.000 Max. Vy 12 -0.025 0.000 0.000 Max. Vx 11 0.000 0.000 0.000

T15 80 - 60 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -129.684 -0.001 1.574 Max. Mx 10 -129.666 1.360 -0.793 Max. My 2 -129.684 -0.001 1.574 Max. Vy 6 0.544 -1.360 -0.792 Max. Vx 2 -0.633 -0.001 1.574 Diagonal Max Tension 7 2.864 0.000 0.000 Max. Compression 6 -3.778 0.000 0.000



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

35 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. Mx 10 0.901 0.031 -0.001 Max. My 5 -3.261 0.022 0.003 Max. Vy 10 -0.012 0.031 -0.001 Max. Vx 5 -0.001 0.022 0.003

T16 60 - 40 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -128.340 -0.000 -0.833 Max. Mx 10 -128.269 1.360 -0.793 Max. My 2 -128.254 -0.001 1.574 Max. Vy 6 -0.557 -1.360 -0.792 Max. Vx 2 0.647 -0.001 1.574 Diagonal Max Tension 11 4.865 0.000 0.000 Max. Compression 11 -5.617 0.000 0.000 Max. Mx 10 -3.060 0.027 -0.002 Max. My 11 -3.751 -0.009 -0.003 Max. Vy 10 -0.011 0.027 -0.002 Max. Vx 11 -0.001 -0.009 -0.003 Guy A Bottom Tension 7 23.286 Top Tension 7 23.354 Top Cable Vert 7 6.504 Top Cable Norm 7 22.430 Top Cable Tan 7 0.043 Bot Cable Vert 7 -6.150 Bot Cable Norm 7 22.459 Bot Cable Tan 7 0.178 Guy B Bottom Tension 11 23.289 Top Tension 11 23.357 Top Cable Vert 11 6.505 Top Cable Norm 11 22.433 Top Cable Tan 11 0.044 Bot Cable Vert 11 -6.150 Bot Cable Norm 11 22.461 Bot Cable Tan 11 0.177 Guy C Bottom Tension 5 23.289 Top Tension 5 23.357 Top Cable Vert 5 6.505 Top Cable Norm 5 22.433 Top Cable Tan 5 0.044 Bot Cable Vert 5 -6.150 Bot Cable Norm 5 22.462 Bot Cable Tan 5 0.177 Top Guy Pull-Off Max Tension 6 12.954 0.000 0.000 Max. Compression 1 0.000 0.000 0.000 Max. Mx 4 3.681 -0.026 0.000 Max. My 11 8.531 0.000 0.000 Max. Vy 4 0.021 0.000 0.000 Max. Vx 11 -0.000 0.000 0.000

T17 40 - 20 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -121.825 -0.217 0.043 Max. Mx 10 -92.054 -0.281 0.160 Max. My 2 -92.105 -0.000 -0.323 Max. Vy 6 -0.111 -0.031 -0.020 Max. Vx 2 0.130 -0.000 0.038 Diagonal Max Tension 11 2.113 0.000 0.000 Max. Compression 11 -2.075 0.000 0.000 Max. Mx 5 0.478 0.021 0.001 Max. My 11 -0.538 0.019 -0.002 Max. Vy 5 -0.009 0.021 0.001 Max. Vx 11 0.001 0.000 0.000

T18 20 - 8 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 2 -120.929 -0.727 0.267 Max. Mx 10 -98.061 1.070 -0.543



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

36 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type

Condition Gov. Load

Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft Max. My 2 -98.124 0.002 1.196 Max. Vy 6 0.496 -1.070 -0.544 Max. Vx 2 -0.562 0.002 1.196 Diagonal Max Tension 4 2.244 0.000 0.000 Max. Compression 10 -3.007 0.000 0.000 Max. Mx 10 -2.317 0.029 -0.001 Max. My 11 -2.582 0.028 -0.003 Max. Vy 10 -0.012 0.029 -0.002 Max. Vx 11 0.001 0.000 0.000

T19 8 - 0 Leg Max Tension 1 0.000 0.000 0.000 Max. Compression 10 -125.580 -0.816 0.921 Max. Mx 11 -119.389 -1.225 1.105 Max. My 11 -119.484 -0.844 1.525 Max. Vy 11 0.560 1.055 -0.875 Max. Vx 11 -0.642 -0.710 1.507 Horizontal Max Tension 12 0.098 -1.819 -0.132 Max. Compression 1 0.000 0.000 0.000 Max. Mx 11 0.042 -2.795 -0.188 Max. My 11 0.079 -2.776 -0.239 Max. Vy 5 1.446 -2.778 -0.239 Max. Vx 11 -0.184 -2.776 -0.239 Top Girt Max Tension 2 26.057 -1.153 -0.027 Max. Compression 1 0.000 0.000 0.000 Max. Mx 5 23.610 -1.950 -0.150 Max. My 11 23.611 -1.948 -0.150 Max. Vy 5 0.428 -1.950 -0.150 Max. Vx 11 -0.064 -1.948 -0.150

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Mast Max. Vert 2 338.663 -0.008 0.414 Max. Hx 12 251.726 3.508 2.024 Max. Hz 12 251.726 3.508 2.024 Max. Mx 1 0.000 -0.006 -0.021 Max. Mz 1 0.000 -0.006 -0.021 Max. Torsion 5 3.210 -1.816 1.577 Min. Vert 1 135.123 -0.006 -0.021 Min. Hx 4 251.752 -3.527 2.019 Min. Hz 8 251.718 -0.013 -4.094 Min. Mx 1 0.000 -0.006 -0.021 Min. Mz 1 0.000 -0.006 -0.021 Min. Torsion 11 -3.213 1.797 1.578

Guy C @ 215 ft Elev 0 ft

Azimuth 240 deg

Max. Vert 10 -5.306 -2.764 1.595

Max. Hx 10 -5.306 -2.764 1.595 Max. Hz 3 -155.756 -156.727 94.398 Min. Vert 3 -155.756 -156.727 94.398 Min. Hx 5 -155.662 -160.038 88.521 Min. Hz 10 -5.306 -2.764 1.595

Guy B @ 215 ft Elev 0 ft

Azimuth 120 deg

Max. Vert 6 -5.308 2.765 1.596

Max. Hx 11 -155.666 160.054 88.529 Max. Hz 13 -155.710 156.703 94.389



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

37 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Min. Vert 13 -155.710 156.703 94.389 Min. Hx 6 -5.308 2.765 1.596 Min. Hz 6 -5.308 2.765 1.596

Guy A @ 215 ft Elev 0 ft

Azimuth 0 deg

Max. Vert 2 -5.303 0.000 -3.189

Max. Hx 11 -82.173 5.662 -94.902 Max. Hz 2 -5.303 0.000 -3.189 Min. Vert 9 -155.687 3.386 -182.895 Min. Hx 5 -82.122 -5.661 -94.856 Min. Hz 9 -155.687 3.386 -182.895

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 135.123 0.006 0.021 0.000 0.000 -0.0001.2 Dead+1.6 Wind 0 deg - No Ice+1.0 Guy

338.663 0.008 -0.414 0.000 0.000 -0.094

1.2 Dead+1.6 Wind 30 deg - No Ice+1.0 Guy

308.992 2.290 -0.743 0.000 0.000 -0.457


251.752 3.527 -2.019 0.000 0.000 -2.293


308.780 1.816 -1.577 0.000 0.000 -3.210


338.451 0.392 0.241 0.000 0.000 -1.993


308.785 -0.468 2.387 0.000 0.000 -0.288


251.718 0.013 4.094 0.000 0.000 0.055


308.884 0.486 2.385 0.000 0.000 0.470


338.541 -0.373 0.239 0.000 0.000 2.064


308.834 -1.797 -1.578 0.000 0.000 3.213


251.726 -3.508 -2.024 0.000 0.000 2.262


308.947 -2.275 -0.744 0.000 0.000 0.271

Dead+Wind 0 deg - Service+Guy

136.638 0.006 -0.763 0.000 0.000 -0.013


136.565 0.402 -0.650 0.000 0.000 -0.062


136.543 0.664 -0.359 0.000 0.000 -0.322


136.567 0.785 0.013 0.000 0.000 -0.515


136.638 0.685 0.413 0.000 0.000 -0.327


136.564 0.389 0.699 0.000 0.000 -0.035


136.541 0.006 0.781 0.000 0.000 0.013


136.567 -0.376 0.699 0.000 0.000 0.062



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

38 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Load Combination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft Dead+Wind 240 deg - Service+Guy

136.643 -0.673 0.413 0.000 0.000 0.336


136.570 -0.772 0.013 0.000 0.000 0.515


136.544 -0.652 -0.359 0.000 0.000 0.312


136.565 -0.390 -0.650 0.000 0.000 0.035

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 -53.495 0.000 0.000 53.495 -0.000 0.001% 2 0.019 -63.634 -164.467 -0.019 63.634 164.460 0.004% 3 81.364 -62.645 -140.937 -81.364 62.645 140.932 0.003% 4 137.566 -61.656 -79.451 -137.567 61.656 79.452 0.000% 5 162.696 -62.645 -0.019 -162.692 62.645 0.022 0.003% 6 142.394 -63.634 82.217 -142.388 63.634 -82.214 0.004% 7 81.332 -62.645 140.919 -81.327 62.645 -140.916 0.003% 8 -0.019 -61.656 158.870 0.016 61.656 -158.871 0.002% 9 -81.364 -62.645 140.937 81.359 62.645 -140.935 0.003% 10 -142.413 -63.634 82.250 142.407 63.634 -82.246 0.004% 11 -162.696 -62.645 0.019 162.692 62.645 -0.016 0.003% 12 -137.548 -61.656 -79.419 137.547 61.656 79.421 0.001% 13 -81.332 -62.645 -140.919 81.332 62.645 140.913 0.003% 14 0.003 -53.629 -22.237 -0.003 53.629 22.234 0.006% 15 11.001 -53.495 -19.056 -11.001 53.495 19.054 0.004% 16 18.600 -53.362 -10.742 -18.598 53.362 10.741 0.005% 17 21.998 -53.495 -0.003 -21.996 53.495 0.004 0.004% 18 19.253 -53.629 11.116 -19.250 53.629 -11.115 0.006% 19 10.997 -53.495 19.053 -10.995 53.495 -19.052 0.004% 20 -0.003 -53.362 21.481 0.003 53.362 -21.478 0.005% 21 -11.001 -53.495 19.056 10.999 53.495 -19.055 0.004% 22 -19.255 -53.629 11.121 19.253 53.629 -11.119 0.006% 23 -21.998 -53.495 0.003 21.996 53.495 -0.001 0.004% 24 -18.598 -53.362 -10.738 18.595 53.362 10.737 0.005% 25 -10.997 -53.495 -19.053 10.997 53.495 19.051 0.004%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 8 0.00000001 0.00003551 2 Yes 19 0.00003515 0.00005791 3 Yes 19 0.00003372 0.00004787 4 Yes 13 0.00008203 0.00009309 5 Yes 19 0.00003377 0.00004782 6 Yes 19 0.00003516 0.00005789 7 Yes 19 0.00003374 0.00004787 8 Yes 13 0.00003496 0.00004127 9 Yes 19 0.00003373 0.00004787 10 Yes 19 0.00003516 0.00005792 11 Yes 19 0.00003375 0.00004781 12 Yes 14 0.00005751 0.00006898 13 Yes 19 0.00003371 0.00004787



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

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Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

14 Yes 11 0.00000001 0.00006366 15 Yes 11 0.00000001 0.00003820 16 Yes 10 0.00000001 0.00003000 17 Yes 11 0.00000001 0.00003836 18 Yes 11 0.00000001 0.00006375 19 Yes 11 0.00000001 0.00003809 20 Yes 10 0.00000001 0.00003008 21 Yes 11 0.00000001 0.00003854 22 Yes 11 0.00000001 0.00006433 23 Yes 11 0.00000001 0.00003870 24 Yes 10 0.00000001 0.00003009 25 Yes 11 0.00000001 0.00003804

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 300 - 280 2.691 16 0.036 0.031 T2 280 - 260 2.546 16 0.021 0.030 T3 260 - 248 2.496 16 0.016 0.034 T4 248 - 240 2.449 24 0.022 0.039 T5 240 - 236 2.405 24 0.023 0.042 T6 236 - 224 2.384 24 0.021 0.043 T7 224 - 220 2.336 24 0.026 0.047 T8 220 - 200 2.322 23 0.029 0.049 T9 200 - 180 2.230 22 0.044 0.054

T10 180 - 160 2.086 22 0.031 0.055 T11 160 - 140 2.025 22 0.025 0.056 T12 140 - 120 1.905 22 0.043 0.056 T13 120 - 100 1.666 22 0.067 0.055 T14 100 - 80 1.359 22 0.069 0.054 T15 80 - 60 1.092 22 0.063 0.051 T16 60 - 40 0.827 18 0.059 0.046 T17 40 - 20 0.595 18 0.061 0.040 T18 20 - 8 0.321 18 0.071 0.033 T19 8 - 0 0.131 18 0.076 0.028

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 300'6'' Flash Beacon Lighting 16 2.691 0.036 0.031 114329 300' Lightning Rod 5/8'' x 4' on 5' Pole 16 2.691 0.036 0.031 114329 293' TME-RRUS-11 16 2.632 0.030 0.030 81664 292' SBNHH-1D65C w/ Mount Pipe 16 2.624 0.029 0.030 71456 280' Guy 16 2.546 0.021 0.030 32089 250' BXA-70080-8CF-EDIN-2 w/ Mount

Pipe 24 2.459 0.021 0.038 42491

242' APXVSPP18-C-A20 w/ Mount Pipe 24 2.416 0.024 0.042 291448 236' Guy 24 2.384 0.021 0.043 46294 230' APXV18-209015-C w/ Mount Pipe 24 2.360 0.022 0.045 240948 200' BXA-80063/8CF w/ Mount Pipe 22 2.230 0.044 0.054 51955 180' Guy 22 2.086 0.031 0.055 28579 151' Side Lighting 22 1.985 0.030 0.056 42265 100' Guy 22 1.359 0.069 0.054 58362 60' Guy 18 0.827 0.059 0.046 71779



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

40 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

T1 300 - 280 54.933 2 0.724 0.227 T2 280 - 260 51.933 2 0.613 0.224 T3 260 - 248 49.629 2 0.588 0.246 T4 248 - 240 48.082 2 0.647 0.272 T5 240 - 236 46.918 2 0.662 0.287 T6 236 - 224 46.342 2 0.651 0.291 T7 224 - 220 44.713 2 0.704 0.311 T8 220 - 200 44.125 2 0.731 0.322 T9 200 - 180 40.746 10 0.866 0.345

T10 180 - 160 37.023 10 0.786 0.350 T11 160 - 140 33.988 10 0.762 0.356 T12 140 - 120 30.541 10 0.930 0.356 T13 120 - 100 26.203 10 1.106 0.348 T14 100 - 80 21.384 10 1.108 0.338 T15 80 - 60 16.934 6 1.046 0.319 T16 60 - 40 12.610 6 0.985 0.289 T17 40 - 20 8.673 6 0.971 0.251 T18 20 - 8 4.501 6 1.038 0.206 T19 8 - 0 1.822 6 1.073 0.176

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 300'6'' Flash Beacon Lighting 2 54.933 0.724 0.227 15585 300' Lightning Rod 5/8'' x 4' on 5' Pole 2 54.933 0.724 0.227 15585 293' TME-RRUS-11 2 53.820 0.681 0.224 11132 292' SBNHH-1D65C w/ Mount Pipe 2 53.664 0.676 0.224 9741 280' Guy 2 51.933 0.613 0.224 4371 250' BXA-70080-8CF-EDIN-2 w/ Mount

Pipe 2 48.359 0.637 0.267 6166

242' APXVSPP18-C-A20 w/ Mount Pipe 2 47.212 0.664 0.284 34641 236' Guy 2 46.342 0.651 0.291 5677 230' APXV18-209015-C w/ Mount Pipe 2 45.530 0.665 0.299 47695 200' BXA-80063/8CF w/ Mount Pipe 10 40.746 0.866 0.345 7609 180' Guy 10 37.023 0.786 0.350 3537 151' Side Lighting 10 32.542 0.821 0.357 5704 100' Guy 10 21.384 1.108 0.338 7212 60' Guy 6 12.610 0.985 0.289 7396

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 300 Diagonal A325N 0.625 1 6.868 9.108 0.754

1 Member Block Shear

Top Girt A325N 0.625 1 0.866 9.108 0.095


T2 280 Leg A325N 0.875 4 10.061 40.589 0.248

1 Bolt Tension



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

41 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 A325N 0.625 2 4.413 8.224 0.537


Top Guy Pull-Off@280

A325N 0.625 2 13.807 16.448 0.839


Bottom Guy Pull-Off@280

A325N 0.625 2 1.458 24.851 0.059

1 Bolt Shear

Torque Arm Top@280

A325N 0.875 2 17.509 24.354 0.719

1 Bolt Shear

Torque Arm Bottom@280

A325N 0.875 2 17.297 24.354 0.710

1 Bolt Shear

T3 260 Leg A325N 0.875 4 3.865 40.589 0.095

1 Bolt Tension

Diagonal A325N 0.500 1 2.919 6.947 0.420

1 Member Bearing

T4 248 Diagonal A325N 0.500 1 6.867 6.947 0.989

1 Member Bearing


A325N 0.625 1 1.990 9.108 0.219


T5 240 Leg A325N 0.875 4 3.979 40.589 0.098

1 Bolt Tension

Diagonal A325X 0.500 1 8.806 9.719 0.906

1 Bolt Shear


A325N 0.625 1 1.219 9.108 0.134


T6 236 Diagonal A325N 0.500 1 7.005 7.952 0.881

1 Bolt Shear


A325N 0.625 1 2.897 9.108 0.318



A325N 0.875 2 10.981 24.354 0.451

1 Bolt Shear

T7 224 Diagonal A325N 0.500 1 1.159 3.127 0.371



A325N 0.625 1 1.419 9.108 0.156


T8 220 Leg A325N 0.875 4 7.029 40.589 0.173

1 Bolt Tension

Diagonal A325N 0.500 1 2.476 4.690 0.528


T9 200 Leg A325N 0.875 4 6.268 40.589 0.154

1 Bolt Tension

Diagonal A325N 0.625 1 8.965 10.664 0.841


T10 180 Leg A325N 0.875 4 10.277 40.589 0.253

1 Bolt Tension

Diagonal A325N 0.625 1 7.107 10.664 0.666



A325N 0.625 2 12.147 12.425 0.978

1 Bolt Shear

T11 160 Leg A325N 0.875 4 8.953 40.589 0.221

1 Bolt Tension

Diagonal A325N 0.500 1 3.686 6.398 0.576


T12 140 Leg A325N 0.875 4 10.197 40.589 0.251

1 Bolt Tension

Diagonal A325N 0.500 1 3.472 6.398 0.543


T13 120 Leg A325N 0.875 4 8.757 40.589 0.216

1 Bolt Tension

Diagonal A325N 0.625 1 8.790 12.425 0.707

1 Bolt Shear


A325N 0.500 1 2.212 7.625 0.290


T14 100 Leg A325N 0.875 4 10.221 40.589 0.252

1 Bolt Tension

Diagonal A325N 0.625 1 4.728 12.425 0.381

1 Bolt Shear

Secondary A325N 0.500 1 2.341 7.625 0.307

1 Member Block



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

42 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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

Horizontal Shear Top Guy

Pull-Off@100 A325N 0.750 2 7.859 22.294

0.353 1 Member Block

Shear T15 80 Leg A325N 0.875 4 9.668 40.589

0.238 1 Bolt Tension

Diagonal A325N 0.500 1 2.864 4.690 0.611


T16 60 Leg A325N 0.875 4 10.695 40.589 0.263

1 Bolt Tension

Diagonal A325N 0.500 1 4.865 4.690 1.037 1 Member Block Shear

Top Guy Pull-Off@60

A325N 0.500 2 6.477 7.952 0.814

1 Bolt Shear

T17 40 Leg A325N 0.875 4 9.842 40.589 0.242

1 Bolt Tension

Diagonal A325N 0.500 1 2.113 4.690 0.450


T18 20 Leg A325N 0.875 4 10.057 40.589 0.248

1 Bolt Tension

Diagonal A325N 0.500 1 2.244 4.690 0.478


T19 8 Leg A325N 0.875 4 10.450 40.589 0.257

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.

T2 280' (A) (598) 3/4 EHS 5.830 58.300 32.627 34.980 1.000

1.072 280' (A) (599) 3/4 EHS 5.830 58.300 32.570 34.980 1.000

1.074 280' (B) (592) 3/4 EHS 5.830 58.300 32.295 34.980 1.000

1.083 280' (B) (593) 3/4 EHS 5.830 58.300 32.654 34.980 1.000

1.071 280' (C) (580) 3/4 EHS 5.830 58.300 32.614 34.980 1.000

1.073 280' (C) (581) 3/4 EHS 5.830 58.300 32.313 34.980 1.000

1.083 T6 236' (A) (579) 1 EHS 10.450 104.500 62.314 62.700 1.000

1.006 236' (B) (578) 1 EHS 10.450 104.500 62.332 62.700 1.000

1.006 236' (C) (574) 1 EHS 10.450 104.500 62.338 62.700 1.000

1.006 T10 180' (A) (573) 1 EHS 10.450 104.500 65.132 62.700 1.000 0.963

180' (B) (572) 1 EHS 10.450 104.500 65.130 62.700 1.000 0.963 180' (C) (568) 1 EHS 10.450 104.500 65.105 62.700 1.000 0.963

T14 100' (A) (567) 3/4 EHS 5.830 58.300 31.829 34.980 1.000 1.099

100' (B) (566) 3/4 EHS 5.830 58.300 31.832 34.980 1.000 1.099

100' (C) (562) 3/4 EHS 5.830 58.300 31.826 34.980 1.000 1.099

T16 60' (A) (561) 3/4 EHS 5.830 58.300 23.354 34.980 1.000 1.498

60' (B) (560) 3/4 EHS 5.830 58.300 23.357 34.980 1.000 1.498

60' (C) (556) 3/4 EHS 5.830 58.300 23.357 34.980 1.000 1.498



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

43 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300 - 280 ROHN 2.5 EH 20' 4' 51.9

K=1.00 2.254 -45.973 83.252 0.552 1

T2 280 - 260 ROHN 3 EH 20' 4' 42.2 K=1.00

3.016 -45.555 119.117 0.382 1

T3 260 - 248 ROHN 3 EH 12' 4' 42.2 K=1.00

3.016 -49.075 119.117 0.412 1

T4 248 - 240 ROHN 3 EH 8' 2' 21.1 K=1.00

3.016 -42.303 131.362 0.322 1

T5 240 - 236 ROHN 3 EH 4' 2' 21.1 K=1.00

3.016 -47.788 131.362 0.364 1

T6 236 - 224 ROHN 3 EH 12' 2' 21.1 K=1.00

3.016 -77.863 131.362 0.593 1

T7 224 - 220 ROHN 3 EH 4' 2' 21.1 K=1.00

3.016 -81.948 131.362 0.624 1

T8 220 - 200 ROHN 3 EH 20' 4' 42.2 K=1.00

3.016 -85.060 119.117 0.714 1

T9 200 - 180 ROHN 3 EH 20' 4' 42.2 K=1.00

3.016 -120.598 119.117 1.012 1

4.8.1 (1.01 CR) - 201 T10 180 - 160 ROHN 3 EH 20' 4' 42.2

K=1.00 3.016 -123.319 119.117 1.035 1

4.8.1 (1.04 CR) - 234/4 T11 160 - 140 ROHN 3 EH 20' 4' 42.2

K=1.00 3.016 -121.824 119.117 1.023 1

4.8.1 (1.02 CR) - 266 T12 140 - 120 ROHN 3 EH 20' 4' 42.2

K=1.00 3.016 -122.363 119.117 1.027 1

4.8.1 (1.03 CR) - 299/4 T13 120 - 100 ROHN 3 EH 20' 2' 21.1

K=1.00 3.016 -117.461 131.362 0.894 1

T14 100 - 80 ROHN 3 EH 20' 2' 21.1 K=1.00

3.016 -122.720 131.362 0.934 1

T15 80 - 60 ROHN 3.5 EH 20' 4' 36.7 K=1.00

3.678 -129.684 149.975 0.865 1

T16 60 - 40 ROHN 3.5 EH 20' 4' 36.7 K=1.00

3.678 -128.340 149.975 0.856 1

T17 40 - 20 ROHN 3.5 EH 20' 4' 36.7 K=1.00

3.678 -121.825 149.975 0.812 1

T18 20 - 8 ROHN 3.5 EH 12' 4' 36.7 K=1.00

3.678 -120.929 149.975 0.806 1

T19 8 - 0 ROHN 4 EH 8'6-5/32''

4'3-3/32''

34.6 K=1.00

4.407 -125.580 181.721 0.691 1

1 P u / Pn controls



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

44 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300 - 280 L2x2x1/4 6'5-7/32'

' 2'11-11/

32'' 97.8

K=1.08 0.938 -6.799 18.370 0.370 1

T2 280 - 260 L2x2x1/4 6'5-7/32''

2'10'' 95.2 K=1.09

0.938 -8.022 18.855 0.425 1

T3 260 - 248 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

106.7 K=1.04

0.621 -2.348 12.155 0.193 1

T4 248 - 240 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 105.9 K=1.00

0.621 -7.297 12.305 0.593 1

T5 240 - 236 L2x2x1/4 6'5-7/32''

3'3/8'' 93.0 K=1.00

0.938 -8.806 19.267 0.457 1

T6 236 - 224 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 105.9 K=1.00

0.621 -7.005 12.305 0.569 1

T7 224 - 220 L1 1/2x1 1/2x1/8 6'5-7/32''

3'3/8'' 122.8 K=1.00

0.359 -1.933 5.262 0.367 1

T8 220 - 200 L1 1/2x1 1/2x3/16 6'5-7/32''

2'11-1/8''

119.8 K=1.00

0.527 -2.561 8.024 0.319 1

T9 200 - 180 L2x2x1/4 6'5-7/32''

2'10-7/8''

96.9 K=1.09

0.938 -9.768 21.243 0.460 1

T10 180 - 160 L2x2x1/4 6'5-7/32''

2'10-7/8''

96.9 K=1.09

0.938 -7.926 21.243 0.373 1

T11 160 - 140 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

106.7 K=1.04

0.621 -3.538 12.155 0.291 1

T12 140 - 120 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

106.7 K=1.04

0.621 -3.030 12.155 0.249 1

T13 120 - 100 L2x2x1/4 6'5-7/32''

3'3/8'' 93.0 K=1.00

0.938 -8.790 22.413 0.392 1

T14 100 - 80 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 105.9 K=1.00

0.621 -4.728 11.147 0.424 1

T15 80 - 60 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

119.0 K=1.00

0.527 -3.778 8.107 0.466 1

T16 60 - 40 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

119.0 K=1.00

0.527 -5.617 8.107 0.693 1

T17 40 - 20 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

119.0 K=1.00

0.527 -2.075 8.107 0.256 1

T18 20 - 8 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

119.0 K=1.00

0.527 -3.007 8.107 0.371 1

1 P u / Pn controls

Secondary Horizontal Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T4 248 - 240 L2x2x1/4 5'1/2'' 2'4-1/2'' 72.9

K=1.00 0.938 -0.733 22.976 0.032 1

T5 240 - 236 L2x2x1/4 5'1/2'' 2'4-1/2'' 72.9 K=1.00

0.938 -0.828 22.976 0.036 1

T6 236 - 224 L2x2x1/4 5'1/2'' 2'4-1/2'' 72.9 0.938 -1.349 22.976 0.059 1



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

45 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn K=1.00

T7 224 - 220 L2x2x1/4 5'1/2'' 2'4-1/2'' 72.9 K=1.00

0.938 -1.419 22.976 0.062 1

T13 120 - 100 L2x2x3/16 5'1/2'' 2'4-1/2'' 72.3 K=1.00

0.715 -2.034 17.588 0.116 1

T14 100 - 80 L2x2x3/16 5'1/2'' 2'4-1/2'' 72.3 K=1.00

0.715 -2.126 17.588 0.121 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 300 - 280 L2x2x1/4 5'1/2'' 4'6-3/4'' 140.0

K=1.00 0.938 -0.967 10.808 0.089 1

1 P u / Pn controls

Top Guy Pull-Off Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T2 280 - 260 2L2x2x1/4x3/8 5'1/2'' 4'9-5/8'' 94.6

K=1.00 1.880 -20.266 38.019 0.533 1

2L 'a' > 27.748 in - 584

1 P u / Pn controls

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 T2 280 - 260 2L2x2x1/4x3/8 0.000 2.001 0.000 0.000 3.392 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

T2 280 - 260 2L2x2x1/4x3/8 0.533 0.000 0.000 0.533 1 1.000 4.8.1

1 P u / Pn controls



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

46 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Bottom Guy Pull-Off Design Data (Compression) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T2 280 - 260 2L2x2x1/4x3/8 5'1/2'' 4'9'' 93.6

K=1.00 1.880 -2.916 38.407 0.076 1

2L 'a' > 27.447 in - 589

1 P u / Pn controls

Bottom 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 T2 280 - 260 2L2x2x1/4x3/8 0.000 2.001 0.000 0.000 3.392 0.000

Bottom 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

T2 280 - 260 2L2x2x1/4x3/8 0.076 0.000 0.000 0.076 1 1.000 4.8.1

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 T2 280 - 260 (587) ROHN 2.5 STD 11'5-5/1

6'' 11'2-27/

32'' 85.4

K=0.60 1.704 -34.594 44.987 0.769 1

T2 280 - 260 (588) ROHN 2.5 STD 11'5-5/16''

11'2-27/32''

85.4 K=0.60

1.704 -34.135 44.987 0.759 1

T2 280 - 260 (596) ROHN 2.5 STD 11'5-5/16''

11'2-27/32''

85.4 K=0.60

1.704 -34.169 44.987 0.760 1

T2 280 - 260 (597) ROHN 2.5 STD 11'5-5/16''

11'2-27/32''

85.4 K=0.60

1.704 -34.267 44.987 0.762 1

T2 280 - 260 (602) ROHN 2.5 STD 11'5-5/16''

11'2-27/32''

85.4 K=0.60

1.704 -34.572 44.987 0.768 1

T2 280 - 260 (603) ROHN 2.5 STD 11'5-5/16''

11'2-27/32''

85.4 K=0.60

1.704 -34.211 44.987 0.760 1

1 P u / Pn controls



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

47 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 300 - 280 ROHN 2.5 EH 20' 4' 51.9 2.254 41.719 101.409 0.411 1

T2 280 - 260 ROHN 3 EH 20' 4' 42.2 3.016 40.244 135.717 0.297 1

T9 200 - 180 ROHN 3 EH 20' 4' 42.2 3.016 9.729 135.717 0.072 1

4.8.1 (1.01 CR) - 199

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 300 - 280 L2x2x1/4 6'5-7/32'

' 2'11-11/

32'' 60.4 0.563 6.868 24.485 0.281 1

T2 280 - 260 L2x2x1/4 6'5-7/32''

2'10'' 59.7 0.563 8.825 24.485 0.360 1

T3 260 - 248 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

67.8 0.378 2.919 18.424 0.158 1

T4 248 - 240 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 67.8 0.378 6.867 18.424 0.373 1

T5 240 - 236 L2x2x1/4 6'5-7/32''

3'3/8'' 59.7 0.586 7.480 25.505 0.293 1

T6 236 - 224 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 67.8 0.378 4.545 18.424 0.247 1

T7 224 - 220 L1 1/2x1 1/2x1/8 6'5-7/32''

3'3/8'' 78.2 0.211 1.159 9.176 0.126 1

T8 220 - 200 L1 1/2x1 1/2x3/16 6'5-7/32''

2'11-1/8''

79.7 0.308 2.476 13.381 0.185 1

T9 200 - 180 L2x2x1/4 6'5-7/32''

2'10-7/8''

59.7 0.563 8.965 27.440 0.327 1

T10 180 - 160 L2x2x1/4 6'5-7/32''

2'10-7/8''

59.7 0.563 7.107 27.440 0.259 1

T11 160 - 140 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

67.8 0.378 3.686 18.424 0.200 1

T12 140 - 120 L1 3/4x1 3/4x3/16 6'5-7/32''

2'11-1/8''

67.8 0.378 3.472 18.424 0.188 1

T13 120 - 100 L2x2x1/4 6'5-7/32''

3'3/8'' 59.7 0.563 5.648 27.440 0.206 1

T14 100 - 80 L1 3/4x1 3/4x3/16 6'5-7/32''

3'3/8'' 67.8 0.360 1.661 15.675 0.106 1

T15 80 - 60 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

79.0 0.308 2.864 13.381 0.214 1

T16 60 - 40 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

79.0 0.308 4.865 13.381 0.364 1



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

48 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T17 40 - 20 L1 1/2x1 1/2x3/16 6'5-7/32'

' 2'10-13/

16'' 79.0 0.308 2.113 13.381 0.158 1

T18 20 - 8 L1 1/2x1 1/2x3/16 6'5-7/32''

2'10-13/16''

79.0 0.308 2.244 13.381 0.168 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 T19 8 - 0 C27x2x.25 2'6-1/4'' 2'1-3/4'' 81.2 7.625 0.098 247.050 0.000 1

1 P u / Pn controls

Secondary Horizontal Design Data (Tension) Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T4 248 - 240 L2x2x1/4 5'1/2'' 2'4-1/2'' 93.6 0.563 1.990 24.485 0.081 1

T5 240 - 236 L2x2x1/4 5'1/2'' 2'4-1/2'' 93.6 0.563 1.219 24.485 0.050 1

T6 236 - 224 L2x2x1/4 5'1/2'' 2'4-1/2'' 93.6 0.563 2.897 24.485 0.118 1

T7 224 - 220 L2x2x1/4 5'1/2'' 2'4-1/2'' 93.6 0.563 1.419 24.485 0.058 1

T13 120 - 100 L2x2x3/16 5'1/2'' 2'4-1/2'' 92.4 0.448 2.212 19.504 0.113 1

T14 100 - 80 L2x2x3/16 5'1/2'' 2'4-1/2'' 92.4 0.448 2.341 19.504 0.120 1

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 300 - 280 L2x2x1/4 5'1/2'' 4'6-3/4'' 94.6 0.563 0.866 24.485 0.035 1

T19 8 - 0 C31.5x2x.25 5'1/2'' 4'8-1/2'' 189.1 8.750 26.057 283.500 0.092 1

1 P u / Pn controls



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

49 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

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 T2 280 - 260 2L2x2x1/4x3/8 5'1/2'' 4'9-5/8'' 94.6 1.129 27.615 49.101 0.562 1

2L 'a' > 27.748 in - 585 T6 236 - 224 C10x25 5'1/2'' 4'9'' 84.3 5.118 21.962 249.503 0.088 1

T10 180 - 160 L5x3x1/4 5'1/2'' 4'9'' 66.2 1.314 24.293 64.076 0.379 1 T14 100 - 80 2L3x2x1/4x3/8 5'1/2'' 4'9'' 64.0 1.457 15.718 63.374 0.248 1

2L 'a' > 20.871 in - 564 T16 60 - 40 L5x3x1/4 5'1/2'' 4'8-1/2'' 65.6 1.338 12.954 65.218 0.199 1

1 P u / Pn controls

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 T2 280 - 260 2L2x2x1/4x3/8 0.000 2.001 0.000 0.000 3.392 0.000 T6 236 - 224 C10x25 0.000 68.250 0.000 0.000 11.963 0.000

T10 180 - 160 L5x3x1/4 0.000 5.798 0.000 0.000 1.728 0.000 T14 100 - 80 2L3x2x1/4x3/8 0.000 4.374 0.000 0.000 3.488 0.000 T16 60 - 40 L5x3x1/4 0.000 5.798 0.000 0.000 1.728 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

T2 280 - 260 2L2x2x1/4x3/8 0.562 0.000 0.000 0.562 1 1.000 4.8.1

T6 236 - 224 C10x25 0.088 0.000 0.000 0.088 1 1.000 4.8.1

T10 180 - 160 L5x3x1/4 0.379 0.000 0.000 0.379 1 1.000 4.8.1

T14 100 - 80 2L3x2x1/4x3/8 0.248 0.000 0.000 0.248 1 1.000 4.8.1

T16 60 - 40 L5x3x1/4 0.199 0.000 0.000 0.199 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 T2 280 - 260 (582) ROHN 2.5 STD 8'2-5/32'

' 8'23/32'' 102.1 1.704 34.936 76.682 0.456 1

T2 280 - 260 (583) ROHN 2.5 STD 8'2-5/32''

8'23/32'' 102.1 1.704 34.985 76.682 0.456 1



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

50 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn T2 280 - 260 (594) ROHN 2.5 STD 8'2-5/32'

' 8'23/32'' 102.1 1.704 34.783 76.682 0.454 1

T2 280 - 260 (595) ROHN 2.5 STD 8'2-5/32''

8'23/32'' 102.1 1.704 34.806 76.682 0.454 1

T2 280 - 260 (600) ROHN 2.5 STD 8'2-5/32''

8'23/32'' 102.1 1.704 34.992 76.682 0.456 1

T2 280 - 260 (601) ROHN 2.5 STD 8'2-5/32''

8'23/32'' 102.1 1.704 35.017 76.682 0.457 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 300 - 280 Leg ROHN 2.5 EH 3 -45.973 83.252 55.2 Pass T2 280 - 260 Leg ROHN 3 EH 39 -45.555 119.117 38.2 Pass T3 260 - 248 Leg ROHN 3 EH 72 -49.075 119.117 41.2 Pass T4 248 - 240 Leg ROHN 3 EH 93 -42.303 131.362 32.2 Pass T5 240 - 236 Leg ROHN 3 EH 114 -47.788 131.362 36.4 Pass T6 236 - 224 Leg ROHN 3 EH 125 -77.863 131.362 59.3 Pass T7 224 - 220 Leg ROHN 3 EH 155 -81.948 131.362 62.4 Pass T8 220 - 200 Leg ROHN 3 EH 167 -85.060 119.117 71.4 Pass T9 200 - 180 Leg ROHN 3 EH 201 -120.598 119.117 101.2 Pass2

T10 180 - 160 Leg ROHN 3 EH 234 -123.319 119.117 103.5 Pass2 T11 160 - 140 Leg ROHN 3 EH 266 -121.824 119.117 102.3 Pass2 T12 140 - 120 Leg ROHN 3 EH 299 -122.363 119.117 102.7 Pass2 T13 120 - 100 Leg ROHN 3 EH 333 -117.461 131.362 89.4 Pass T14 100 - 80 Leg ROHN 3 EH 381 -122.720 131.362 93.4 Pass T15 80 - 60 Leg ROHN 3.5 EH 429 -129.684 149.975 86.5 Pass T16 60 - 40 Leg ROHN 3.5 EH 462 -128.340 149.975 85.6 Pass T17 40 - 20 Leg ROHN 3.5 EH 493 -121.825 149.975 81.2 Pass T18 20 - 8 Leg ROHN 3.5 EH 526 -120.929 149.975 80.6 Pass T19 8 - 0 Leg ROHN 4 EH 549 -125.580 181.721 69.1 Pass T1 300 - 280 Diagonal L2x2x1/4 16 -6.799 18.370 37.0

75.4 (b) Pass

T2 280 - 260 Diagonal L2x2x1/4 63 -8.022 18.855 42.5 53.7 (b)

Pass

T3 260 - 248 Diagonal L1 3/4x1 3/4x3/16 73 -2.348 12.155 19.3 42.0 (b)

Pass

T4 248 - 240 Diagonal L1 3/4x1 3/4x3/16 94 -7.297 12.305 59.3 98.9 (b)

Pass

T5 240 - 236 Diagonal L2x2x1/4 115 -8.806 19.267 45.7 90.6 (b)

Pass

T6 236 - 224 Diagonal L1 3/4x1 3/4x3/16 147 -7.005 12.305 56.9 88.1 (b)

Pass

T7 224 - 220 Diagonal L1 1/2x1 1/2x1/8 162 -1.933 5.262 36.7 37.1 (b)

Pass

T8 220 - 200 Diagonal L1 1/2x1 1/2x3/16 169 -2.561 8.024 31.9 52.8 (b)

Pass

T9 200 - 180 Diagonal L2x2x1/4 204 -9.768 21.243 46.0 84.1 (b)

Pass

T10 180 - 160 Diagonal L2x2x1/4 264 -7.926 21.243 37.3 66.6 (b)

Pass

T11 160 - 140 Diagonal L1 3/4x1 3/4x3/16 297 -3.538 12.155 29.1 57.6 (b)

Pass

T12 140 - 120 Diagonal L1 3/4x1 3/4x3/16 303 -3.030 12.155 24.9 Pass



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

51 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type


P K

øPallow

K %

Capacity Pass Fail

54.3 (b) T13 120 - 100 Diagonal L2x2x1/4 336 -8.790 22.413 39.2

70.7 (b) Pass

T14 100 - 80 Diagonal L1 3/4x1 3/4x3/16 418 -4.728 11.147 42.4 Pass T15 80 - 60 Diagonal L1 1/2x1 1/2x3/16 432 -3.778 8.107 46.6

61.1 (b) Pass

T16 60 - 40 Diagonal L1 1/2x1 1/2x3/16 488 -5.617 8.107 69.3 103.7 (b)

Pass2

T17 40 - 20 Diagonal L1 1/2x1 1/2x3/16 521 -2.075 8.107 25.6 45.0 (b)

Pass

T18 20 - 8 Diagonal L1 1/2x1 1/2x3/16 534 -3.007 8.107 37.1 47.8 (b)

Pass

T19 8 - 0 Horizontal C27x2x.25 555 0.098 247.050 7.4 Pass T4 248 - 240 Secondary Horizontal L2x2x1/4 102 1.990 24.485 8.1

21.9 (b) Pass


Pass


Pass


Pass


Pass


Pass

T1 300 - 280 Top Girt L2x2x1/4 5 -0.967 10.808 8.9 9.5 (b)

Pass

T19 8 - 0 Top Girt C31.5x2x.25 550 26.057 283.500 9.2 Pass T2 280 - 260 Guy A@280 3/4 598 32.627 34.980 93.3 Pass T6 236 - 224 Guy A@236 1 579 62.314 62.700 99.4 Pass T10 180 - 160 Guy A@180 1 573 65.132 62.700 103.9 Pass2 T14 100 - 80 Guy A@100 3/4 567 31.829 34.980 91.0 Pass T16 60 - 40 Guy A@60 3/4 561 23.354 34.980 66.8 Pass T2 280 - 260 Guy B@280 3/4 593 32.654 34.980 93.4 Pass T6 236 - 224 Guy B@236 1 578 62.332 62.700 99.4 Pass T10 180 - 160 Guy B@180 1 572 65.130 62.700 103.9 Pass2 T14 100 - 80 Guy B@100 3/4 566 31.832 34.980 91.0 Pass T16 60 - 40 Guy B@60 3/4 560 23.357 34.980 66.8 Pass T2 280 - 260 Guy C@280 3/4 580 32.614 34.980 93.2 Pass T6 236 - 224 Guy C@236 1 574 62.338 62.700 99.4 Pass T10 180 - 160 Guy C@180 1 568 65.105 62.700 103.8 Pass2 T14 100 - 80 Guy C@100 3/4 562 31.826 34.980 91.0 Pass T16 60 - 40 Guy C@60 3/4 556 23.357 34.980 66.8 Pass T2 280 - 260 Top Guy

Pull-Off@280 2L2x2x1/4x3/8 585 27.615 49.101 56.2

83.9 (b) Pass

T6 236 - 224 Top Guy Pull-Off@236

C10x25 575 21.962 249.503 8.8 45.1 (b)

Pass


L5x3x1/4 570 24.293 64.076 37.9 97.8 (b)

Pass


2L3x2x1/4x3/8 564 15.718 63.374 24.8 35.3 (b)

Pass


L5x3x1/4 559 12.954 65.218 19.9 81.4 (b)

Pass

T2 280 - 260 Bottom Guy Pull-Off@280

2L2x2x1/4x3/8 589 -2.916 38.407 7.6 Pass

T2 280 - 260 Torque Arm Top@280

ROHN 2.5 STD 601 35.017 76.682 45.7 71.9 (b)

Pass

T2 280 - 260 Torque Arm Bottom@280

ROHN 2.5 STD 587 -34.594 44.987 76.9 Pass

Summary Leg (T10) 103.5 Pass2



97385.010.01 - PERK 478-013, NC (BU# 812822)

Page

52 of 52


Project

Date

10:24:58 08/23/16 Tulsa, OK, 74119

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

Client Crown Castle

Designed by

jjohnson

Section No.

Elevation ft

Component Type


P K

øPallow

K %

Capacity Pass Fail

Diagonal (T16)

103.7 Pass2

Horizontal (T19)

7.4 Pass


(T6)

31.8 Pass

Top Girt (T1)

9.5 Pass

Guy A (T10) 103.9 Pass2 Guy B (T10) 103.9 Pass2 Guy C (T10) 103.8 Pass2 Top Guy

Pull-Off (T10)

97.8 Pass

Bottom Guy Pull-Off

(T2)

7.6 Pass

Torque Arm Top (T2)

71.9 Pass

Torque Arm Bottom (T2)

76.9 Pass

Bolt Checks 103.7 Pass2 RATING = 103.9 Pass2

Program Version 7.0.5.1


APPENDIX B

BASE LEVEL DRAWING


APPENDIX C

ADDITIONAL CALCULATIONS


97385_010_01_ LPile (USCS units)_Base.lp7o================================================================================

LPile Plus for Windows, Version 2013-07.007

Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method

© 1985-2013 by Ensoft, Inc. All Rights Reserved

================================================================================

This copy of LPile is used by:

Serial Number of Security Device: 136081582This copy of LPile is licensed for exclusive use by: B&T Engineering, Tulsa, OK

Use of this program by any entity other than B&T Engineering, Tulsa, OKis forbidden by the software license agreement.

-------------------------------------------------------------------------------- Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations: C:\Users\indevor3\Desktop\Lpile\Name of input data file: 97385_010_01_ LPile (USCS units)_Base.lp7dName of output report file: 97385_010_01_ LPile (USCS units)_Base.lp7oName of plot output file: 97385_010_01_ LPile (USCS units)_Base.lp7pName of runtime messeage file: 97385_010_01_ LPile (USCS units)_Base.lp7r

-------------------------------------------------------------------------------- Date and Time of Analysis--------------------------------------------------------------------------------

Date: July 23, 2016 Time: 16:35:27

-------------------------------------------------------------------------------- Problem Title--------------------------------------------------------------------------------

Project Name: PERK 478-013,NC BU Number: 812822 Client: Crown Castle. Engineer: Description:

Page 1


97385_010_01_ LPile (USCS units)_Base.lp7o

-------------------------------------------------------------------------------- Program Options and Settings--------------------------------------------------------------------------------

Engineering Units of Input Data and Computations: - Engineering units are US Customary Units (pounds, feet, inches)

Analysis Control Options:- Maximum number of iterations allowed = 500- Deflection tolerance for convergence = 1.0000E-05 in- Maximum allowable deflection = 100.0000 in- Number of pile increments = 100

Loading Type and Number of Cycles of Loading: - Static loading specified

Computational Options: - Use unfactored loads in computations (conventional analysis) - Compute pile response under loading and nonlinear bending properties of pile (only if nonlinear pile properties are input) - Use of p-y modification factors for p-y curves not selected - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected

Output Options: - No p-y curves to be computed and reported for user-specified depths - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1

-------------------------------------------------------------------------------- Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Total number of pile sections = 1

Total length of pile = 40.00 ft

Depth of ground surface below top of pile = 0.00 ft

Pile diameter values used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over the length of the pile.

Point Depth Pile X Diameter ft in----- --------- ----------- 1 0.00000 48.0000000 2 40.000000 48.0000000

Input Structural Properties:----------------------------

Pile Section No. 1:

Section Type = Drilled Shaft (Bored Pile) Section Length = 40.00000 ft Section Diameter = 48.00000 in

Page 2



-------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

-------------------------------------------------------------------------------- Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 9 layers

Layer 1 is soft clay, p-y criteria by Matlock, 1970

Distance from top of pile to top of layer = 0.0000 ft Distance from top of pile to bottom of layer = 2.50000 ft Effective unit weight at top of layer = 37.60000 pcf Effective unit weight at bottom of layer = 37.60000 pcf Undrained cohesion at top of layer = 1.00000 psf Undrained cohesion at bottom of layer = 1.00000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000

NOTE: Internal default values for Epsilon-50 will be computed for this soil layer.

Layer 2 is sand, p-y criteria by Reese et al., 1974

Distance from top of pile to top of layer = 2.50000 ft Distance from top of pile to bottom of layer = 5.50000 ft Effective unit weight at top of layer = 58.00000 pcf Effective unit weight at bottom of layer = 58.00000 pcf Friction angle at top of layer = 32.00000 deg. Friction angle at bottom of layer = 32.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci

NOTE: Internal default values for subgrade k will be computed for this soil layer.





Distance from top of pile to top of layer = 12.00000 ft Distance from top of pile to bottom of layer = 17.00000 ft Effective unit weight at top of layer = 48.00000 pcf Effective unit weight at bottom of layer = 48.00000 pcf

Page 3


97385_010_01_ LPile (USCS units)_Base.lp7o Friction angle at top of layer = 29.00000 deg. Friction angle at bottom of layer = 29.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci





Layer 6 is stiff clay without free water










Distance from top of pile to top of layer = 38.00000 ft Distance from top of pile to bottom of layer = 40.00000 ft

Page 4


97385_010_01_ LPile (USCS units)_Base.lp7o Effective unit weight at top of layer = 48.00000 pcf Effective unit weight at bottom of layer = 48.00000 pcf Friction angle at top of layer = 30.00000 deg. Friction angle at bottom of layer = 30.00000 deg. Subgrade k at top of layer = 0.0000 pci Subgrade k at bottom of layer = 0.0000 pci


(Depth of lowest soil layer extends 0.00 ft below pile tip)

-------------------------------------------------------------------------------- Summary of Soil Properties--------------------------------------------------------------------------------

Layer Layer Effective Undrained Angle of Strain Layer Soil Type Depth Unit Wt. Cohesion Friction Factor kpy Num. (p-y Curve Criteria) ft pcf psf deg. Epsilon 50 pci ----- ---------------------------------- ---------- ---------- ---------- ---------- ---------- ---------- 1 Soft Clay 0.00 37.600 1.000 -- default -- 2.500 37.600 1.000 -- default -- 2 Sand (Reese, et al.) 2.500 58.000 -- 32.000 -- default 5.500 58.000 -- 32.000 -- default 3 Soft Clay 5.500 28.000 125.000 -- default -- 12.000 28.000 125.000 -- default -- 4 Sand (Reese, et al.) 12.000 48.000 -- 29.000 -- default 17.000 48.000 -- 29.000 -- default 5 Sand (Reese, et al.) 17.000 58.000 -- 33.000 -- default 22.000 58.000 -- 33.000 -- default 6 Stiff Clay w/o Free Water 22.000 68.000 2250.000 -- default -- 28.000 68.000 2250.000 -- default -- 7 Sand (Reese, et al.) 28.000 68.000 -- 40.000 -- default 33.000 68.000 -- 40.000 -- default 8 Sand (Reese, et al.) 33.000 58.000 -- 34.000 -- default 38.000 58.000 -- 34.000 -- default 9 Sand (Reese, et al.) 38.000 48.000 -- 30.000 -- default 40.000 48.000 -- 30.000 -- default

-------------------------------------------------------------------------------- Loading Type--------------------------------------------------------------------------------

Page 5



Static loading criteria were used when computing p-y curves for all analyses.

-------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length----- ---- -------------------- ----------------------- ---------------- --------------------- 1 1 V = 4000.00000 lbs M = 0.0000 in-lbs 342000. No

V = perpendicular shear force applied to pile headM = bending moment applied to pile heady = lateral deflection relative to pile axisS = pile slope relative to original pile batter angleR = rotational stiffness applie to pile headAxial thrust is assumed to be acting axially for all pile batter angles.

-------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:-------------------

Dimensions and Properties of Drilled Shaft (Bored Pile):--------------------------------------------------------

Length of Section = 40.00000 ftShaft Diameter = 48.00000 in Concrete Cover Thickness = 3.00000 in Number of Reinforcing Bars = 12 bars Yield Stress of Reinforcing Bars = 60000. psiModulus of Elasticity of Reinforcing Bars = 29000000. psiGross Area of Shaft = 1809.55737 sq. in.Total Area of Reinforcing Steel = 9.48000 sq. in.Area Ratio of Steel Reinforcement = 0.52 percentEdge-to-Edge Bar Spacing = 9.61158 in Maximum Concrete Aggregate Size = 0.75000 in Ratio of Bar Spacing to Aggregate Size = 12.82Offset of Center of Rebar Cage from Center of Pile = 0.0000 in

Axial Structural Capacities:----------------------------

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 7454.096 kips Tensile Load for Cracking of Concrete = -824.269 kips Nominal Axial Tensile Capacity = -568.800 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches

Page 6


97385_010_01_ LPile (USCS units)_Base.lp7o ---------- ---------- ---------- ---------- ---------- 1 1.00000 0.79000 20.50000 0.00000 2 1.00000 0.79000 17.75352 10.25000 3 1.00000 0.79000 10.25000 17.75352 4 1.00000 0.79000 0.00000 20.50000 5 1.00000 0.79000 -10.25000 17.75352 6 1.00000 0.79000 -17.75352 10.25000 7 1.00000 0.79000 -20.50000 0.00000 8 1.00000 0.79000 -17.75352 -10.25000 9 1.00000 0.79000 -10.25000 -17.75352 10 1.00000 0.79000 0.00000 -20.50000 11 1.00000 0.79000 10.25000 -17.75352 12 1.00000 0.79000 17.75352 -10.25000

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 9.61158 inches between Bars 7 and 8

Spacing to aggregate size ratio = 12.81544

Concrete Properties:--------------------

Compressive Strength of Concrete = 4500.00000 psiModulus of Elasticity of Concrete = 3823676. psiModulus of Rupture of Concrete = -503.11528 psiCompression Strain at Peak Stress = 0.00200Tensile Strain at Fracture of Concrete = -0.0001152Maximum Coarse Aggregate Size = 0.75000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force kips ------ ------------------ 1 342.000

Definitions of Run Messages and Notes:--------------------------------------

C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318-08 criteria for tension-controlled section met, tensile strain in

reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than than 0.003. See ACI 318-08, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.Position of neutral axis is measured from edge of compression side of pile.Compressive stresses and strains are positive in sign.Tensile stresses and strains are negative in sign.

Axial Thrust Force = 342.000 kips

Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi

Page 7


97385_010_01_ LPile (USCS units)_Base.lp7o ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- --- 0.000000625 748.2076551 1197132248. 90.0376429 0.0000563 0.0000263 0.2489273 1.6275823 0.000001250 1496.3991722 1197119338. 57.0520608 0.0000713 0.0000113 0.3137876 2.0594372 0.000001875 2244.5263950 1197080744. 46.0716206 0.0000864 -0.000003616 0.3782684 2.4920944 0.000002500 2991.8900388 1196756016. 40.5909400 0.0001015 -0.0000185 0.4423506 2.9254431 0.000003125 3736.9047896 1195809533. 37.3069722 0.0001166 -0.0000334 0.5059896 3.3591944 0.000003750 4478.8057847 1194348209. 35.1197684 0.0001317 -0.0000483 0.5691587 3.7931748 0.000004375 5217.2928949 1192524090. 33.5586242 0.0001468 -0.0000632 0.6318453 4.2273005 0.000005000 5952.2357739 1190447155. 32.3884673 0.0001619 -0.0000781 0.6940424 4.6615278 0.000005625 6683.5695722 1188190146. 31.4788150 0.0001771 -0.0000929 0.7557463 5.0958317 0.000006250 7411.2594947 1185801519. 30.7514322 0.0001922 -0.0001078 0.8169546 5.5301971 0.000006875 7411.2594947 1078001381. 26.1741987 0.0001799 -0.0001501 0.7663225 5.1706309 C 0.000007500 7411.2594947 988167933. 25.2816565 0.0001896 -0.0001704 0.8052082 5.4465603 C 0.000008125 7411.2594947 912155015. 24.4959425 0.0001990 -0.0001910 0.8428858 5.7153063 C 0.000008750 7411.2594947 847001085. 23.7995828 0.0002082 -0.0002118 0.8795622 -6.0799559 C 0.000009375 7411.2594947 790534346. 23.1747704 0.0002173 -0.0002327 0.9152521 -6.6841094 C 0.0000100 7411.2594947 741125949. 22.6110103 0.0002261 -0.0002539 0.9500840 -7.2932070 C 0.0000106 7411.2594947 697530305. 22.0993704 0.0002348 -0.0002752 0.9841458 -7.9066815 C 0.0000113 7411.2594947 658778622. 21.6322668 0.0002434 -0.0002966 1.0174953 -8.5241729 C 0.0000119 7411.2594947 624106063. 21.2038404 0.0002518 -0.0003182 1.0501951 -9.1452775 C 0.0000125 7411.2594947 592900760. 20.8095390 0.0002601 -0.0003399 1.0823135 -9.7695421 C 0.0000131 7411.2594947 564667390. 20.4444492 0.0002683 -0.0003617 1.1138545 -10.3969815 C 0.0000138 7411.2594947 539000691. 20.1040997 0.0002764 -0.0003836 1.1447980 -11.0277903 C 0.0000144 7411.2594947 515565878. 19.7884304 0.0002845 -0.0004055 1.1753263 -11.6606481 C 0.0000150 7411.2594947 494083966. 19.4940691 0.0002924 -0.0004276 1.2054265 -12.2956799 C 0.0000156 7411.2594947 474320608. 19.2165144 0.0003003 -0.0004497 1.2349862 -12.9337670 C 0.0000163 7411.2594947 456077507. 18.9589643 0.0003081 -0.0004719 1.2643292 -13.5724880 C 0.0000169 7411.2594947 439185748. 18.7127925 0.0003158 -0.0004942 1.2930464 -14.2149771 C 0.0000175 7411.2594947 423500543. 18.4844906 0.0003235 -0.0005165 1.3216546 -14.8573210 C 0.0000181 7411.2594947 408897076. 18.2649785 0.0003311 -0.0005389 1.3496601 -15.5033207 C 0.0000188 7411.2594947 395267173. 18.0602115 0.0003386 -0.0005614 1.3775494 -16.1492600 C 0.0000194 7411.2594947 382516619. 17.8641989 0.0003461 -0.0005839 1.4049927 -16.7977033 C 0.0000200 7411.2594947 370562975. 17.6786452 0.0003536 -0.0006064 1.4321817 -17.4471857 C 0.0000206 7486.2881851 362971548. 17.5039901 0.0003610 -0.0006290 1.4592243 -18.0968759 C

Page 8


97385_010_01_ LPile (USCS units)_Base.lp7o 0.0000213 7582.1040433 356804896. 17.3342975 0.0003684 -0.0006516 1.4857317 -18.7498391 C 0.0000219 7677.8521328 350987526. 17.1745052 0.0003757 -0.0006743 1.5121393 -19.4026732 C 0.0000225 7773.3335469 345481491. 17.0231682 0.0003830 -0.0006970 1.5383961 -20.0557827 C 0.0000231 7867.1476038 340200977. 16.8753350 0.0003902 -0.0007198 1.5641441 -20.7120284 C 0.0000238 7960.8971431 335195669. 16.7354633 0.0003975 -0.0007425 1.5897952 -21.3681496 C 0.0000244 8054.5819359 330444387. 16.6029411 0.0004047 -0.0007653 1.6153493 -22.0241459 C 0.0000256 8239.1112782 321526294. 16.3497726 0.0004190 -0.0008110 1.6654315 -23.3417254 C 0.0000269 8422.8601303 313408749. 16.1192325 0.0004332 -0.0008568 1.7149876 -24.6600231 C 0.0000281 8604.0819135 305922912. 15.9027825 0.0004473 -0.0009027 1.7634750 -25.9835432 C 0.0000294 8784.5670198 299049090. 15.7038320 0.0004613 -0.0009487 1.8114425 -27.3078481 C 0.0000306 8963.7575996 292694126. 15.5183140 0.0004752 -0.0009948 1.8586894 -28.6346474 C 0.0000319 9141.3779028 286788326. 15.3437743 0.0004891 -0.0010409 1.9051285 -29.9647485 C 0.0000331 9318.7730970 281321452. 15.1828835 0.0005029 -0.0010871 1.9512092 -31.2943925 C 0.0000344 9494.7477751 276210844. 15.0303524 0.0005167 -0.0011333 1.9964917 -32.6273674 C 0.0000356 9669.6640497 271429166. 14.8863753 0.0005303 -0.0011797 2.0411136 -33.9625634 C 0.0000369 9844.3646013 266965820. 14.7525789 0.0005440 -0.0012260 2.0853852 -35.2973108 C 0.0000381 10019. 262785038. 14.6274090 0.0005577 -0.0012723 2.1292364 -36.6322208 C 0.0000394 10191. 258825647. 14.5057277 0.0005712 -0.0013188 2.1721177 -37.9722221 C 0.0000406 10364. 255104824. 14.3919102 0.0005847 -0.0013653 2.2146566 -39.3117807 C 0.0000419 10536. 251601178. 14.2852540 0.0005982 -0.0014118 2.2568520 -40.6508946 C 0.0000431 10708. 248295795. 14.1851378 0.0006117 -0.0014583 2.2987026 -41.9895619 C 0.0000444 10879. 245149763. 14.0877600 0.0006251 -0.0015049 2.3397578 -43.3319639 C 0.0000456 11049. 242164105. 13.9949354 0.0006385 -0.0015515 2.3803163 -44.6754009 C 0.0000469 11219. 239333396. 13.9073882 0.0006519 -0.0015981 2.4205373 -46.0183941 C 0.0000481 11389. 236645544. 13.8247085 0.0006653 -0.0016447 2.4604196 -47.3609411 C 0.0000494 11558. 234089674. 13.7465281 0.0006787 -0.0016913 2.4999621 -48.7030399 C 0.0000506 11727. 231653936. 13.6721552 0.0006922 -0.0017378 2.5391094 -50.0452171 C 0.0000519 11896. 229314409. 13.5986247 0.0007054 -0.0017846 2.5774517 -51.3915189 C 0.0000531 12064. 227081295. 13.5288463 0.0007187 -0.0018313 2.6154606 -52.7373710 C 0.0000544 12232. 224947233. 13.4625627 0.0007320 -0.0018780 2.6531348 -54.0827712 C 0.0000556 12399. 222905527. 13.3995398 0.0007453 -0.0019247 2.6904734 -55.4277171 C 0.0000569 12567. 220950069. 13.3395640 0.0007587 -0.0019713 2.7274752 -56.7722064 C 0.0000581 12734. 219075275. 13.2824401 0.0007720 -0.0020180 2.7641389 -58.1162367 C 0.0000594 12901. 217276031. 13.2279894 0.0007854 -0.0020646 2.8004634 -59.4598055 C

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97385_010_01_ LPile (USCS units)_Base.lp7o 0.0000606 13067. 215541904. 13.1747878 0.0007987 -0.0021113 2.8362387 -60.0000000 CY 0.0000619 13233. 213868254. 13.1225860 0.0008120 -0.0021580 2.8714409 -60.0000000 CY 0.0000631 13399. 212257807. 13.0727072 0.0008252 -0.0022048 2.9063099 -60.0000000 CY 0.0000644 13564. 210706865. 13.0250176 0.0008385 -0.0022515 2.9408445 -60.0000000 CY 0.0000656 13723. 209115954. 12.9777712 0.0008517 -0.0022983 2.9747648 -60.0000000 CY 0.0000669 13861. 207269848. 12.9271951 0.0008645 -0.0023455 3.0074292 -60.0000000 CY 0.0000681 13993. 205399122. 12.8771383 0.0008773 -0.0023927 3.0395068 -60.0000000 CY 0.0000694 14124. 203593458. 12.8290980 0.0008900 -0.0024400 3.0712732 -60.0000000 CY 0.0000706 14255. 201847280. 12.7829297 0.0009028 -0.0024872 3.1027208 -60.0000000 CY 0.0000719 14362. 199813079. 12.7321279 0.0009151 -0.0025349 3.1327066 -60.0000000 CY 0.0000731 14433. 197379872. 12.6720465 0.0009266 -0.0025834 3.1603907 -60.0000000 CY 0.0000744 14504. 195018453. 12.6133565 0.0009381 -0.0026319 3.1876782 -60.0000000 CY 0.0000794 14788. 186303971. 12.3985842 0.0009841 -0.0028259 3.2942980 -60.0000000 CY 0.0000844 15069. 178594986. 12.2097753 0.0010302 -0.0030198 3.3964969 -60.0000000 CY 0.0000894 15345. 171690849. 12.0355000 0.0010757 -0.0032143 3.4929171 -60.0000000 CY 0.0000944 15569. 164971935. 11.8670993 0.0011200 -0.0034100 3.5825180 -60.0000000 CY 0.0000994 15691. 157897172. 11.6846366 0.0011612 -0.0036088 3.6619739 -60.0000000 CY 0.0001044 15809. 151460199. 11.5145237 0.0012018 -0.0038082 3.7368399 -60.0000000 CY 0.0001094 15925. 145603537. 11.3614247 0.0012427 -0.0040073 3.8084852 -60.0000000 CY 0.0001144 16039. 140234413. 11.2189093 0.0012832 -0.0042068 3.8760629 -60.0000000 CY 0.0001194 16150. 135286300. 11.0841599 0.0013232 -0.0044068 3.9393763 -60.0000000 CY 0.0001244 16259. 130729139. 10.9615194 0.0013633 -0.0046067 3.9995411 -60.0000000 CY 0.0001294 16368. 126517470. 10.8496004 0.0014037 -0.0048063 4.0565186 -60.0000000 CY 0.0001344 16474. 122599300. 10.7429844 0.0014436 -0.0050064 4.1095150 -60.0000000 CY 0.0001394 16578. 118944746. 10.6414982 0.0014832 -0.0052068 4.1587055 -60.0000000 CY 0.0001444 16681. 115537546. 10.5481639 0.0015229 -0.0054071 4.2047724 -60.0000000 CY 0.0001494 16782. 112350937. 10.4620780 0.0015628 -0.0056072 4.2476600 -60.0000000 CY 0.0001544 16857. 109193042. 10.3726183 0.0016013 -0.0058087 4.2858295 -60.0000000 CY 0.0001594 16895. 106009225. 10.2733215 0.0016373 -0.0060127 4.3186539 -60.0000000 CY 0.0001644 16930. 102995559. 10.1759267 0.0016727 -0.0062173 4.3481879 -60.0000000 CY 0.0001694 16964. 100157000. 10.0851032 0.0017082 -0.0064218 4.3752028 -60.0000000 CY 0.0001744 16998. 97478432. 10.0002949 0.0017438 -0.0066262 4.3996675 -60.0000000 CY 0.0001794 17031. 94946413. 9.9210080 0.0017796 -0.0068304 4.4215503 -60.0000000 CY 0.0001844 17064. 92548962. 9.8468026 0.0018155 -0.0070345 4.4408189 -60.0000000 CY

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97385_010_01_ LPile (USCS units)_Base.lp7o 0.0001894 17093. 90260195. 9.7708555 0.0018504 -0.0072396 4.4569059 -60.0000000 CY 0.0001944 17122. 88085275. 9.6988834 0.0018852 -0.0074448 4.4704515 -60.0000000 CY 0.0001994 17150. 86017117. 9.6312367 0.0019202 -0.0076498 4.4814901 -60.0000000 CY 0.0002044 17177. 84047836. 9.5676079 0.0019554 -0.0078546 4.4899896 -60.0000000 CY 0.0002094 17204. 82170299. 9.5077189 0.0019907 -0.0080593 4.4959171 -60.0000000 CY 0.0002144 17231. 80378037. 9.4513183 0.0020261 -0.0082639 4.4992391 -60.0000000 CY 0.0002194 17257. 78664876. 9.3982317 0.0020617 -0.0084683 4.4968508 -60.0000000 CY 0.0002244 17282. 77022673. 9.3469786 0.0020972 -0.0086728 4.4952481 -60.0000000 CY 0.0002294 17305. 75442909. 9.2943690 0.0021319 -0.0088781 4.4987045 60.0000000 CY 0.0002344 17327. 73928788. 9.2446166 0.0021667 -0.0090833 4.4999916 60.0000000 CY 0.0002394 17349. 72474720. 9.1978815 0.0022017 -0.0092883 4.4916466 60.0000000 CY 0.0002444 17370. 71078546. 9.1536325 0.0022369 -0.0094931 4.4963444 60.0000000 CY 0.0002494 17391. 69736899. 9.1116953 0.0022722 -0.0096978 4.4991366 60.0000000 CY 0.0002544 17411. 68446426. 9.0719694 0.0023077 -0.0099023 4.4993473 60.0000000 CY 0.0002594 17431. 67202701. 9.0346921 0.0023434 -0.0101066 4.4902621 60.0000000 CY 0.0002644 17450. 66004857. 8.9992844 0.0023792 -0.0103108 4.4951537 60.0000000 CY 0.0002694 17469. 64850314. 8.9656494 0.0024151 -0.0105149 4.4983663 60.0000000 CY 0.0002744 17488. 63736683. 8.9336977 0.0024512 -0.0107188 4.4998770 60.0000000 CY 0.0003044 17587. 57779845. 8.7593616 0.0026661 -0.0119439 4.4970032 60.0000000 CY 0.0003344 17674. 52855355. 8.6243465 0.0028838 -0.0131662 4.4998787 60.0000000 CY 0.0003644 17752. 48718212. 8.5236076 0.0031058 -0.0143842 4.4988665 60.0000000 CYT 0.0003944 17806. 45149064. 8.4364031 0.0033271 -0.0156029 4.4902062 60.0000000 CYT 0.0004244 17816. 41982281. 8.3335278 0.0035365 -0.0168335 4.4969619 60.0000000 CYT 0.0004544 17816. 39210411. 8.2404889 0.0037443 -0.0180657 4.4863299 60.0000000 CYT 0.0004844 17816. 36781895. 8.2426706 0.0039925 -0.0192575 4.4941473 60.0000000 CYT

-------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1--------------------------------------------------------------------------------

Moment values interpolated at maximum compressive strain = 0.003or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain ---- ---------------- ------------------ ------------ 1 342.000 17714.443 0.00300000

Note note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor).

In ACI 318-08, the value of the strength reduction factor depends on whether

Page 11


97385_010_01_ LPile (USCS units)_Base.lp7othe transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318-08, Section 9.3.2.2 or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections.

Axial Resistance Nominal Ultimate (Factored) Ultimate (Factored) Bending Stiffness Load Factor Moment Capacity Axial Thrust Moment Capacity at Ult. Mom. Cap. No. for Moment in-kip kips in-kip kip-in^2 ----- ---------- ------------------- ------------------- ------------------- ------------------- 1 0.65 17714.443 222.300 11514.388 234749549.221 1 0.70 17714.443 239.400 12400.110 222893964.716 1 0.75 17714.443 256.500 13285.832 213355655.196

-------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 4000.0 lbsApplied moment at pile head = 0.0 in-lbsAxial thrust load on pile head = 342000.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* lb-in^2 lb/in lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.0223 7.571E-06 4000.0000 -0.000113 0.000 1.197E+12 -0.1052 11.3032 0.000 0.400 0.0218 19383. 3998.9962 -0.000112 0.000 1.197E+12 -0.3130 68.9347 0.000 0.800 0.0213 38760. 3997.4999 -0.000112 0.000 1.197E+12 -0.3104 70.0966 0.000 1.200 0.0207 58128. 3996.0162 -0.000112 0.000 1.197E+12 -0.3078 71.3071 0.000 1.600 0.0202 77490. 3994.5453 -0.000112 0.000 1.197E+12 -0.3051 72.5685 0.000 2.000 0.0196 96843. 3993.0874 -0.000112 0.000 1.197E+12 -0.3024 73.8835 0.000 2.400 0.0191 116189. 3991.6426 -0.000111 0.000 1.197E+12 -0.2996 75.2548 0.000 2.800 0.0186 135528. 3972.1242 -0.000111 0.000 1.197E+12 -7.8331 2023.8811 0.000 3.200 0.0180 154685. 3923.7035 -0.000110 0.000 1.197E+12 -12.3422 3282.5086 0.000 3.600 0.0175 173557. 3854.2988 -0.000109 0.000 1.197E+12

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97385_010_01_ LPile (USCS units)_Base.lp7o-16.5764 4541.1361 0.000 4.000 0.0170 192045. 3765.2230 -0.000109 0.000 1.197E+12 -20.5385 5799.7636 0.000 4.400 0.0165 210059. 3657.7749 -0.000108 0.000 1.197E+12 -24.2316 7058.3911 0.000 4.800 0.0160 227514. 3533.2372 -0.000107 0.000 1.197E+12 -27.6591 8317.0186 0.000 5.200 0.0155 244330. 3392.8750 -0.000106 0.000 1.197E+12 -30.8251 9575.6461 0.000 5.600 0.0149 260434. 3268.1082 -0.000105 0.000 1.197E+12 -21.1611 6796.3303 0.000 6.000 0.0144 276048. 3165.7726 -0.000104 0.000 1.197E+12 -21.4788 7137.8689 0.000 6.400 0.0139 291166. 3061.9583 -0.000103 0.000 1.197E+12 -21.7772 7494.4647 0.000 6.800 0.0135 305781. 2956.7569 -0.000102 0.000 1.197E+12 -22.0567 7867.3637 0.000 7.200 0.0130 319885. 2850.2581 -0.000100 0.000 1.197E+12 -22.3178 8257.8728 0.000 7.600 0.0125 333472. 2742.5503 -9.902E-05 0.000 1.197E+12 -22.5605 8667.3797 0.000 8.000 0.0120 346538. 2633.7212 -9.765E-05 0.000 1.197E+12 -22.7850 9097.3706 0.000 8.400 0.0116 359077. 2523.8581 -9.624E-05 0.000 1.197E+12 -22.9913 9549.4487 0.000 8.800 0.0111 371083. 2413.0481 -9.478E-05 0.000 1.197E+12 -23.1795 10025. 0.000 9.200 0.0106 382553. 2301.3787 -9.327E-05 0.000 1.197E+12 -23.3494 10527. 0.000 9.600 0.0102 393483. 2188.9377 -9.171E-05 0.000 1.197E+12 -23.5010 11056. 0.000 10.000 0.009766 403868. 2075.8135 -9.011E-05 0.000 1.197E+12 -23.6341 11616. 0.000 10.400 0.009338 413706. 1962.0951 -8.847E-05 0.000 1.197E+12 -23.7485 12208. 0.000 10.800 0.008917 422995. 1847.8727 -8.679E-05 0.000 1.197E+12 -23.8441 12835. 0.000 11.200 0.008504 431731. 1733.2371 -8.508E-05 0.000 1.197E+12 -23.9207 13501. 0.000 11.600 0.008100 439913. 1618.2806 -8.333E-05 0.000 1.197E+12 -23.9779 14209. 0.000 12.000 0.007704 447540. 1524.5449 -8.155E-05 0.000 1.197E+12 -15.0787 9394.3532 0.000 12.400 0.007317 454816. 1451.9309 -7.975E-05 0.000 1.197E+12 -15.1771 9956.0073 0.000 12.800 0.006939 461740. 1379.0157 -7.791E-05 0.000 1.197E+12 -15.2042 10518. 0.000 13.200 0.006569 468311. 1306.1340 -7.604E-05 0.000 1.197E+12 -15.1632 11079. 0.000 13.600 0.006209 474529. 1233.6040 -7.415E-05 0.000 1.197E+12 -15.0576 11641. 0.000 14.000 0.005857 480397. 1161.7278 -7.224E-05 0.000 1.197E+12 -14.8908 12203. 0.000 14.400 0.005515 485919. 1090.7903 -7.030E-05 0.000 1.197E+12 -14.6664 12764. 0.000 14.800 0.005183 491099. 1021.0598 -6.834E-05 0.000 1.197E+12 -14.3879 13326. 0.000 15.200 0.004859 495945. 952.7873 -6.636E-05 0.000 1.197E+12 -14.0589 13888. 0.000 15.600 0.004545 500464. 886.2068 -6.437E-05 0.000 1.197E+12 -13.6830 14449. 0.000 16.000 0.004241 504664. 821.5348 -6.235E-05 0.000 1.197E+12 -13.2637 15011. 0.000 16.400 0.003947 508555. 758.9706 -6.032E-05 0.000 1.197E+12 -12.8048 15573. 0.000 16.800 0.003662 512148. 698.6956 -5.827E-05 0.000 1.197E+12 -12.3098 16134. 0.000 17.200 0.003387 515454. 605.8942 -5.621E-05 0.000 1.197E+12

Page 13


97385_010_01_ LPile (USCS units)_Base.lp7o-26.3574 37348. 0.000 17.600 0.003123 518149. 481.9958 -5.414E-05 0.000 1.197E+12 -25.2669 38840. 0.000 18.000 0.002868 520259. 363.5258 -5.206E-05 0.000 1.197E+12 -24.0956 40332. 0.000 18.400 0.002623 521810. 250.8491 -4.997E-05 0.000 1.197E+12 -22.8531 41823. 0.000 18.800 0.002388 522831. 144.2842 -4.788E-05 0.000 1.197E+12 -21.5490 43315. 0.000 19.200 0.002163 523352. 44.1039 -4.578E-05 0.000 1.197E+12 -20.1928 44807. 0.000 19.600 0.001948 523405. -49.4650 -4.368E-05 0.000 1.197E+12 -18.7942 46298. 0.000 20.000 0.001744 523021. -136.2407 -4.158E-05 0.000 1.197E+12 -17.3624 47790. 0.000 20.400 0.001549 522234. -216.0864 -3.949E-05 0.000 1.197E+12 -15.9067 49282. 0.000 20.800 0.001365 521076. -288.9099 -3.740E-05 0.000 1.197E+12 -14.4364 50773. 0.000 21.200 0.001190 519583. -354.6631 -3.531E-05 0.000 1.197E+12 -12.9607 52265. 0.000 21.600 0.001026 517787. -413.3411 -3.323E-05 0.000 1.197E+12 -11.4885 53757. 0.000 22.000 0.000871 515724. -1089.1353 -3.116E-05 0.000 1.197E+12 -270.0924 1487939. 0.000 22.400 0.000727 507434. -2286.0781 -2.911E-05 0.000 1.197E+12 -228.6338 1510153. 0.000 22.800 0.000592 493873. -3288.3011 -2.710E-05 0.000 1.197E+12 -188.9592 1532405. 0.000 23.200 0.000467 475955. -4104.4828 -2.515E-05 0.000 1.197E+12 -151.1165 1554692. 0.000 23.600 0.000350 454553. -4743.4555 -2.329E-05 0.000 1.197E+12 -115.1221 1577013. 0.000 24.000 0.000243 430495. -5214.0615 -2.151E-05 0.000 1.197E+12 -80.9638 1599367. 0.000 24.400 0.000144 404568. -5525.0272 -1.984E-05 0.000 1.197E+12 -48.6052 1621750. 0.000 24.800 5.252E-05 377519. -5684.8546 -1.827E-05 0.000 1.197E+12 -17.9895 1644163. 0.000 25.200 -3.156E-05 350054. -5701.7334 -1.681E-05 0.000 1.197E+12 10.9567 1666603. 0.000 25.600 -0.000109 322838. -5583.4720 -1.546E-05 0.000 1.197E+12 38.3189 1689070. 0.000 26.000 -0.000180 296503. -5337.4493 -1.422E-05 0.000 1.197E+12 64.1906 1711562. 0.000 26.400 -0.000245 271645. -4970.5877 -1.308E-05 0.000 1.197E+12 88.6684 1734077. 0.000 26.800 -0.000306 248828. -4489.3476 -1.204E-05 0.000 1.197E+12 111.8483 1756616. 0.000 27.200 -0.000361 228587. -3899.7438 -1.108E-05 0.000 1.197E+12 133.8199 1779176. 0.000 27.600 -0.000412 211427. -3207.3852 -1.020E-05 0.000 1.197E+12 154.6628 1801758. 0.000 28.000 -0.000459 197830. -2806.9373 -9.381E-06 0.000 1.197E+12 12.1904 127491. 0.000 28.400 -0.000502 184511. -2744.8285 -8.615E-06 0.000 1.197E+12 13.6882 130860. 0.000 28.800 -0.000542 171507. -2675.6233 -7.901E-06 0.000 1.197E+12 15.1473 134229. 0.000 29.200 -0.000578 158851. -2599.5085 -7.239E-06 0.000 1.197E+12 16.5672 137597. 0.000 29.600 -0.000611 146576. -2516.6713 -6.626E-06 0.000 1.197E+12 17.9483 140966. 0.000 30.000 -0.000642 134713. -2427.2965 -6.062E-06 0.000 1.197E+12 19.2912 144334. 0.000 30.400 -0.000669 123294. -2331.5650 -5.545E-06 0.000 1.197E+12 20.5969 147703. 0.000 30.800 -0.000695 112348. -2229.6514 -5.073E-06 0.000 1.197E+12

Page 14


97385_010_01_ LPile (USCS units)_Base.lp7o21.8670 151072. 0.000 31.200 -0.000718 101906. -2121.7227 -4.643E-06 0.000 1.197E+12 23.1033 154440. 0.000 31.600 -0.000739 91995. -2007.9365 -4.254E-06 0.000 1.197E+12 24.3077 157809. 0.000 32.000 -0.000759 82644. -1888.4401 -3.904E-06 0.000 1.197E+12 25.4825 161177. 0.000 32.400 -0.000777 73879. -1763.3694 -3.590E-06 0.000 1.197E+12 26.6303 164546. 0.000 32.800 -0.000793 65727. -1632.8485 -3.311E-06 0.000 1.197E+12 27.7535 167915. 0.000 33.200 -0.000809 58214. -1523.7852 -3.062E-06 0.000 1.197E+12 17.6896 105007. 0.000 33.600 -0.000823 51109. -1437.4216 -2.843E-06 0.000 1.197E+12 18.2952 106735. 0.000 34.000 -0.000836 44424. -1348.1799 -2.651E-06 0.000 1.197E+12 18.8888 108464. 0.000 34.400 -0.000848 38175. -1256.1133 -2.486E-06 0.000 1.197E+12 19.4723 110193. 0.000 34.800 -0.000860 32374. -1161.2661 -2.344E-06 0.000 1.197E+12 20.0474 111922. 0.000 35.200 -0.000871 27034. -1063.6735 -2.225E-06 0.000 1.197E+12 20.6162 113651. 0.000 35.600 -0.000881 22170. -963.3621 -2.127E-06 0.000 1.197E+12 21.1803 115380. 0.000 36.000 -0.000891 17793. -860.3499 -2.046E-06 0.000 1.197E+12 21.7415 117109. 0.000 36.400 -0.000901 13917. -754.6469 -1.983E-06 0.000 1.197E+12 22.3014 118838. 0.000 36.800 -0.000910 10555. -646.2557 -1.934E-06 0.000 1.197E+12 22.8616 120567. 0.000 37.200 -0.000919 7719.5774 -535.1720 -1.897E-06 0.000 1.197E+12 23.4233 122295. 0.000 37.600 -0.000928 5423.6775 -421.3852 -1.871E-06 0.000 1.197E+12 23.9878 124024. 0.000 38.000 -0.000937 3680.4218 -318.6370 -1.853E-06 0.000 1.197E+12 18.8239 96398. 0.000 38.400 -0.000946 2370.8445 -244.2445 -1.840E-06 0.000 1.197E+12 12.1730 61755. 0.000 38.800 -0.000955 1341.7174 -185.1620 -1.833E-06 0.000 1.197E+12 12.4447 62551. 0.000 39.200 -0.000964 599.3075 -124.7691 -1.829E-06 0.000 1.197E+12 12.7190 63347. 0.000 39.600 -0.000973 149.9396 -63.0529 -1.828E-06 0.000 1.197E+12 12.9961 64143. 0.000 40.000 -0.000981 0.000 0.000 -1.827E-06 0.000 1.197E+12 13.2760 32469. 0.000

* This analysis computed pile response using nonlinear moment-curvature relationships. Values of total stress due to combined axial and bending stresses are computedonly for elastic sections only and do not equal the actual stresses in concrete andsteel. Stresses in concrete and steel may be interpolated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.0223370 inchesComputed slope at pile head = -0.0001125 radiansMaximum bending moment = 523405. inch-lbsMaximum shear force = -5701.7334429 lbsDepth of maximum bending moment = 19.6000000 feet below pile headDepth of maximum shear force = 25.2000000 feet below pile head

Page 15


97385_010_01_ LPile (USCS units)_Base.lp7oNumber of iterations = 7Number of zero deflection points = 1

-------------------------------------------------------------------------------- Summary of Pile Response(s)--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbsLoad Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radiansLoad Type 3: Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radianLoad Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbsLoad Type 5: Load 1 = Top Deflection, inches, and Load 2 = Slope, radians

Pile-head Pile-head Maximum Maximum Load Load Condition 1 Condition 2 Axial Pile-head Moment Shear Pile-head Case Type V(lbs) or in-lb, rad., Loading Deflection in Pile in Pile Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians ---- ---- -------------- -------------- ------------- ------------- ------------- ------------- ------------- 1 1 V = 4000.0000 M = 0.000 342000. 0.02233698 523405. -5701.7334 -0.00011251

The analysis ended normally.

Page 16


CCI Foundation Tool Suite ‐ Guyed Drilled Pier Base

CCIFTS 1.2.108.14286 ‐ Phase 1‐2 Date: 8/23/2016

BU: 812822

Site Name: PERK 478‐013, NC

App Number: 349700 Rev. 3

Work Order: 1263816

Guyed Drilled Pier Base

InputCriteria

TIA Revision: G

ACI 318 Revision: 2008

Seismic Category: C

ForcesDead Load Axial 0 kips

Dead Load Wind 339 kips

Shear 4 kips

Moment 0 k‐ft

Swelling Force 0 kips

Foundation Dimensions

Pier Diameter: 4 ft

Ext. above grade: 0.17 ft

Depth below grade: 40 ft

Material Properties

Number of Rebar: 12

Rebar Size: 8

Tie Size 4

Rebar tensile strength: 60 ksi

Concrete Strength: 4500 psi

Ultimate Concrete Strain 0.003 in/in

Clear Cover to Ties: 3 in

Soil Profile: Soil Foundation

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 2.5 0 2.5 37.6 0 0 0 0 0

2 3 2.5 5.5 58 32 0.4 0.4 0

3 6.5 5.5 12 28 125 0.07 0.07 0

4 5 12 17 48 29 0.72 0.72 0

5 5 17 22 58 33 0.9 0.9 0

6 6 22 28 68 2250 1.24 1.24 0

7 5 28 33 68 40 1.29 1.29 0

8 5 33 38 58 34 1.41 1.41 0

9 2 38 40 48 30 1.49 1.49 2

Analysis ResultsConcrete/Steel Check

Soil Lateral Capacity Mu (from soil analysis) 43.62 k‐ft

Depth to Zero Shear: 22.44 ft φMn 1345.48 k‐ft

Max Moment, Mu: 67.35 k‐ft RATING: 3.2%

Soil Safety Factor: 86.83Safety Factor Req'd: 1.33

RATING: 1.5% rho provided 0.52

rho required 0.34 OK

Soil Axial Capacity

Skin Friction (k): 317.38 kips Rebar Spacing 9.5

End Bearing (k): 15.08 kips Spacing required 16.0 OKComp. Capacity (k), φCn: 332.46 kips

Comp. (k), Cu: 339.00 kips

RATING: 102.0% Dev. Length required 17.3

Dev. Length provided 35.8 OK

Overall Foundation Rating: 102.0%

(12) ‐ #8

#4 Tie Size

40.17'

40'

0.1

4'

" C.C.

Page 1 of 1


97385_010_01_ LPile (USCS units)_Anchor.lp7o================================================================================

LPile Plus for Windows, Version 2013-07.007

Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p-y Method

© 1985-2013 by Ensoft, Inc. All Rights Reserved

================================================================================

This copy of LPile is used by:

Serial Number of Security Device: 136081582This copy of LPile is licensed for exclusive use by: B&T Engineering, Tulsa, OK

Use of this program by any entity other than B&T Engineering, Tulsa, OKis forbidden by the software license agreement.

-------------------------------------------------------------------------------- Files Used for Analysis--------------------------------------------------------------------------------

Path to file locations: C:\Users\indevor3\Desktop\Lpile\Name of input data file: 97385_010_01_ LPile (USCS units)_Anchor.lp7dName of output report file: 97385_010_01_ LPile (USCS units)_Anchor.lp7oName of plot output file: 97385_010_01_ LPile (USCS units)_Anchor.lp7pName of runtime messeage file: 97385_010_01_ LPile (USCS units)_Anchor.lp7r

-------------------------------------------------------------------------------- Date and Time of Analysis--------------------------------------------------------------------------------

Date: July 23, 2016 Time: 16:47:25

-------------------------------------------------------------------------------- Problem Title--------------------------------------------------------------------------------

Project Name: PERK 478-013,NC BU Number: 812822 Client: Crown Castle. Engineer: Description:

Page 1


97385_010_01_ LPile (USCS units)_Anchor.lp7o

-------------------------------------------------------------------------------- Program Options and Settings--------------------------------------------------------------------------------

Engineering Units of Input Data and Computations: - Engineering units are US Customary Units (pounds, feet, inches)

Analysis Control Options:- Maximum number of iterations allowed = 500- Deflection tolerance for convergence = 1.0000E-05 in- Maximum allowable deflection = 100.0000 in- Number of pile increments = 100

Loading Type and Number of Cycles of Loading: - Static loading specified

Computational Options: - Use unfactored loads in computations (conventional analysis) - Compute pile response under loading and nonlinear bending properties of pile (only if nonlinear pile properties are input) - Use of p-y modification factors for p-y curves not selected - Loading by lateral soil movements acting on pile not selected - Input of shear resistance at the pile tip not selected - Computation of pile-head foundation stiffness matrix not selected - Push-over analysis of pile not selected - Buckling analysis of pile not selected

Output Options: - No p-y curves to be computed and reported for user-specified depths - Values of pile-head deflection, bending moment, shear force, and soil reaction are printed for full length of pile. - Printing Increment (nodal spacing of output points) = 1

-------------------------------------------------------------------------------- Pile Structural Properties and Geometry--------------------------------------------------------------------------------

Total number of pile sections = 1

Total length of pile = 55.00 ft

Depth of ground surface below top of pile = 0.00 ft

Pile diameter values used for p-y curve computations are defined using 2 points.

p-y curves are computed using pile diameter values interpolated with depth over the length of the pile.

Point Depth Pile X Diameter ft in----- --------- ----------- 1 0.00000 96.0000000 2 55.000000 96.0000000

Input Structural Properties:----------------------------

Pile Section No. 1:

Section Type = Drilled Shaft (Bored Pile) Section Length = 55.00000 ft Section Diameter = 96.00000 in

Page 2



-------------------------------------------------------------------------------- Ground Slope and Pile Batter Angles--------------------------------------------------------------------------------

Ground Slope Angle = 0.000 degrees = 0.000 radians

Pile Batter Angle = 0.000 degrees = 0.000 radians

-------------------------------------------------------------------------------- Soil and Rock Layering Information--------------------------------------------------------------------------------

The soil profile is modelled using 8 layers











Distance from top of pile to top of layer = 5.50000 ft Distance from top of pile to bottom of layer = 22.00000 ft Effective unit weight at top of layer = 28.00000 pcf Effective unit weight at bottom of layer = 28.00000 pcf Undrained cohesion at top of layer = 125.00000 psf

Page 3


97385_010_01_ LPile (USCS units)_Anchor.lp7o Undrained cohesion at bottom of layer = 125.00000 psf Epsilon-50 at top of layer = 0.0000 Epsilon-50 at bottom of layer = 0.0000














(Depth of lowest soil layer extends 0.00 ft below pile tip)

Page 4


97385_010_01_ LPile (USCS units)_Anchor.lp7o-------------------------------------------------------------------------------- Summary of Soil Properties--------------------------------------------------------------------------------

Layer Layer Effective Undrained Angle of Strain Layer Soil Type Depth Unit Wt. Cohesion Friction Factor kpy Num. (p-y Curve Criteria) ft pcf psf deg. Epsilon 50 pci ----- ---------------------------------- ---------- ---------- ---------- ---------- ---------- ---------- 1 Soft Clay 0.00 100.000 1.000 -- default -- 1.500 100.000 1.000 -- default -- 2 Sand (Reese, et al.) 1.500 110.000 -- 30.000 -- default 3.500 110.000 -- 30.000 -- default 3 Sand (Reese, et al.) 3.500 48.000 -- 31.000 -- default 5.500 48.000 -- 31.000 -- default 4 Soft Clay 5.500 28.000 125.000 -- default -- 22.000 28.000 125.000 -- default -- 5 Sand (Reese, et al.) 22.000 48.000 -- 30.000 -- default 27.000 48.000 -- 30.000 -- default 6 Sand (Reese, et al.) 27.000 58.000 -- 35.000 -- default 38.000 58.000 -- 35.000 -- default 7 Sand (Reese, et al.) 38.000 38.000 -- 29.000 -- default 47.500 38.000 -- 29.000 -- default 8 Sand (Reese, et al.) 47.500 68.000 -- 38.000 -- default 55.000 68.000 -- 38.000 -- default

-------------------------------------------------------------------------------- Loading Type--------------------------------------------------------------------------------

Static loading criteria were used when computing p-y curves for all analyses.

-------------------------------------------------------------------------------- Pile-head Loading and Pile-head Fixity Conditions--------------------------------------------------------------------------------

Number of loads specified = 1

Load Load Condition Condition Axial Thrust Compute No. Type 1 2 Force, lbs Top y vs. Pile Length----- ---- -------------------- ----------------------- ---------------- --------------------- 1 1 V = 185000. lbs M = 0.0000 in-lbs -157000.

Page 5


97385_010_01_ LPile (USCS units)_Anchor.lp7o No

V = perpendicular shear force applied to pile headM = bending moment applied to pile heady = lateral deflection relative to pile axisS = pile slope relative to original pile batter angleR = rotational stiffness applie to pile headAxial thrust is assumed to be acting axially for all pile batter angles.

-------------------------------------------------------------------------------- Computations of Nominal Moment Capacity and Nonlinear Bending Stiffness--------------------------------------------------------------------------------

Axial thrust force values were determined from pile-head loading conditions

Number of Pile Sections Analyzed = 1

Pile Section No. 1:-------------------

Dimensions and Properties of Drilled Shaft (Bored Pile):--------------------------------------------------------

Length of Section = 55.00000 ftShaft Diameter = 96.00000 in Concrete Cover Thickness = 3.00000 in Number of Reinforcing Bars = 30 bars Yield Stress of Reinforcing Bars = 60000. psiModulus of Elasticity of Reinforcing Bars = 29000000. psiGross Area of Shaft = 7238.22947 sq. in.Total Area of Reinforcing Steel = 38.10000 sq. in.Area Ratio of Steel Reinforcement = 0.53 percentEdge-to-Edge Bar Spacing = 8.00481 in Maximum Concrete Aggregate Size = 0.75000 in Ratio of Bar Spacing to Aggregate Size = 10.67Offset of Center of Rebar Cage from Center of Pile = 0.0000 in

Axial Structural Capacities:----------------------------

Nom. Axial Structural Capacity = 0.85 Fc Ac + Fy As = 29826.496 kips Tensile Load for Cracking of Concrete = -3297.597 kips Nominal Axial Tensile Capacity = -2286.000 kips

Reinforcing Bar Dimensions and Positions Used in Computations:

Bar Bar Diam. Bar Area X Y Number inches sq. in. inches inches ---------- ---------- ---------- ---------- ---------- 1 1.27000 1.27000 44.36500 0.00000 2 1.27000 1.27000 43.39552 9.22400 3 1.27000 1.27000 40.52944 18.04487 4 1.27000 1.27000 35.89204 26.07709 5 1.27000 1.27000 29.68598 32.96962 6 1.27000 1.27000 22.18250 38.42122 7 1.27000 1.27000 13.70954 42.19362 8 1.27000 1.27000 4.63741 44.12196 9 1.27000 1.27000 -4.63741 44.12196 10 1.27000 1.27000 -13.70954 42.19362 11 1.27000 1.27000 -22.18250 38.42122 12 1.27000 1.27000 -29.68598 32.96962 13 1.27000 1.27000 -35.89204 26.07709 14 1.27000 1.27000 -40.52944 18.04487 15 1.27000 1.27000 -43.39552 9.22400 16 1.27000 1.27000 -44.36500 0.00000 17 1.27000 1.27000 -43.39552 -9.22400

Page 6


97385_010_01_ LPile (USCS units)_Anchor.lp7o 18 1.27000 1.27000 -40.52944 -18.04487 19 1.27000 1.27000 -35.89204 -26.07709 20 1.27000 1.27000 -29.68598 -32.96962 21 1.27000 1.27000 -22.18250 -38.42122 22 1.27000 1.27000 -13.70954 -42.19362 23 1.27000 1.27000 -4.63741 -44.12196 24 1.27000 1.27000 4.63741 -44.12196 25 1.27000 1.27000 13.70954 -42.19362 26 1.27000 1.27000 22.18250 -38.42122 27 1.27000 1.27000 29.68598 -32.96962 28 1.27000 1.27000 35.89204 -26.07709 29 1.27000 1.27000 40.52944 -18.04487 30 1.27000 1.27000 43.39552 -9.22400

NOTE: The positions of the above rebars were computed by LPile

Minimum spacing between any two bars not equal to zero = 8.00481 inches between Bars 25 and 26

Spacing to aggregate size ratio = 10.67308

Concrete Properties:--------------------

Compressive Strength of Concrete = 4500.00000 psiModulus of Elasticity of Concrete = 3823676. psiModulus of Rupture of Concrete = -503.11528 psiCompression Strain at Peak Stress = 0.00200Tensile Strain at Fracture of Concrete = -0.0001152Maximum Coarse Aggregate Size = 0.75000 in

Number of Axial Thrust Force Values Determined from Pile-head Loadings = 1

Number Axial Thrust Force kips ------ ------------------ 1 -157.000

Definitions of Run Messages and Notes:--------------------------------------

C = concrete in section has cracked in tension. Y = stress in reinforcing steel has reached yield stress. T = ACI 318-08 criteria for tension-controlled section met, tensile strain in

reinforcement exceeds 0.005 while simultaneously compressive strain in concrete more than than 0.003. See ACI 318-08, Section 10.3.4. Z = depth of tensile zone in concrete section is less than 10 percent of section depth.

Bending Stiffness (EI) = Computed Bending Moment / Curvature.Position of neutral axis is measured from edge of compression side of pile.Compressive stresses and strains are positive in sign.Tensile stresses and strains are negative in sign.

Axial Thrust Force = -157.000 kips

Bending Bending Bending Depth to Max Comp Max Tens Max Concrete Max Steel Run Curvature Moment Stiffness N Axis Strain Strain Stress Stress Msg rad/in. in-kip kip-in2 in in/in in/in ksi ksi

Page 7


97385_010_01_ LPile (USCS units)_Anchor.lp7o ------------- ------------- ------------- ------------- ------------- ------------- ------------- ------------- --- 0.000000313 6130.4256429 19617362057. 32.9519606 0.0000103 -0.0000197 0.0455321 -0.5670229 0.000000625 12235. 19575638972. 40.4533069 0.0000253 -0.0000347 0.1116843 -0.9980838 0.000000938 18310. 19530283420. 42.9534113 0.0000403 -0.0000497 0.1773402 -1.4291541 0.000001250 24355. 19483983364. 44.2033439 0.0000553 -0.0000647 0.2425005 -1.8602288 0.000001563 30371. 19437301917. 44.9532295 0.0000702 -0.0000798 0.3071655 -2.2913068 0.000001875 36357. 19390428968. 45.4530979 0.0000852 -0.0000948 0.3713353 -2.7223878 0.000002188 42314. 19343446447. 45.8101005 0.0001002 -0.0001098 0.4350097 -3.1534717 0.000002500 42314. 16925515641. -8.8369342 -0.0000221 -0.0002621 0.000000 -7.5658777 C 0.000002813 42314. 15044902792. -2.5216317 -0.000007092 -0.0002771 0.000000 -7.9965206 C 0.000003125 42314. 13540412513. 2.3543229 0.000007357 -0.0002926 0.0263100 -8.4431395 C 0.000003438 42314. 12309465921. 5.3173434 0.0000183 -0.0003117 0.0744909 -8.9920773 C 0.000003750 42314. 11283677094. 7.2321129 0.0000271 -0.0003329 0.1131817 -9.6013077 C 0.000004063 42314. 10415701933. 8.5927284 0.0000349 -0.0003551 0.1470383 -10.2411192 C 0.000004375 42314. 9671723224. 9.6395501 0.0000422 -0.0003778 0.1784609 -10.8960821 C 0.000004688 42314. 9026941675. 10.4738071 0.0000491 -0.0004009 0.2082667 -11.5609670 C 0.000005000 42314. 8462757821. 11.1625773 0.0000558 -0.0004242 0.2370675 -12.2318263 C 0.000005313 42314. 7964948537. 11.7310747 0.0000623 -0.0004477 0.2648615 -12.9087313 C 0.000005625 42314. 7522451396. 12.2191188 0.0000687 -0.0004713 0.2921417 -13.5884563 C 0.000005938 42314. 7126532902. 12.6380828 0.0000750 -0.0004950 0.3188778 -14.2712301 C 0.000006250 42314. 6770206257. 13.0119110 0.0000813 -0.0005187 0.3454412 -14.9545911 C 0.000006563 42314. 6447815482. 13.3292271 0.0000875 -0.0005425 0.3713288 -15.6419314 C 0.000006875 42314. 6154732961. 13.6184587 0.0000936 -0.0005664 0.3971579 -16.3291198 C 0.000007188 42314. 5887135875. 13.8832720 0.0000998 -0.0005902 0.4229286 -17.0161555 C 0.000007500 42314. 5641838547. 14.1119018 0.0001058 -0.0006142 0.4481661 -17.7062614 C 0.000007813 42314. 5416165005. 14.3204238 0.0001119 -0.0006381 0.4732649 -18.3967790 C 0.000008125 42314. 5207850967. 14.5134876 0.0001179 -0.0006621 0.4983058 -19.0871595 C 0.000008438 42314. 5014967597. 14.6928129 0.0001240 -0.0006860 0.5232886 -19.7774023 C 0.000008750 42314. 4835861612. 14.8598737 0.0001300 -0.0007100 0.5482133 -20.4675070 C 0.000009063 42314. 4669107763. 15.0068270 0.0001360 -0.0007340 0.5727326 -21.1598683 C 0.000009375 42314. 4513470838. 15.1431854 0.0001420 -0.0007580 0.5971443 -21.8524464 C 0.000009688 42314. 4367875004. 15.2711937 0.0001479 -0.0007821 0.6214980 -22.5448990 C 0.0000100 42314. 4231378910. 15.3916363 0.0001539 -0.0008061 0.6457936 -23.2372255 C 0.0000103 42314. 4103155307. 15.5052024 0.0001599 -0.0008301 0.6700309 -23.9294254 C

Page 8


97385_010_01_ LPile (USCS units)_Anchor.lp7o 0.0000106 42314. 3982474269. 15.6125002 0.0001659 -0.0008541 0.6942099 -24.6214983 C 0.0000109 42314. 3868689289. 15.7140685 0.0001719 -0.0008781 0.7183304 -25.3134439 C 0.0000113 42314. 3761225698. 15.8103863 0.0001779 -0.0009021 0.7423924 -26.0052615 C 0.0000116 42314. 3659570950. 15.8977696 0.0001838 -0.0009262 0.7662010 -26.6983291 C 0.0000119 42314. 3563266451. 15.9790304 0.0001898 -0.0009502 0.7898601 -27.3919214 C 0.0000122 42314. 3471900644. 16.0564553 0.0001957 -0.0009743 0.8134603 -28.0853965 C 0.0000128 42314. 3302539637. 16.2009240 0.0002076 -0.0010224 0.8604842 -29.4719941 C 0.0000134 42314. 3148933143. 16.3331679 0.0002195 -0.0010705 0.9072718 -30.8581186 C 0.0000141 42314. 3008980558. 16.4548251 0.0002314 -0.0011186 0.9538223 -32.2437666 C 0.0000147 42314. 2880938833. 16.5672547 0.0002433 -0.0011667 1.0001349 -33.6289349 C 0.0000153 42314. 2763349492. 16.6715945 0.0002553 -0.0012147 1.0462087 -35.0136200 C 0.0000159 42314. 2654982846. 16.7688035 0.0002673 -0.0012627 1.0920430 -36.3978186 C 0.0000166 42314. 2554794814. 16.8558031 0.0002792 -0.0013108 1.1373860 -37.7833971 C 0.0000172 42314. 2461893184. 16.9354967 0.0002911 -0.0013589 1.1823604 -39.1694633 C 0.0000178 42314. 2375510967. 17.0104761 0.0003030 -0.0014070 1.2270921 -40.5550759 C 0.0000184 42314. 2294985172. 17.0812265 0.0003149 -0.0014551 1.2715801 -41.9402316 C 0.0000191 42314. 2219739756. 17.1481695 0.0003269 -0.0015031 1.3158238 -43.3249275 C 0.0000197 42314. 2149271827. 17.2116732 0.0003389 -0.0015511 1.3598221 -44.7091603 C 0.0000203 43709. 2151851431. 17.2720605 0.0003508 -0.0015992 1.4035744 -46.0929268 C 0.0000209 45181. 2157913129. 17.3296157 0.0003628 -0.0016472 1.4470797 -47.4762239 C 0.0000216 46652. 2163577011. 17.3845905 0.0003749 -0.0016951 1.4903372 -48.8590482 C 0.0000222 48122. 2168876422. 17.4372079 0.0003869 -0.0017431 1.5333460 -50.2413964 C 0.0000228 49591. 2173841048. 17.4876669 0.0003989 -0.0017911 1.5761052 -51.6232653 C 0.0000234 51059. 2178497404. 17.5361450 0.0004110 -0.0018390 1.6186140 -53.0046514 C 0.0000241 52525. 2182869250. 17.5828016 0.0004231 -0.0018869 1.6608714 -54.3855512 C 0.0000247 53991. 2186977934. 17.6277798 0.0004352 -0.0019348 1.7028765 -55.7659613 C 0.0000253 55456. 2190842696. 17.6712087 0.0004473 -0.0019827 1.7446284 -57.1458783 C 0.0000259 56919. 2194480915. 17.7132052 0.0004594 -0.0020306 1.7861263 -58.5252984 C 0.0000266 58382. 2197908333. 17.7538749 0.0004716 -0.0020784 1.8273690 -59.9042182 C 0.0000272 59844. 2201156520. 17.7911536 0.0004837 -0.0021263 1.8681537 -60.0000000 CY 0.0000278 61275. 2203160336. 17.8240232 0.0004957 -0.0021743 1.9083653 -60.0000000 CY 0.0000284 62523. 2198599764. 17.8380672 0.0005073 -0.0022227 1.9465928 -60.0000000 CY 0.0000291 63562. 2187094677. 17.8317368 0.0005182 -0.0022718 1.9826033 -60.0000000 CY 0.0000297 64533. 2173727387. 17.8193603 0.0005290 -0.0023210 2.0177321 -60.0000000 CY

Page 9


97385_010_01_ LPile (USCS units)_Anchor.lp7o 0.0000303 65435. 2158684545. 17.8012171 0.0005396 -0.0023704 2.0519827 -60.0000000 CY 0.0000309 66191. 2139492973. 17.7697204 0.0005498 -0.0024202 2.0845593 -60.0000000 CY 0.0000316 66935. 2120715266. 17.7372181 0.0005598 -0.0024702 2.1166849 -60.0000000 CY 0.0000322 67679. 2102647379. 17.7055880 0.0005699 -0.0025201 2.1485547 -60.0000000 CY 0.0000328 68372. 2083706820. 17.6699798 0.0005798 -0.0025702 2.1796605 -60.0000000 CY 0.0000334 68934. 2061588498. 17.6222078 0.0005892 -0.0026208 2.2091112 -60.0000000 CY 0.0000341 69480. 2039790362. 17.5746870 0.0005986 -0.0026714 2.2382107 -60.0000000 CY 0.0000347 70026. 2018768106. 17.5291047 0.0006080 -0.0027220 2.2671489 -60.0000000 CY 0.0000353 70571. 1998480496. 17.4853590 0.0006175 -0.0027725 2.2959257 -60.0000000 CY 0.0000359 71116. 1978889168. 17.4433549 0.0006269 -0.0028231 2.3245406 -60.0000000 CY 0.0000366 71617. 1958769203. 17.3982709 0.0006361 -0.0028739 2.3524554 -60.0000000 CY 0.0000372 72029. 1936909711. 17.3452652 0.0006450 -0.0029250 2.3791063 -60.0000000 CY 0.0000397 73552. 1853273965. 17.1393571 0.0006802 -0.0031298 2.4827813 -60.0000000 CY 0.0000422 75034. 1778594019. 16.9563631 0.0007153 -0.0033347 2.5836740 -60.0000000 CY 0.0000447 76069. 1702237586. 16.7454798 0.0007483 -0.0035417 2.6757935 -60.0000000 CY 0.0000472 77065. 1633168831. 16.5441107 0.0007807 -0.0037493 2.7639528 -60.0000000 CY 0.0000497 78057. 1570958353. 16.3645698 0.0008131 -0.0039569 2.8501404 -60.0000000 CY 0.0000522 78807. 1510065311. 16.1757448 0.0008442 -0.0041658 2.9304638 -60.0000000 CY 0.0000547 79428. 1452394923. 15.9913776 0.0008745 -0.0043755 3.0069688 -60.0000000 CY 0.0000572 80046. 1399712859. 15.8230280 0.0009049 -0.0045851 3.0815476 -60.0000000 CY 0.0000597 80652. 1351243481. 15.6571598 0.0009345 -0.0047955 3.1525087 -60.0000000 CY 0.0000622 81257. 1306641678. 15.5058453 0.0009643 -0.0050057 3.2218306 -60.0000000 CY 0.0000647 81744. 1263676658. 15.3523014 0.0009931 -0.0052169 3.2872192 -60.0000000 CY 0.0000672 82100. 1221954466. 15.1945310 0.0010209 -0.0054291 3.3484991 -60.0000000 CY 0.0000697 82455. 1183206876. 15.0490341 0.0010487 -0.0056413 3.4083377 -60.0000000 CY 0.0000722 82808. 1147124604. 14.9145431 0.0010766 -0.0058534 3.4667242 -60.0000000 CY 0.0000747 83152. 1113333529. 14.7807325 0.0011039 -0.0060661 3.5222030 -60.0000000 CY 0.0000772 83492. 1081677567. 14.6531343 0.0011310 -0.0062790 3.5757647 -60.0000000 CY 0.0000797 83831. 1051992662. 14.5343603 0.0011582 -0.0064918 3.6279468 -60.0000000 CY 0.0000822 84168. 1024091469. 14.4235229 0.0011854 -0.0067046 3.6787251 -60.0000000 CY 0.0000847 84482. 997575143. 14.3168631 0.0012125 -0.0069175 3.7276068 -60.0000000 CY 0.0000872 84692. 971372327. 14.2018095 0.0012382 -0.0071318 3.7727028 -60.0000000 CY 0.0000897 84880. 946394127. 14.0908425 0.0012638 -0.0073462 3.8160763 -60.0000000 CY 0.0000922 85067. 922757684. 13.9864935 0.0012894 -0.0075606 3.8582103 -60.0000000 CY

Page 10


97385_010_01_ LPile (USCS units)_Anchor.lp7o 0.0000947 85249. 900322013. 13.8844524 0.0013147 -0.0077753 3.8985063 -60.0000000 CY 0.0000972 85424. 878957299. 13.7806530 0.0013393 -0.0079907 3.9364122 -60.0000000 CY 0.0000997 85597. 858656354. 13.6826266 0.0013640 -0.0082060 3.9731714 -60.0000000 CY 0.0001022 85770. 839341043. 13.5899540 0.0013887 -0.0084213 4.0087758 -60.0000000 CY 0.0001047 85942. 820940661. 13.5022559 0.0014135 -0.0086365 4.0432169 -60.0000000 CY 0.0001072 86113. 803391103. 13.4191887 0.0014384 -0.0088516 4.0764861 -60.0000000 CY 0.0001097 86284. 786634103. 13.3404403 0.0014633 -0.0090667 4.1085751 -60.0000000 CY 0.0001122 86454. 770616589. 13.2657262 0.0014882 -0.0092818 4.1394750 -60.0000000 CY 0.0001147 86622. 755290117. 13.1947871 0.0015133 -0.0094967 4.1691769 -60.0000000 CY 0.0001172 86790. 740610373. 13.1273857 0.0015384 -0.0097116 4.1976721 -60.0000000 CY 0.0001197 86957. 726536745. 13.0633049 0.0015635 -0.0099265 4.2249514 -60.0000000 CY 0.0001222 87084. 712711373. 12.9955559 0.0015879 -0.0101421 4.2501270 -60.0000000 CY 0.0001247 87193. 699290571. 12.9242022 0.0016115 -0.0103585 4.2732992 -60.0000000 CY 0.0001272 87287. 686282284. 12.8494132 0.0016343 -0.0105757 4.2945822 -60.0000000 CY 0.0001297 87366. 673666754. 12.7752983 0.0016568 -0.0107932 4.3145546 -60.0000000 CY 0.0001322 87445. 661524521. 12.7043771 0.0016794 -0.0110106 4.3335504 -60.0000000 CY 0.0001347 87524. 649829183. 12.6364745 0.0017020 -0.0112280 4.3515626 -60.0000000 CY 0.0001372 87602. 638556260. 12.5714285 0.0017246 -0.0114454 4.3685838 -60.0000000 CY 0.0001522 88059. 578621266. 12.2334090 0.0018618 -0.0127482 4.4494870 -60.0000000 CY 0.0001672 88491. 529289998. 11.9625431 0.0020000 -0.0140500 4.4926322 -60.0000000 CY 0.0001822 88871. 487802112. 11.7159342 0.0021345 -0.0153555 4.4826105 -60.0000000 CY 0.0001972 89195. 452336303. 11.5086502 0.0022694 -0.0166606 4.4997375 60.0000000 CY 0.0002122 89399. 421318980. 11.3169816 0.0024013 -0.0179687 4.4867360 60.0000000 CY 0.0002272 89543. 394137882. 11.1458186 0.0025322 -0.0192778 4.4997874 60.0000000 CY 0.0002422 89668. 370243511. 10.9955212 0.0026630 -0.0205870 4.4742086 60.0000000 CY 0.0002572 89771. 349050002. 10.8458498 0.0027894 -0.0219006 4.4936043 60.0000000 CY 0.0002722 89870. 330175998. 10.7166991 0.0029170 -0.0232130 4.4993589 60.0000000 CY 0.0002872 89958. 313236521. 10.6086709 0.0030467 -0.0245233 4.4696001 60.0000000 CYT 0.0003022 90030. 297928181. 10.5213961 0.0031794 -0.0258306 4.4819507 60.0000000 CYT 0.0003172 90100. 284057568. 10.4452678 0.0033131 -0.0271369 4.4962397 60.0000000 CYT 0.0003322 90165. 271427098. 10.3794064 0.0034479 -0.0284421 4.4954358 60.0000000 CYT 0.0003472 90221. 259861311. 10.3257039 0.0035850 -0.0297450 4.4683330 60.0000000 CYT 0.0003622 90263. 249216783. 10.2851583 0.0037252 -0.0310448 4.4603134 60.0000000 CYT 0.0003772 90300. 239403182. 10.2483515 0.0038656 -0.0323444 4.4819552 60.0000000 CYT

Page 11



-------------------------------------------------------------------------------- Summary of Results for Nominal (Unfactored) Moment Capacity for Section 1--------------------------------------------------------------------------------

Moment values interpolated at maximum compressive strain = 0.003or maximum developed moment if pile fails at smaller strains.

Load Axial Thrust Nominal Mom. Cap. Max. Comp. No. kips in-kip Strain ---- ---------------- ------------------ ------------ 1 -157.000 89926.009 0.00300000

Note note that the values of moment capacity in the table above are not factored by a strength reduction factor (phi-factor).

In ACI 318-08, the value of the strength reduction factor depends on whether the transverse reinforcing steel bars are tied hoops (0.65) or spirals (0.70).

The above values should be multiplied by the appropriate strength reduction factor to compute ultimate moment capacity according to ACI 318-08, Section 9.3.2.2 or the value required by the design standard being followed.

The following table presents factored moment capacities and corresponding bending stiffnesses computed for common resistance factor values used for reinforced concrete sections.

Axial Resistance Nominal Ultimate (Factored) Ultimate (Factored) Bending Stiffness Load Factor Moment Capacity Axial Thrust Moment Capacity at Ult. Mom. Cap. No. for Moment in-kip kips in-kip kip-in^2 ----- ---------- ------------------- ------------------- ------------------- ------------------- 1 0.65 89926.009 -102.050 58451.904 2198063773.938 1 0.70 89926.009 -109.900 62948.205 2193891268.682 1 0.75 89926.009 -117.750 67444.507 2108341950.769

-------------------------------------------------------------------------------- Computed Values of Pile Loading and Deflection for Lateral Loading for Load Case Number 1--------------------------------------------------------------------------------

Pile-head conditions are Shear and Moment (Loading Type 1)

Shear force at pile head = 185000.0 lbsApplied moment at pile head = 0.0 in-lbsAxial thrust load on pile head = -157000.0 lbs

Depth Deflect. Bending Shear Slope Total Bending Soil Res. Soil Spr. Distrib. X y Moment Force S Stress Stiffness p Es*h Lat. Load feet inches in-lbs lbs radians psi* lb-in^2 lb/in lb/inch lb/inch ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 0.00 0.9139 -0.001550 185000. -0.002412 0.000 1.962E+13

Page 12


97385_010_01_ LPile (USCS units)_Anchor.lp7o-0.5753 2.0774 0.000 0.550 0.8979 1218488. 184992. -0.002412 0.000 1.962E+13 -1.7157 12.6111 0.000 1.100 0.8820 2436902. 184981. -0.002411 0.000 1.962E+13 -1.7055 12.7623 0.000 1.650 0.8661 3655243. 184704. -0.002410 0.000 1.962E+13 -82.2654 626.8870 0.000 2.200 0.8502 4870001. 183521. -0.002409 0.000 1.962E+13 -276.1052 2143.3574 0.000 2.750 0.8343 6072734. 181024. -0.002407 0.000 1.962E+13 -480.7204 3802.8292 0.000 3.300 0.8184 7254529. 177152. -0.002404 0.000 1.960E+13 -692.6659 5585.7642 0.000 3.850 0.8026 8406154. 171901. -0.002402 0.000 1.959E+13 -898.6108 7389.7511 0.000 4.400 0.7867 9518638. 165495. -0.002399 0.000 1.959E+13 -1042.4361 8745.1308 0.000 4.950 0.7709 10585717. 158166. -0.002395 0.000 1.958E+13 -1178.4114 10089. 0.000 5.500 0.7551 11601469. 153609. -0.002392 0.000 1.958E+13 -202.4346 1769.3628 0.000 6.050 0.7393 12608406. 152278. -0.002388 0.000 1.957E+13 -201.0152 1794.4378 0.000 6.600 0.7236 13606591. 150956. -0.002383 0.000 1.956E+13 -199.5781 1820.3735 0.000 7.150 0.7079 14596088. 149644. -0.002378 0.000 1.955E+13 -198.1228 1847.2143 0.000 7.700 0.6922 15576959. 148341. -0.002373 0.000 1.955E+13 -196.6489 1875.0082 0.000 8.250 0.6766 16549270. 147048. -0.002368 0.000 1.954E+13 -195.1559 1903.8067 0.000 8.800 0.6609 17513085. 145765. -0.002362 0.000 1.953E+13 -193.6433 1933.6651 0.000 9.350 0.6454 18468472. 144492. -0.002356 0.000 1.953E+13 -192.1105 1964.6431 0.000 9.900 0.6298 19415497. 143229. -0.002350 0.000 1.952E+13 -190.5571 1996.8054 0.000 10.450 0.6144 20354228. 141977. -0.002343 0.000 1.951E+13 -188.9823 2030.2216 0.000 11.000 0.5989 21284734. 140735. -0.002336 0.000 1.950E+13 -187.3856 2064.9675 0.000 11.550 0.5835 22207085. 139503. -0.002329 0.000 1.950E+13 -185.7662 2101.1250 0.000 12.100 0.5682 23121352. 138283. -0.002321 0.000 1.949E+13 -184.1235 2138.7836 0.000 12.650 0.5529 24027606. 137073. -0.002313 0.000 1.949E+13 -182.4566 2178.0405 0.000 13.200 0.5377 24925921. 135874. -0.002305 0.000 1.948E+13 -180.7647 2219.0020 0.000 13.750 0.5225 25816371. 134687. -0.002296 0.000 1.947E+13 -179.0469 2261.7845 0.000 14.300 0.5073 26699030. 133511. -0.002287 0.000 1.946E+13 -177.3023 2306.5155 0.000 14.850 0.4923 27573976. 132347. -0.002278 0.000 1.946E+13 -175.5296 2353.3352 0.000 15.400 0.4773 28441285. 131194. -0.002268 0.000 1.945E+13 -173.7280 2402.3985 0.000 15.950 0.4623 29301037. 130054. -0.002259 0.000 1.944E+13 -171.8960 2453.8762 0.000 16.500 0.4475 30153311. 128925. -0.002249 0.000 1.944E+13 -170.0325 2507.9579 0.000 17.050 0.4327 30998189. 127809. -0.002238 0.000 1.943E+13 -168.1360 2564.8543 0.000 17.600 0.4179 31835754. 126706. -0.002227 0.000 1.942E+13 -166.2049 2624.8005 0.000 18.150 0.4033 32666090. 125615. -0.002216 0.000 1.942E+13 -164.2375 2688.0594 0.000 18.700 0.3887 33489284. 124538. -0.002205 0.000 1.941E+13

Page 13


97385_010_01_ LPile (USCS units)_Anchor.lp7o-162.2321 2754.9264 0.000 19.250 0.3741 34305423. 123474. -0.002194 0.000 1.940E+13 -160.1865 2825.7348 0.000 19.800 0.3597 35114596. 122424. -0.002182 0.000 1.940E+13 -158.0986 2900.8616 0.000 20.350 0.3453 35916894. 121387. -0.002170 0.000 1.939E+13 -155.9659 2980.7357 0.000 20.900 0.3311 36712412. 120365. -0.002157 0.000 1.939E+13 -153.7857 3065.8470 0.000 21.450 0.3169 37501243. 119358. -0.002145 0.000 1.938E+13 -151.5551 3156.7583 0.000 22.000 0.3028 38283486. 114503. -0.002132 0.000 1.937E+13 -1319.5629 28767. 0.000 22.550 0.2887 39008262. 105658. -0.002119 0.000 1.937E+13 -1360.6165 31103. 0.000 23.100 0.2748 39673784. 96616. -0.002105 0.000 1.936E+13 -1379.5615 33136. 0.000 23.650 0.2609 40279226. 87544. -0.002092 0.000 1.936E+13 -1369.5153 34640. 0.000 24.200 0.2472 40825026. 78557. -0.002078 0.000 1.935E+13 -1353.6497 36145. 0.000 24.750 0.2335 41311875. 69695. -0.002064 0.000 1.935E+13 -1332.0338 37650. 0.000 25.300 0.2199 41740716. 60993. -0.002050 0.000 1.935E+13 -1304.7371 39155. 0.000 25.850 0.2064 42112737. 52490. -0.002033 0.000 1.445E+13 -1271.8292 40660. 0.000 26.400 0.1931 42429377. 44223. -0.001990 0.000 4.192E+12 -1233.5848 42164. 0.000 26.950 0.1802 42692352. 36218. -0.001891 0.000 2.150E+12 -1192.1684 43669. 0.000 27.500 0.1681 42903531. 25763. -0.001760 0.000 2.150E+12 -1975.9761 77567. 0.000 28.050 0.1570 43028774. 12625. -0.001628 0.000 2.151E+12 -2005.0900 84316. 0.000 28.600 0.1466 43066811. -682.9660 -0.001496 0.000 2.151E+12 -2027.7001 91260. 0.000 29.150 0.1372 43016659. -14120. -0.001364 0.000 2.151E+12 -2044.0589 98322. 0.000 29.700 0.1286 42877604. -27654. -0.001232 0.000 2.150E+12 -2057.2543 105545. 0.000 30.250 0.1210 42649072. -41271. -0.001101 0.000 2.150E+12 -2069.1835 112911. 0.000 30.800 0.1141 42330542. -54755. -0.000999 0.000 3.863E+12 -2016.7985 116640. 0.000 31.350 0.1078 41924235. -67896. -0.000954 0.000 1.679E+13 -1965.3996 120370. 0.000 31.900 0.1015 41432332. -80681. -0.000939 0.000 1.935E+13 -1908.8649 124099. 0.000 32.450 0.0954 40857293. -93076. -0.000925 0.000 1.935E+13 -1847.0788 127829. 0.000 33.000 0.0893 40201811. -105046. -0.000911 0.000 1.936E+13 -1780.1732 131558. 0.000 33.550 0.0833 39468798. -116558. -0.000898 0.000 1.936E+13 -1708.2733 135288. 0.000 34.100 0.0775 38661387. -127579. -0.000884 0.000 1.937E+13 -1631.4971 139017. 0.000 34.650 0.0717 37782921. -138078. -0.000871 0.000 1.938E+13 -1549.9552 142747. 0.000 35.200 0.0660 36836953. -148023. -0.000859 0.000 1.939E+13 -1463.7505 146476. 0.000 35.750 0.0603 35827237. -157384. -0.000846 0.000 1.939E+13 -1372.9777 150205. 0.000 36.300 0.0548 34757726. -166132. -0.000834 0.000 1.940E+13 -1277.7235 153935. 0.000 36.850 0.0493 33632570. -174236. -0.000823 0.000 1.941E+13 -1178.0662 157664. 0.000 37.400 0.0439 32456110. -181668. -0.000811 0.000 1.942E+13

Page 14


97385_010_01_ LPile (USCS units)_Anchor.lp7o-1074.0755 161394. 0.000 37.950 0.0386 31232874. -188399. -0.000801 0.000 1.943E+13 -965.8124 165123. 0.000 38.500 0.0334 29967578. -192549. -0.000790 0.000 1.944E+13 -291.7625 57733. 0.000 39.050 0.0282 28689584. -194340. -0.000780 0.000 1.945E+13 -250.9650 58794. 0.000 39.600 0.0231 27400668. -195859. -0.000771 0.000 1.946E+13 -209.0828 59856. 0.000 40.150 0.0180 26102653. -197097. -0.000762 0.000 1.947E+13 -166.1199 60918. 0.000 40.700 0.0130 24797412. -198048. -0.000753 0.000 1.948E+13 -122.0783 61980. 0.000 41.250 0.008057 23486862. -198705. -0.000745 0.000 1.949E+13 -76.9582 63042. 0.000 41.800 0.003167 22172967. -199060. -0.000737 0.000 1.950E+13 -30.7574 64104. 0.000 42.350 -0.001674 20857741. -199107. -0.000730 0.000 1.951E+13 16.5279 65166. 0.000 42.900 -0.006468 19543242. -198838. -0.000723 0.000 1.952E+13 64.9034 66228. 0.000 43.450 -0.0112 18231577. -198247. -0.000717 0.000 1.953E+13 114.3769 67289. 0.000 44.000 -0.0159 16924900. -197325. -0.000711 0.000 1.954E+13 164.9579 68351. 0.000 44.550 -0.0206 15625415. -196066. -0.000705 0.000 1.955E+13 216.6576 69413. 0.000 45.100 -0.0252 14335373. -194461. -0.000700 0.000 1.956E+13 269.4888 70475. 0.000 45.650 -0.0298 13057075. -192505. -0.000696 0.000 1.957E+13 323.4661 71537. 0.000 46.200 -0.0344 11792872. -190188. -0.000691 0.000 1.958E+13 378.6056 72599. 0.000 46.750 -0.0390 10545165. -187503. -0.000688 0.000 1.958E+13 434.9248 73661. 0.000 47.300 -0.0435 9316407. -184443. -0.000684 0.000 1.959E+13 492.4425 74723. 0.000 47.850 -0.0480 8109103. -176965. -0.000681 0.000 1.960E+13 1773.5095 243849. 0.000 48.400 -0.0525 6979056. -165134. -0.000679 0.000 1.961E+13 1811.5399 227782. 0.000 48.950 -0.0570 5927922. -153078. -0.000677 0.000 1.962E+13 1842.0292 213431. 0.000 49.500 -0.0614 4957029. -140844. -0.000675 0.000 1.962E+13 1865.2536 200431. 0.000 50.050 -0.0659 4067388. -128480. -0.000673 0.000 1.962E+13 1881.4249 188516. 0.000 50.600 -0.0703 3259704. -116032. -0.000672 0.000 1.962E+13 1890.7120 177486. 0.000 51.150 -0.0747 2534380. -103544. -0.000671 0.000 1.962E+13 1893.2564 167186. 0.000 51.700 -0.0792 1891527. -90790. -0.000670 0.000 1.962E+13 1971.5975 164370. 0.000 52.250 -0.0836 1334557. -77432. -0.000670 0.000 1.962E+13 2076.4851 163956. 0.000 52.800 -0.0880 868040. -63376. -0.000669 0.000 1.962E+13 2182.7622 163693. 0.000 53.350 -0.0924 496604. -48615. -0.000669 0.000 1.962E+13 2290.4470 163560. 0.000 53.900 -0.0968 224940. -33138. -0.000669 0.000 1.962E+13 2399.5496 163537. 0.000 54.450 -0.1013 57801. -16936. -0.000669 0.000 1.962E+13 2510.0726 163610. 0.000 55.000 -0.1057 0.000 0.000 -0.000669 0.000 1.962E+13 2622.0116 81882. 0.000

* This analysis computed pile response using nonlinear moment-curvature relationships.

Page 15


97385_010_01_ LPile (USCS units)_Anchor.lp7o Values of total stress due to combined axial and bending stresses are computedonly for elastic sections only and do not equal the actual stresses in concrete andsteel. Stresses in concrete and steel may be interpolated from the output for nonlinear bending properties relative to the magnitude of bending moment developed in the pile.

Output Summary for Load Case No. 1:

Pile-head deflection = 0.9138509 inchesComputed slope at pile head = -0.0024118 radiansMaximum bending moment = 43066811. inch-lbsMaximum shear force = -199107. lbsDepth of maximum bending moment = 28.6000000 feet below pile headDepth of maximum shear force = 42.3500000 feet below pile headNumber of iterations = 162Number of zero deflection points = 1

-------------------------------------------------------------------------------- Summary of Pile Response(s)--------------------------------------------------------------------------------

Definitions of Pile-head Loading Conditions:

Load Type 1: Load 1 = Shear, lbs, and Load 2 = Moment, in-lbsLoad Type 2: Load 1 = Shear, lbs, and Load 2 = Slope, radiansLoad Type 3: Load 1 = Shear, lbs, and Load 2 = Rotational Stiffness, in-lbs/radianLoad Type 4: Load 1 = Top Deflection, inches, and Load 2 = Moment, in-lbsLoad Type 5: Load 1 = Top Deflection, inches, and Load 2 = Slope, radians

Pile-head Pile-head Maximum Maximum Load Load Condition 1 Condition 2 Axial Pile-head Moment Shear Pile-head Case Type V(lbs) or in-lb, rad., Loading Deflection in Pile in Pile Rotation No. No. y(inches) or in-lb/rad. lbs inches in-lbs lbs radians ---- ---- -------------- -------------- ------------- ------------- ------------- ------------- ------------- 1 1 V = 185000. M = 0.000 -157000. 0.91385088 43066811. -199107. -0.00241184

The analysis ended normally.

Page 16


CCI Foundation Tool Suite ‐ Guyed Drilled Pier Anchor


BU: 812822

Site Name: PERK 478‐013, NC


Work Order: 1263816

Guyed Drilled Pier Anchor

InputCriteria

TIA Revision: G


Seismic Category: C

ForcesUplift 156 kips

Shear 183 kips

Moment 0 k‐ft



Pier Diameter: 7 ft



Material Properties

Number of Rebar: 36

Rebar Size: 8

Tie Size 4





Soil Profile: Anchor at East

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 2 100 0 0 0 0 02 1 2 3 47.6 29 0.27 0.27 03 2.5 3 5.5 48 875 0 0 04 2.5 5.5 8 58 35 0.51 0.51 05 5 8 13 28 125 0.07 0.07 06 4 13 17 48 750 0.41 0.41 07 10 17 27 68 36 1.03 1.03 0

8 13 27 40 68 40 1.45 1.45 47


Soil Lateral Capacity Mu (from soil analysis) 2758.25 k‐ftDepth to Zero Shear: 22.1 ft φMn 4177.28 k‐ftMax Moment, Mu: 2758.2 k‐ft RATING: 66.0%Soil Safety Factor: 4.6Safety Factor Req'd: 1.33

RATING: 28.9%rho provided (%) 0.51

Soil Axial Capacity rho required (%) 0.34 OKConcrete Weight: 210.4 kipsSkin Friction: 539.1 kips Rebar Spacing 5.5Soil Cone: kips Spacing required 16.0 OKUplift Capacity (k), φTn: 749.5 kipsUplift (k), Tu: 156.0 kips

RATING: 20.8% Dev. Length required 17.6Dev. Length provided 35.8 OK


(36) ‐ #8

#4 Tie Size

40.5'

40'

0.5'

7'

4" C.C.

Page 1 of 1


CCI Foundation Tool Suite ‐ Guyed Drilled Pier Anchor


BU: 812822

Site Name: PERK 478‐013,NC


Work Order: 1263816

Guyed Drilled Pier Anchor

InputCriteria

TIA Revision: G


Seismic Category: C

ForcesUplift 156 kips

Shear 183 kips

Moment 0 k‐ft



Pier Diameter: 8 ft



Material Properties

Number of Rebar: 30

Rebar Size: 10

Tie Size 4





Soil Profile: Anchor at North and South

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 1.5 0 1.5 100 0 0 0 0 02 2 1.5 3.5 110 30 0.31 0.31 03 2 3.5 5.5 48 31 0.5 0.5 04 16.5 5.5 22 28 125 0.07 0.07 05 5 22 27 48 30 0.87 0.87 06 11 27 38 58 35 1.09 1.09 07 9.5 38 47.5 38 29 1.23 1.23 0

8 7.5 47.5 55 68 38 1.26 1.26 0


Soil Lateral Capacity Mu (from soil analysis) 3588.90 k‐ftDepth to Zero Shear: 31.0 ft φMn 6576.92 k‐ftMax Moment, Mu: 4356.7 k‐ft RATING: 54.6%Soil Safety Factor: 5.8Safety Factor Req'd: 1.33

RATING: 22.8%rho provided (%) 0.53

Soil Axial Capacity rho required (%) 0.34 OKConcrete Weight: 376.6 kipsSkin Friction: 758.7 kips Rebar Spacing 7.7Soil Cone: kips Spacing required 20.3 OKUplift Capacity (k), φTn: 1135.3 kipsUplift (k), Tu: 156.0 kips

RATING: 13.7% Dev. Length required 23.6Dev. Length provided 45.4 OK


(30) ‐ #10

#4 Tie Size

55.5'

55'

0.5'

8'

4" C.C.

Page 1 of 1
