june 07, 2018 - dryden, new...

tnxTower Report - version 7.0.5.1

June 7th, 2018 Marianne Dunst John W. Kelly P.E. Engineering, D.P.C. Crown Castle 1717 S. Boulder, Suite 300 3530 Toringdon Way Suite 300 Tulsa, OK 74119 Charlotte, NC 28277 (918) 587-4630 (704) 405-6580 [email protected] Subject: Structural Analysis Report Carrier Designation: Sprint PCS Co-Locate Carrier Site Number: AL43XC750 Crown Castle Designation: Crown Castle BU Number: 803589 Crown Castle Site Name: NY 13/366 CAC 803589 Crown Castle JDE Job Number: 447449 Crown Castle Work Order Number: 1583261 Crown Castle Order Number: 396852 Rev. 9 Engineering Firm Designation: Project Number: 121370.002.01 Site Data: 1397 Dryden Road, Ithaca, Tompkins County, NY Latitude 42° 28' 8.13'', Longitude -76° 24' 10.56'' 125 Foot - Monopole Tower Dear Marianne Dunst, 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 1200328, in accordance with order 396852, revision 9. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table 1 and Table 2 for the proposed and existing loading, respectively. This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3-second gust wind speed of 115 mph converted to a nominal 3-second gust wind speed of 89 mph per section 1609.3.1 as required for use in the TIA-222-G Standard per Exception #5 of Section 1609.1.1. Exposure Category C and Risk Category II were used in this analysis. All equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We 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. Structural analysis prepared by: Tharun Cheriyan, E.I.T. Respectfully submitted by: John W. Kelly P.E. Engineering, D.P.C. COA: 0012619 Expires: 06/30/2020 John W. Kelly, P.E.

6/7/18

June 07, 2018 125 Ft Monopole Tower Structural Analysis Report CCI BU No. 803589 Project Number 121370.002.01, Order 396852, Revision 9


TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 – Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations



1) INTRODUCTION This tower is a 125 ft Monopole tower designed by Engineered Endeavors, Inc. in October of 2005. The tower was originally designed for a wind speed of 70 mph per TIA/EIA-222-F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind speed of 89 mph with no ice, 40 mph with 0.75-inch ice thickness 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

78.0 80.0

3 Alcatel Lucent PCS 1900MHZ 4X45W-65MHZ

1 3

7/8 1-1/4

--

6 Alcatel Lucent RRH2X50-800

3 Alcatel Lucent TD-RRH8X20-25

3 Rfs Celwave APXVBBLL20X_43-C-I20

3 Rfs Celwave APXVTM14-ALU-I20

3 Rfs Celwave FIM800CAB-A1D Table 2 - Existing Antenna and Cable Information

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas



Feed Line

Size (in)Note

120.0 120.0

1 Raycap RXXDC-3315-PF-48

1 18

1-1/4 1-5/8

1

3 Alcatel Lucent RRH2X60-AWS

6 Antel LPD-6516X3

6 Css AXP16-80-2

3 Css X7C-880-2

1 -- Sector Mount [SM 802-3]

2 -- Side Arm Mount [SO 102-3]

1 -- Side Arm Mount [SO 302-3]

78.0 80.0

2 Ems Wireless RR45-19-00DPL4 6 7/8 2

1 Ems Wireless RR65-18-02DP

78.0 1 -- Platform Mount [LP 712-1] -- -- 1Notes: 1) Existing Equipment 2) Equipment to Be Removed; Not Considered in This Analysis.



Table 3 - Design Antenna and Cable Information

Mounting Level (ft)

Center Line

Elevation (ft)

Number of

Antennas



Feed Line

Size (in)

135 135 12 Comsat PCSA030-19-0 Panel

-- -- 1 Generic LP Platform

128 128 12 Generic 7.5 Ft^2 Panel


120 120 12 Antel LPD 6516-3 Panel


110 110 1 Generic 6' Dia MW Dish -- --

95 95 12 Generic DB878G60A-XY Panel






3) ANALYSIS PROCEDURE

Table 4 - Documents Provided

Document Remarks Reference Source

Online Application Sprint PCS Co-Locate, Rev# 9 396852 CCI Sites

Tower Manufacturer Drawing EEI, Job No: 13279-P01 1131043 CCI Sites

Foundation Drawing EEI, Job No: 13279-P01 1131065 CCI Sites

Geotech Report CHA, Project No: 12624.1025.1502 1131094 CCI Sites

Mount Analysis FPA, Job No: 2438B.013 Date: 05/10/2018 --

Antenna Configuration Crown CAD Package Date: 06/05/2018 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 Element

P (K) SF*P_allow (K)

% Capacity

Pass / Fail

L1 125 - 80 Pole TP38.04x27.37x0.25 1 -8.074 1942.380 23.6 Pass

L2 80 - 47.37 Pole TP45.77x38.04x0.313 2 -16.342 2910.260 29.1 Pass

L3 47.37 - 0 Pole TP56.25x43.664x0.375 3 -31.874 4334.660 36.0 Pass

Summary

Pole (L3) 36.0 Pass

Rating = 36.0 Pass

Table 6 - Tower Component Stresses vs. Capacity – LC5

Notes Component Elevation % Capacity Pass / Fail

1 Flange Connection 80’ 23.9 Pass

1 Anchor Rods Base 32.9 Pass

1 Base Plate Base 29.4 Pass

1 Base Foundation Structure Base 26.5 Pass

Soil Base 26.2 Pass

Structure Rating (max from all components) = 36.0%

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

consumed. 4.1) Recommendations

The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time.

APPENDIX A

TNXTOWER OUTPUT

B+T Group 1717 S, Boulder Ave.

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

FAX:

Job: 121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589

Project:

Client: Crown Castle Drawn by: Jayadev Prabhu App'd:

Code: TIA-222-G Date: 06/07/18 Scale: NTS Path:

C:\Users\site22\Desktop\Compile_121370_803589_NY 13 366 CAC----Jaydev----Adarsh\Tnx_002_01\121370_001_01_NY 13366 CAC 803589_NY.eri

Dwg No. E-1

125.0 ft

80.0 ft

47.4 ft

0.0 ft

REACTIONS - 89 mph WINDTORQUE 0 kip-ft

21 KSHEAR

1755 kip-ftMOMENT

32 KAXIAL

40 mph WIND - 0.750 in ICETORQUE 0 kip-ft

5 KSHEAR

378 kip-ftMOMENT

54 KAXIAL

ARE FACTOREDALL REACTIONS

S

ect

ion

12

3

Le

ngth

(ft

)4

5.0

00

32

.63

05

3.6

20

N

um

be

r o

f S

ide

s1

81

81

8

T

hic

kne

ss (

in)

0.2

50

0.3

13

0.3

75

S

ock

et

Le

ng

th (

ft)

6.2

50

T

op

Dia

(in

)2

7.3

70

38

.04

04

3.6

64

B

ot

Dia

(in

)3

8.0

40

45

.77

05

6.2

50

G

rad

eA

57

2-6

5

W

eig

ht

(K)

3.9

4.6

10

.81

9.3

Lightning Rod 1/2"x6' (E) 128 (2) LPD-6516X3 w/ Mount Pipe (E) 120 (2) LPD-6516X3 w/ Mount Pipe (E) 120 (2) LPD-6516X3 w/ Mount Pipe (E) 120 (2) AXP16-80-2 w/ Mount Pipe (E) 120 (2) AXP16-80-2 w/ Mount Pipe (E) 120 (2) AXP16-80-2 w/ Mount Pipe (E) 120 X7C-880-2 w/ Mount Pipe (E) 120 X7C-880-2 w/ Mount Pipe (E) 120 X7C-880-2 w/ Mount Pipe (E) 120 RRH2X60-AWS (E) 120 RRH2X60-AWS (E) 120 RRH2X60-AWS (E) 120 RXXDC-3315-PF-48 (E) 120 (2) Side Arm Mount [SO 102-3] (E) 120 Side Arm Mount [SO 302-3] (E) 120 Sector Mount [SM 802-3] (E) 120 APXVBBLL20X_43-C-I20 w/ Mount Pipe (P)

78 APXVBBLL20X_43-C-I20 w/ Mount Pipe (P)

78 APXVBBLL20X_43-C-I20 w/ Mount Pipe (P)

78 APXVTM14-ALU-I20 w/ Mount Pipe (P)



78 (2) RRH2X50-800 (P) 78 (2) RRH2X50-800 (P) 78 (2) RRH2X50-800 (P) 78 TD-RRH8X20-25 (P) 78 TD-RRH8X20-25 (P) 78 TD-RRH8X20-25 (P) 78 PCS 1900MHZ 4X45W-65MHZ (P) 78 PCS 1900MHZ 4X45W-65MHZ (P) 78 PCS 1900MHZ 4X45W-65MHZ (P) 78 FIM800CAB-A1D (P) 78 FIM800CAB-A1D (P) 78 FIM800CAB-A1D (P) 78 Platform Mount [LP 712-1] (E) 78DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Lightning Rod 1/2"x6' (E) 128

(2) LPD-6516X3 w/ Mount Pipe (E) 120



(2) AXP16-80-2 w/ Mount Pipe (E) 120

(2) AXP16-80-2 w/ Mount Pipe (E) 120

(2) AXP16-80-2 w/ Mount Pipe (E) 120

X7C-880-2 w/ Mount Pipe (E) 120



RRH2X60-AWS (E) 120

RRH2X60-AWS (E) 120

RRH2X60-AWS (E) 120

RXXDC-3315-PF-48 (E) 120

(2) Side Arm Mount [SO 102-3] (E) 120

Side Arm Mount [SO 302-3] (E) 120

Sector Mount [SM 802-3] (E) 120

APXVBBLL20X_43-C-I20 w/ Mount Pipe (P)

78


78


78

APXVTM14-ALU-I20 w/ Mount Pipe (P)

78


78


78

(2) RRH2X50-800 (P) 78

(2) RRH2X50-800 (P) 78

(2) RRH2X50-800 (P) 78

TD-RRH8X20-25 (P) 78

TD-RRH8X20-25 (P) 78

TD-RRH8X20-25 (P) 78

PCS 1900MHZ 4X45W-65MHZ (P) 78



FIM800CAB-A1D (P) 78



Platform Mount [LP 712-1] (E) 78

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-65 65 ksi 80 ksi

TOWER DESIGN NOTES1. Tower is located in Tompkins County, New York.2. Tower designed for Exposure C to the TIA-222-G Standard.3. Tower designed for a 89 mph basic wind in accordance with the TIA-222-G Standard.4. Tower is also designed for a 40 mph basic wind with 0.75 in ice. Ice is considered to increase

in thickness with height.5. Deflections are based upon a 60 mph wind.6. Tower Structure Class II.7. Topographic Category 1 with Crest Height of 0.000 ft8. TOWER RATING: 36%


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

FAX:

Job: 121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589

Project:




Dwg No. E-4

0

0

5

5

10

10

15

15

20

20

25

25

Global Mast Shear (K)125.000

80.000

47.370

0.000

Ele

vati

on

(ft

)

0

0

500

500

1000

1000

1500

1500

2000

2000

Global Mast Moment (kip-ft)125.000

80.000

47.370

0.000

TIA-222-G - 89 mph/40 mph 0.750 in Ice Exposure C Maximum Values

Vx Vz Mx Mz


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

FAX:

Job: 121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589

Project:




Dwg No. E-5

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

0

0

5

5

10

10

Deflection (in)125.000

80.000

47.370

0.000

Ele

vati

on

(ft

)

0

0

0.5

0.5

Tilt (deg)0

0

0.05

0.05

0.1

0.1

Twist (deg)125.000

80.000

47.370

0.000


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

FAX:

Job: 121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589

Project:




Dwg No. E-7

Feed Line Distribution Chart0' - 125'

Round Flat App In Face App Out Face Truss Leg

Face A

80.000

47.370

0.000

125.000

Ele

vati

on

(ft

)

Face B

120.000120.000

78.00078.000

HB

11

4-0

8U

3M

12

-XX

XF

(7/8

) (P

)

(3)

HB

11

4-1

-08

U4

-M5

F(1

-1/4

) (P

)

Face C

80.000

47.370

0.000

125.000

120.000120.000

78.00078.000

(18

) A

VA

7-5

0(1

-5/8

) (E

)

RF

A1

20

6-2

4S

26

-XX

X(1

-1/4

) (E

)

Sa

fety

Lin

e 3

/8 (

E)

ttnnxxTToowweerr Job

121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

1 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Tower Input Data

There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply:

Tower is located in Tompkins County, New York. Basic wind speed of 89 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.000 ft. Nominal ice thickness of 0.750 in. Ice thickness is considered to increase with height. Ice density of 56.000 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50.000 °F. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole 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

Tapered Pole Section Geometry Section Elevation

ft

Section Length

ft

Splice Length

ft

Numberof

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L1 125.000-80.000 45.000 0.000 18 27.370 38.040 0.250 1.000 A572-65 (65 ksi)

L2 80.000-47.370 32.630 6.250 18 38.040 45.770 0.313 1.250 A572-65 (65 ksi)


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

2 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Section Elevation

ft

Section Length

ft

Splice Length

ft

Numberof

Sides

Top Diameter

in

Bottom Diameter

in

Wall Thickness

in

Bend Radius

in

Pole Grade

L3 47.370-0.000 53.620 18 43.664 56.250 0.375 1.500 A572-65 (65 ksi)

Tapered Pole Properties Section Tip Dia.

in Area in2

I in4

r in

C in

I/C in3

J in4

It/Q in2

w in

w/t

L1 27.792 21.520 1999.647 9.628 13.904 143.819 4001.926 10.762 4.377 17.508 38.627 29.986 5410.222 13.415 19.324 279.970 10827.562 14.996 6.255 25.02

L2 38.627 37.421 6729.278 13.393 19.324 348.228 13467.411 18.714 6.145 19.664 46.476 45.088 11770.937 16.137 23.251 506.252 23557.363 22.548 7.506 24.018

L3 45.828 51.525 12198.877 15.368 22.182 549.957 24413.806 25.767 7.025 18.733 57.118 66.505 26231.809 19.836 28.575 917.999 52498.135 33.259 9.240 24.64

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

L1 125.000-80.00

0

1 1 1

L2 80.000-47.370

1 1 1

L3 47.370-0.000

1 1 1

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Sector Component Type

Placement

ft

Total Number

Number Per Row

Start/EndPosition

Width or Diameter

in

Perimeter

in

Weight

klf **J**

Safety Line 3/8 (E)

C Surface Ar (CaAa)

125.000 - 0.000 1 1 -0.260 -0.250

0.375 0.000

**J**

Feed Line/Linear Appurtenances - Entered As Area

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

klf AVA7-50(1-5/8)

(E) C No Inside Pole 120.000 - 0.000 18 No Ice

1/2'' Ice 1'' Ice

0.000 0.000 0.000

0.001 0.001 0.001

RFA1206-24S26-XXX(1-1/4) (E)

C No Inside Pole 120.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice

0.000 0.000 0.000

0.001 0.001 0.001

**J**


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

3 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Description Face or

Leg

Allow Shield

Component Type

Placement

ft

Total Number

CAAA

ft2/ft

Weight

klf HB114-08U3M12-XXX

F(7/8) (P)

B No Inside Pole 78.000 - 0.000 1 No Ice 1/2'' Ice 1'' Ice

0.000 0.000 0.000

0.001 0.001 0.001

HB114-1-08U4-M5F(1-1/4) (P)

B No Inside Pole 78.000 - 0.000 3 No Ice 1/2'' Ice 1'' Ice

0.000 0.000 0.000

0.001 0.001 0.001

**J**

Feed Line/Linear Appurtenances Section Areas Tower Section

Tower Elevation

ft

Face AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K L1 125.000-80.000 A

B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 1.688

0.000 0.000 0.000

0.000 0.000 0.573

L2 80.000-47.370 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 1.224

0.000 0.000 0.000

0.000 0.140 0.467

L3 47.370-0.000 A B C

0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000 1.776

0.000 0.000 0.000

0.000 0.217 0.677

Feed Line/Linear Appurtenances Section Areas - With Ice Tower Section

Tower Elevation

ft

Face or

Leg

Ice Thickness

in

AR

ft2

AF

ft2

CAAA

In Face ft2

CAAA

Out Face ft2

Weight

K L1 125.000-80.000 A

B C

1.678 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

16.793

0.000 0.000 0.000

0.000 0.000 0.762

L2 80.000-47.370 A B C

1.601 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

11.673

0.000 0.000 0.000

0.000 0.140 0.593

L3 47.370-0.000 A B C

1.452 0.000 0.000 0.000

0.000 0.000 0.000

0.000 0.000

16.946

0.000 0.000 0.000

0.000 0.217 0.860

Feed Line Center of Pressure

Section Elevation

ft

CPX

in

CPZ

in

CPX

Ice in

CPZ

Ice in

L1 125.000-80.000 0.028 0.048 0.230 0.388 L2 80.000-47.370 0.028 0.048 0.231 0.390 L3 47.370-0.000 0.028 0.048 0.237 0.400


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

4 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Shielding Factor Ka

Tower Section

Feed Line Record No.

Description Feed Line Segment Elev.

Ka No Ice

Ka Ice

L1 8 Safety Line 3/8 80.00 - 125.00 1.0000 1.0000L2 8 Safety Line 3/8 47.37 - 80.00 1.0000 1.0000

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 1/2''x6' (E)

C None 0.000 128.000 No Ice 1/2'' Ice1'' Ice

0.300 0.913 1.542

0.300 0.913 1.542

0.023 0.026 0.034

**J** (2) LPD-6516X3 w/ Mount

Pipe (E)

A From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.984 13.676 14.376

12.765 14.285 15.814

0.093 0.202 0.322

(2) LPD-6516X3 w/ Mount Pipe (E)

B From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.984 13.676 14.376

12.765 14.285 15.814

0.093 0.202 0.322

(2) LPD-6516X3 w/ Mount Pipe (E)

C From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.984 13.676 14.376

12.765 14.285 15.814

0.093 0.202 0.322

(2) AXP16-80-2 w/ Mount Pipe (E)

A From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.376 3.741 4.109

3.276 3.884 4.502

0.028 0.061 0.099


B From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.376 3.741 4.109

3.276 3.884 4.502

0.028 0.061 0.099


C From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.376 3.741 4.109

3.276 3.884 4.502

0.028 0.061 0.099

X7C-880-2 w/ Mount Pipe (E)

A From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.049 12.770 13.500

10.299 11.817 13.359

0.070 0.163 0.267


B From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.049 12.770 13.500

10.299 11.817 13.359

0.070 0.163 0.267


C From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

12.049 12.770 13.500

10.299 11.817 13.359

0.070 0.163 0.267

RRH2X60-AWS (E)

A From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.500 3.761 4.029

1.816 2.052 2.289

0.060 0.083 0.109

RRH2X60-AWS (E)

B From Leg 4.000 0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.500 3.761 4.029

1.816 2.052 2.289

0.060 0.083 0.109

RRH2X60-AWS (E)

C From Leg 4.000 0.000

0.000 120.000 No Ice 1/2'' Ice

3.500 3.761

1.816 2.052

0.060 0.083


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

5 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

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

0.000 1'' Ice 4.029 2.289 0.109 RXXDC-3315-PF-48

(E) B From Leg 4.000

0.000 0.000

0.000 120.000 No Ice 1/2'' Ice1'' Ice

3.708 3.950 4.200

2.192 2.395 2.606

0.032 0.062 0.097

(2) Side Arm Mount [SO 102-3]

(E)


3.000 3.480 3.960

3.000 3.480 3.960

0.081 0.111 0.141

Side Arm Mount [SO 302-3] (E)


5.560 8.440

11.320

5.560 8.440

11.320

0.165 0.264 0.363

Sector Mount [SM 802-3] (E)


24.410 31.390 38.370

24.410 31.390 38.370

0.930 1.362 1.794

**J** APXVBBLL20X_43-C-I20

w/ Mount Pipe (P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

14.585 15.242 15.883

9.140 10.478 11.649

0.114 0.219 0.334

APXVBBLL20X_43-C-I20 w/ Mount Pipe

(P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

14.585 15.242 15.883

9.140 10.478 11.649

0.114 0.219 0.334

APXVBBLL20X_43-C-I20 w/ Mount Pipe

(P)

C From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

14.585 15.242 15.883

9.140 10.478 11.649

0.114 0.219 0.334

APXVTM14-ALU-I20 w/ Mount Pipe

(P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

6.580 7.031 7.473

4.959 5.754 6.472

0.077 0.132 0.193


(P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

6.580 7.031 7.473

4.959 5.754 6.472

0.077 0.132 0.193


(P)

C From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

6.580 7.031 7.473

4.959 5.754 6.472

0.077 0.132 0.193

(2) RRH2X50-800 (P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.701 1.864 2.035

1.282 1.428 1.580

0.053 0.070 0.090

(2) RRH2X50-800 (P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.701 1.864 2.035

1.282 1.428 1.580

0.053 0.070 0.090

(2) RRH2X50-800 (P)

C From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.701 1.864 2.035

1.282 1.428 1.580

0.053 0.070 0.090

TD-RRH8X20-25 (P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

4.045 4.298 4.557

1.535 1.714 1.901

0.070 0.097 0.128

TD-RRH8X20-25 (P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

4.045 4.298 4.557

1.535 1.714 1.901

0.070 0.097 0.128

TD-RRH8X20-25 (P)

C From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

4.045 4.298 4.557

1.535 1.714 1.901

0.070 0.097 0.128

PCS 1900MHZ 4X45W-65MHZ

(P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

2.322 2.527 2.739

2.238 2.441 2.651

0.060 0.083 0.110

PCS 1900MHZ 4X45W-65MHZ

(P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

2.322 2.527 2.739

2.238 2.441 2.651

0.060 0.083 0.110

PCS 1900MHZ C From Leg 4.000 0.000 78.000 No Ice 2.322 2.238 0.060


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

6 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

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

4X45W-65MHZ (P)

0.000 2.000

1/2'' Ice1'' Ice

2.527 2.739

2.441 2.651

0.083 0.110

FIM800CAB-A1D (P)

A From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.222 1.364 1.513

1.077 1.212 1.355

0.053 0.066 0.081

FIM800CAB-A1D (P)

B From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.222 1.364 1.513

1.077 1.212 1.355

0.053 0.066 0.081

FIM800CAB-A1D (P)

C From Leg 4.000 0.000 2.000

0.000 78.000 No Ice 1/2'' Ice1'' Ice

1.222 1.364 1.513

1.077 1.212 1.355

0.053 0.066 0.081

Platform Mount [LP 712-1] (E)


24.530 29.940 35.350

24.530 29.940 35.350

1.335 1.646 1.956

**J**

Load Combinations Comb.

No. Description

1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg - No Ice 3 0.9 Dead+1.6 Wind 0 deg - No Ice 4 1.2 Dead+1.6 Wind 30 deg - No Ice 5 0.9 Dead+1.6 Wind 30 deg - No Ice 6 1.2 Dead+1.6 Wind 60 deg - No Ice 7 0.9 Dead+1.6 Wind 60 deg - No Ice 8 1.2 Dead+1.6 Wind 90 deg - No Ice 9 0.9 Dead+1.6 Wind 90 deg - No Ice 10 1.2 Dead+1.6 Wind 120 deg - No Ice 11 0.9 Dead+1.6 Wind 120 deg - No Ice 12 1.2 Dead+1.6 Wind 150 deg - No Ice 13 0.9 Dead+1.6 Wind 150 deg - No Ice 14 1.2 Dead+1.6 Wind 180 deg - No Ice 15 0.9 Dead+1.6 Wind 180 deg - No Ice 16 1.2 Dead+1.6 Wind 210 deg - No Ice 17 0.9 Dead+1.6 Wind 210 deg - No Ice 18 1.2 Dead+1.6 Wind 240 deg - No Ice 19 0.9 Dead+1.6 Wind 240 deg - No Ice 20 1.2 Dead+1.6 Wind 270 deg - No Ice 21 0.9 Dead+1.6 Wind 270 deg - No Ice 22 1.2 Dead+1.6 Wind 300 deg - No Ice 23 0.9 Dead+1.6 Wind 300 deg - No Ice 24 1.2 Dead+1.6 Wind 330 deg - No Ice 25 0.9 Dead+1.6 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

7 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Comb. No.

Description

32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service

Maximum Member Forces Section

No. Elevation

ft Component

Type Condition Gov.

Load Comb.

Axial

K

Major Axis Moment

kip-ft

Minor Axis Moment

kip-ft L1 125 - 80 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 26 -18.656 -0.858 -0.653 Max. Mx 8 -8.075 -349.232 -1.063 Max. My 14 -8.076 -1.129 -348.067 Max. Vy 8 10.370 -349.232 -1.063 Max. Vx 14 10.342 -1.129 -348.067 Max. Torque 5 -0.405

L2 80 - 47.37 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -33.246 -0.956 -0.818 Max. Mx 8 -16.342 -749.142 -1.708 Max. My 14 -16.343 -1.772 -747.252 Max. Vy 8 16.419 -749.142 -1.708 Max. Vx 14 16.391 -1.772 -747.252 Max. Torque 5 -0.405

L3 47.37 - 0 Pole Max Tension 1 0.000 0.000 0.000 Max. Compression 26 -54.269 -1.191 -1.215 Max. Mx 8 -31.874 -1753.799 -3.009 Max. My 14 -31.874 -3.063 -1750.449 Max. Vy 8 20.896 -1753.799 -3.009 Max. Vx 14 20.869 -3.063 -1750.449 Max. Torque 5 -0.405

Maximum Reactions

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Pole Max. Vert 26 54.269 0.000 0.000 Max. Hx 20 31.883 20.883 0.023 Max. Hz 2 31.883 0.023 20.856


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

8 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Location Condition Gov. Load

Comb.

Vertical K

Horizontal, X K

Horizontal, Z K

Max. Mx 2 1750.143 0.023 20.856 Max. Mz 8 1753.799 -20.883 -0.023 Max. Torsion 17 0.405 10.421 -18.050 Min. Vert 5 23.912 -10.421 18.050 Min. Hx 8 31.883 -20.883 -0.023 Min. Hz 14 31.883 -0.023 -20.856 Min. Mx 14 -1750.449 -0.023 -20.856 Min. Mz 20 -1753.385 20.883 0.023 Min. Torsion 5 -0.405 -10.421 18.050

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 26.569 0.000 0.000 0.125 -0.168 0.0001.2 Dead+1.6 Wind 0 deg - No Ice

31.883 -0.023 -20.856 -1750.143 2.649 0.351

0.9 Dead+1.6 Wind 0 deg - No Ice

23.912 -0.023 -20.856 -1743.921 2.690 0.351


31.883 10.421 -18.050 -1514.220 -874.531 0.405


23.912 10.421 -18.050 -1508.843 -871.351 0.405


31.883 18.074 -10.408 -872.522 -1517.436 0.351


23.912 18.074 -10.408 -869.440 -1511.955 0.351


31.883 20.883 0.023 3.009 -1753.799 0.203


23.912 20.883 0.023 2.958 -1747.472 0.203


31.883 18.097 10.448 877.773 -1520.290 0.000


23.912 18.097 10.448 874.594 -1514.797 0.000


31.883 10.462 18.074 1517.381 -879.477 -0.203


23.912 10.462 18.074 1511.914 -876.276 -0.203


31.883 0.023 20.856 1750.449 -3.063 -0.351


23.912 0.023 20.856 1744.149 -2.998 -0.351


31.883 -10.421 18.050 1514.526 874.117 -0.405


23.912 -10.421 18.050 1509.071 871.043 -0.405


31.883 -18.074 10.408 872.827 1517.022 -0.351


23.912 -18.074 10.408 869.668 1511.646 -0.351


31.883 -20.883 -0.023 -2.703 1753.385 -0.202


23.912 -20.883 -0.023 -2.730 1747.163 -0.202

1.2 Dead+1.6 Wind 300 deg - 31.883 -18.097 -10.448 -877.467 1519.876 -0.000


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

9 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Load Combination

Vertical

K

Shearx

K

Shearz

K

Overturning Moment, Mx

kip-ft

Overturning Moment, Mz

kip-ft

Torque

kip-ft No Ice 0.9 Dead+1.6 Wind 300 deg - No Ice

23.912 -18.097 -10.448 -874.365 1514.489 -0.000


31.883 -10.462 -18.074 -1517.074 879.063 0.202


23.912 -10.462 -18.074 -1511.685 875.968 0.202

1.2 Dead+1.0 Ice+1.0 Temp 54.269 0.000 0.000 1.215 -1.191 0.0001.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp

54.269 -0.003 -4.567 -374.701 -0.852 0.059

1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp

54.269 2.283 -3.954 -324.130 -189.122 0.068


54.269 3.957 -2.281 -186.369 -327.052 0.059


54.269 4.571 0.003 1.670 -377.685 0.034


54.269 3.960 2.286 189.601 -327.452 0.000


54.269 2.288 3.957 327.069 -189.815 -0.034


54.269 0.003 4.567 377.239 -1.653 -0.059


54.269 -2.283 3.954 326.669 186.617 -0.068


54.269 -3.957 2.281 188.908 324.548 -0.059


54.269 -4.571 -0.003 0.869 375.180 -0.034


54.269 -3.960 -2.286 -187.063 324.948 -0.000


54.269 -2.288 -3.957 -324.531 187.311 0.034

Dead+Wind 0 deg - Service 26.569 -0.006 -5.301 -443.725 0.552 0.089Dead+Wind 30 deg - Service 26.569 2.649 -4.588 -383.898 -221.889 0.103Dead+Wind 60 deg - Service 26.569 4.593 -2.645 -221.172 -384.921 0.089Dead+Wind 90 deg - Service 26.569 5.308 0.006 0.851 -444.860 0.052Dead+Wind 120 deg - Service 26.569 4.599 2.655 222.680 -385.645 0.000Dead+Wind 150 deg - Service 26.569 2.659 4.593 384.876 -223.143 -0.052Dead+Wind 180 deg - Service 26.569 0.006 5.301 443.979 -0.896 -0.089Dead+Wind 210 deg - Service 26.569 -2.649 4.588 384.152 221.545 -0.103Dead+Wind 240 deg - Service 26.569 -4.593 2.645 221.426 384.577 -0.089Dead+Wind 270 deg - Service 26.569 -5.308 -0.006 -0.597 444.516 -0.052Dead+Wind 300 deg - Service 26.569 -4.599 -2.655 -222.426 385.301 -0.000Dead+Wind 330 deg - Service 26.569 -2.659 -4.593 -384.622 222.799 0.052

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 -26.569 0.000 0.000 26.569 0.000 0.000% 2 -0.023 -31.883 -20.856 0.023 31.883 20.856 0.000% 3 -0.023 -23.912 -20.856 0.023 23.912 20.856 0.000% 4 10.421 -31.883 -18.050 -10.421 31.883 18.050 0.000% 5 10.421 -23.912 -18.050 -10.421 23.912 18.050 0.000% 6 18.074 -31.883 -10.408 -18.074 31.883 10.408 0.000% 7 18.074 -23.912 -10.408 -18.074 23.912 10.408 0.000% 8 20.883 -31.883 0.023 -20.883 31.883 -0.023 0.000%


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

10 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Load

Comb.

Sum of Applied Forces Sum of Reactions % Error PX

K PY K

PZ K

PX K

PY K

PZ K

9 20.883 -23.912 0.023 -20.883 23.912 -0.023 0.000% 10 18.097 -31.883 10.448 -18.097 31.883 -10.448 0.000% 11 18.097 -23.912 10.448 -18.097 23.912 -10.448 0.000% 12 10.462 -31.883 18.074 -10.462 31.883 -18.074 0.000% 13 10.462 -23.912 18.074 -10.462 23.912 -18.074 0.000% 14 0.023 -31.883 20.856 -0.023 31.883 -20.856 0.000% 15 0.023 -23.912 20.856 -0.023 23.912 -20.856 0.000% 16 -10.421 -31.883 18.050 10.421 31.883 -18.050 0.000% 17 -10.421 -23.912 18.050 10.421 23.912 -18.050 0.000% 18 -18.074 -31.883 10.408 18.074 31.883 -10.408 0.000% 19 -18.074 -23.912 10.408 18.074 23.912 -10.408 0.000% 20 -20.883 -31.883 -0.023 20.883 31.883 0.023 0.000% 21 -20.883 -23.912 -0.023 20.883 23.912 0.023 0.000% 22 -18.097 -31.883 -10.448 18.097 31.883 10.448 0.000% 23 -18.097 -23.912 -10.448 18.097 23.912 10.448 0.000% 24 -10.462 -31.883 -18.074 10.462 31.883 18.074 0.000% 25 -10.462 -23.912 -18.074 10.462 23.912 18.074 0.000% 26 0.000 -54.269 0.000 0.000 54.269 0.000 0.000% 27 -0.003 -54.269 -4.567 0.003 54.269 4.567 0.000% 28 2.283 -54.269 -3.953 -2.283 54.269 3.954 0.000% 29 3.957 -54.269 -2.281 -3.957 54.269 2.281 0.000% 30 4.571 -54.269 0.003 -4.571 54.269 -0.003 0.000% 31 3.960 -54.269 2.286 -3.960 54.269 -2.286 0.000% 32 2.288 -54.269 3.957 -2.288 54.269 -3.957 0.000% 33 0.003 -54.269 4.567 -0.003 54.269 -4.567 0.000% 34 -2.283 -54.269 3.953 2.283 54.269 -3.954 0.000% 35 -3.957 -54.269 2.281 3.957 54.269 -2.281 0.000% 36 -4.571 -54.269 -0.003 4.571 54.269 0.003 0.000% 37 -3.960 -54.269 -2.286 3.960 54.269 2.286 0.000% 38 -2.288 -54.269 -3.957 2.288 54.269 3.957 0.000% 39 -0.006 -26.569 -5.301 0.006 26.569 5.301 0.000% 40 2.649 -26.569 -4.588 -2.649 26.569 4.588 0.000% 41 4.593 -26.569 -2.645 -4.593 26.569 2.645 0.000% 42 5.308 -26.569 0.006 -5.308 26.569 -0.006 0.000% 43 4.599 -26.569 2.655 -4.599 26.569 -2.655 0.000% 44 2.659 -26.569 4.593 -2.659 26.569 -4.593 0.000% 45 0.006 -26.569 5.301 -0.006 26.569 -5.301 0.000% 46 -2.649 -26.569 4.588 2.649 26.569 -4.588 0.000% 47 -4.593 -26.569 2.645 4.593 26.569 -2.645 0.000% 48 -5.308 -26.569 -0.006 5.308 26.569 0.006 0.000% 49 -4.599 -26.569 -2.655 4.599 26.569 2.655 0.000% 50 -2.659 -26.569 -4.593 2.659 26.569 4.593 0.000%

Non-Linear Convergence Results

Load Combination

Converged? Number of Cycles

Displacement Tolerance

Force Tolerance

1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00002449 3 Yes 4 0.00000001 0.00001399 4 Yes 4 0.00000001 0.00036890 5 Yes 4 0.00000001 0.00023325 6 Yes 4 0.00000001 0.00034965 7 Yes 4 0.00000001 0.00022059 8 Yes 4 0.00000001 0.00002135 9 Yes 4 0.00000001 0.00001163


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

11 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

10 Yes 4 0.00000001 0.00036233 11 Yes 4 0.00000001 0.00022865 12 Yes 4 0.00000001 0.00036733 13 Yes 4 0.00000001 0.00023197 14 Yes 4 0.00000001 0.00002665 15 Yes 4 0.00000001 0.00001554 16 Yes 4 0.00000001 0.00034808 17 Yes 4 0.00000001 0.00021961 18 Yes 4 0.00000001 0.00036763 19 Yes 4 0.00000001 0.00023240 20 Yes 4 0.00000001 0.00001979 21 Yes 4 0.00000001 0.00001043 22 Yes 4 0.00000001 0.00036176 23 Yes 4 0.00000001 0.00022839 24 Yes 4 0.00000001 0.00035645 25 Yes 4 0.00000001 0.00022494 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00042636 28 Yes 4 0.00000001 0.00043726 29 Yes 4 0.00000001 0.00043913 30 Yes 4 0.00000001 0.00043200 31 Yes 4 0.00000001 0.00044283 32 Yes 4 0.00000001 0.00044240 33 Yes 4 0.00000001 0.00043095 34 Yes 4 0.00000001 0.00043823 35 Yes 4 0.00000001 0.00043698 36 Yes 4 0.00000001 0.00042660 37 Yes 4 0.00000001 0.00043539 38 Yes 4 0.00000001 0.00043519 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00001033 41 Yes 4 0.00000001 0.00000941 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000986 44 Yes 4 0.00000001 0.00001012 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000937 47 Yes 4 0.00000001 0.00001025 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000982 50 Yes 4 0.00000001 0.00000960

Maximum Tower Deflections - Service Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 125 - 80 7.259 43 0.478 0.001 L2 80 - 47.37 3.122 43 0.361 0.000 L3 53.62 - 0 1.441 43 0.242 0.000

Critical Deflections and Radius of Curvature - Service Wind

Elevation

ft

Appurtenance Gov. Load

Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

12 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Elevation

ft


Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 128.000 Lightning Rod 1/2''x6' 43 7.259 0.478 0.001 112655 120.000 (2) LPD-6516X3 w/ Mount Pipe 43 6.764 0.468 0.001 112655 78.000 APXVBBLL20X_43-C-I20 w/

Mount Pipe 43 2.969 0.353 0.000 12285

Maximum Tower Deflections - Design Wind

Section No.

Elevation

ft

Horz. Deflection

in

Gov. Load

Comb.

Tilt °

Twist °

L1 125 - 80 28.612 10 1.882 0.003 L2 80 - 47.37 12.311 10 1.423 0.001 L3 53.62 - 0 5.683 10 0.953 0.000

Critical Deflections and Radius of Curvature - Design Wind

Elevation

ft


Comb.

Deflection

in

Tilt °

Twist °

Radius of Curvature

ft 128.000 Lightning Rod 1/2''x6' 10 28.612 1.882 0.003 28676 120.000 (2) LPD-6516X3 w/ Mount Pipe 10 26.661 1.843 0.002 28676 78.000 APXVBBLL20X_43-C-I20 w/

Mount Pipe 10 11.707 1.392 0.001 3125

Compression Checks

Pole Design Data Section

No. Elevation

ft

Size

L

ft

Lu

ft

Kl/r

A

in2

Pu

K

Pn

K

Ratio Pu

Pn L1 125 - 80 (1) TP38.04x27.37x0.25 45.000 0.000 0.0 29.986 -8.074 1942.380 0.004 L2 80 - 47.37 (2) TP45.77x38.04x0.313 32.630 0.000 0.0 43.620 -16.342 2910.260 0.006 L3 47.37 - 0 (3) TP56.25x43.664x0.375 53.620 0.000 0.0 66.505 -31.874 4334.660 0.007

Pole Bending Design Data Section

No. Elevation

ft

Size

Mux

kip-ft

Mnx

kip-ft

Ratio Mux

Mnx

Muy

kip-ft

Mny

kip-ft

Ratio Muy

Mny L1 125 - 80 (1) TP38.04x27.37x0.25 349.813 1511.258 0.231 0.000 1511.258 0.000


121370.002.01 - NY 13/366 CAC 803589, NY (BU# 803589)

Page

13 of 13


Project

Date

17:42:07 06/07/18 Tulsa, OK 74119

Phone: (918) 587-4630 FAX:

Client Crown Castle

Designed by

Jayadev Prabhu

Section No.

Elevation

ft

Size

Mux

kip-ft

Mnx

kip-ft

Ratio Mux

Mnx

Muy

kip-ft

Mny

kip-ft

Ratio Muy

Mny L2 80 - 47.37 (2) TP45.77x38.04x0.313 750.092 2633.750 0.285 0.000 2633.750 0.000 L3 47.37 - 0 (3) TP56.25x43.664x0.375 1755.500 4986.092 0.352 0.000 4986.092 0.000

Pole Shear Design Data Section

No. Elevation

ft

Size

Actual Vu

K

Vn

K

Ratio Vu

Vn

Actual Tu

kip-ft

Tn

kip-ft

Ratio Tu

Tn L1 125 - 80 (1) TP38.04x27.37x0.25 10.383 971.189 0.011 0.000 3026.217 0.000 L2 80 - 47.37 (2) TP45.77x38.04x0.313 16.433 1455.130 0.011 0.000 5273.933 0.000 L3 47.37 - 0 (3) TP56.25x43.664x0.375 20.910 2167.330 0.010 0.000 9984.417 0.000

Pole Interaction Design Data Section

No. Elevation

ft

Ratio Pu

Pn

Ratio Mux

Mnx

Ratio Muy

Mny

Ratio Vu

Vn

Ratio Tu

Tn

Comb. Stress Ratio

Allow. Stress Ratio

Criteria

L1 125 - 80 (1) 0.004 0.231 0.000 0.011 0.000 0.236 1.000 4.8.2

L2 80 - 47.37 (2) 0.006 0.285 0.000 0.011 0.000 0.291 1.000 4.8.2

L3 47.37 - 0 (3) 0.007 0.352 0.000 0.010 0.000 0.360 1.000 4.8.2

Section Capacity Table

Section No.

Elevation ft

Component Type

Size CriticalElement

P K

øPallow

K %

Capacity Pass Fail

L1 125 - 80 Pole TP38.04x27.37x0.25 1 -8.074 1942.380 23.6 Pass L2 80 - 47.37 Pole TP45.77x38.04x0.313 2 -16.342 2910.260 29.1 Pass L3 47.37 - 0 Pole TP56.25x43.664x0.375 3 -31.874 4334.660 36.0 Pass

Summary Pole (L3) 36.0 Pass RATING = 36.0 Pass

Program Version 7.0.5.1

APPENDIX B

BASE LEVEL DRAWING

APPENDIX C

ADDITIONAL CALCULATIONS

Reactions Bolt Threads:

Site Data Mu 349.81 ft-kips X-Excluded

BU#: Axial, Pu: 8.07 kips φVn=φ(0.55*Ab*Fu)

Site Name: Shear, Vu: 10.38 kips φ=0.75, φ*Vn (kips):

App #: Elevation: 80 feet 38.88

Pole Manufacturer: Other If No stiffeners, Criteria: TIA G <-Only Applcable to Unstiffened Cases

Flange Bolt Results RigidBolt Tension Capacity, φ*Tn,B1: 54.54 kips φ*Tn

Qty: 30 Adjusted φ*Tn (due to Vu=Vu/Qty), B: 54.54 kips φTn[(1-(Vu/φVn)^2]^0.5

Diameter (in.): 1 Bolt Fu: 120 Max Bolt directly applied Tu: 13.06 Kips

Bolt Material: A325 Bolt Fy: 92 Min. PL "tc" for B cap. w/o Pry: 1.095 in

N/A: 100 <-- Disregard Min PL "treq" for actual T w/ Pry: 0.407 in

N/A: 75 <-- Disregard Min PL "t1" for actual T w/o Pry: 0.536 in

Circle (in.): 42 T allowable w/o Prying: 54.54 kips α'<0 case

Prying Force, q: 0.00 kips

Total Bolt Tension=Tu+q: 13.06 kips

Diam: 45 in Non-Prying Bolt Stress Ratio, Tu/B: 23.9% Pass

Thick, t: 1.5 in

Grade (Fy): 60 ksi Exterior Flange Plate Results Flexural Check Rigid

Strength, Fu: 75 ksi Compression Side Plate Stress: 7.4 ksi TIA G

Single-Rod B-eff: 4.02 in Allowable Plate Stress: 54.0 ksi φ*Fy

Compression Plate Stress Ratio: 13.7% Pass Comp. Y.L. Length:

No Prying 17.80

Config: 0 * Tension Side Stress Ratio, (treq/t)^2: 7.4% Pass

Weld Type: Fillet 13.7%

Groove Depth: 0.25 <-- Disregard n/a

Groove Angle: 45 <-- Disregard Stiffener Results

Fillet H. Weld: 0.3125 in Horizontal Weld : n/a

Fillet V. Weld: 0.3125 in Vertical Weld: n/a

Width: 3 in Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a

Height: 18 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: n/a

Thick: 0.75 in Plate Comp. (AISC Bracket): n/a

Notch: 0.5 in Pole Results n/a

Grade: 36 ksi Pole Punching Shear Check: n/a

Weld str.: 70 ksi

Diam: 38.04 in

Thick: 0.25 in

Grade: 65 ksi

# of Sides: 18 "0" IF Round

Fu 80 ksi

Reinf. Fillet Weld 0 "0" if None

* 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt

** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes

Clear Space between

Stiffeners (b):4 in

803589

NY 13/366 CAC 803589, NY

Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G

396852 Rev.# 9

Pole Data

Bolt Data

Plate Data

Stiffener Data (Welding at Both Sides)

CCIplate v2.0 Analysis Date: 6/7/2018

TIA Rev GSite Data

BU#: 1755 ft-kips

Site Name: 32 kips

App #: 21 kips

Other Eta Factor, η 0.5 TIA G (Fig. 4-4)

If No stiffeners, Criteria: AISC LRFD <-Only Applcable to Unstiffened Cases

Qty: 16

Diam: 2.25 in

Rod Material: A615-J Anchor Rod Results Rigid

Strength (Fu): 100 ksi Max Rod (Cu+ Vu/ή): 85.6 Kips AISC LRFD

Yield (Fy): 75 ksi Allowable Axial, Φ*Fu*Anet: 260.0 Kips φ*Tn

Bolt Circle: 65 in Anchor Rod Stress Ratio: 32.9% Pass

Diam: 71 in Base Plate Results Flexural Check Rigid

Thick: 2.25 in Base Plate Stress: 15.9 ksi AISC LRFD

Grade: 60 ksi Allowable Plate Stress: 54.0 ksi φ*Fy

Single-Rod B-eff: 11.16 in Base Plate Stress Ratio: 29.4% Pass Y.L. Length:

32.57

n/a

Config: 0 * Stiffener Results

Weld Type: Fillet Horizontal Weld : n/a

Groove Depth: 0.25 <-- Disregard Vertical Weld: n/a

Groove Angle: 45 <-- Disregard Plate Flex+Shear, fb/Fb+(fv/Fv)^2: n/a

Fillet H. Weld: 0.3125 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: n/a

Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a

Width: 3 in n/a

Height: 18 in Pole Results

Thick: 0.75 in Pole Punching Shear Check: n/a

Notch: 0.5 in

Grade: 36 ksi

Weld str.: 70 ksi

Diam: 56.25 in

Thick: 0.375 in

Grade: 65 ksi

# of Sides: 18 "0" IF Round

Fu 80 ksi

Reinf. Fillet Weld 0 "0" if None

* 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt

** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes

Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)

Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material

Reactions

Mu:

Axial, Pu:

Shear, Vu:396852 Rev.# 9

Pole Data

Anchor Rod Data

Plate Data

NY 13/366 CAC 803589, NY

in

Pole Manufacturer:

Stiffener Data (Welding at both sides)

Clear Space

between 4

803589

CCIplate v2.0 Analysis Date: 6/7/2018

F

G

Tower Type:

32 kips Capacity Demand Rating Check

21 kips 619.65 0.00 0.0% Pass

50 320.20 21.00 6.6% Pass

25 9.00 1.72 19.1% Pass

1755 ft-kips 7363.43 1928.25 26.2% Pass

125 ft 7008.42 1860.00 26.5% Pass

20 ft 0.00 0.00 0.0% Pass

3 in 35802.00 82.63 0.2% Pass

14 in 4900.37 616.06 12.6% Pass

891.04 97.43 10.9% Pass

0.19 0.02 10.1% Pass

Square

7.5 ft Soil Rating: 26.2%

1 ft Structural Rating: 26.5%

11

26

4

7

Tie

3 in

7.0 ft

25.0 ft

3.0 ft

9

36

3 in

60000 psi

4000 psi

150 pcf

130 pcf

12.000 ksf <--Toggle between Gross and Net

0.000 ksf

32 degrees

ft

No

None ftGroundwater Depth, gw:

Rebar Grade, Fy:

Dry Concrete Density, δc:

Depth, D:

Pad Width, W:

Pad Thickness, T:

Pad Rebar Size, Sp:

Pad Rebar Quantity, mp:

Pad Clear Cover, ccpad:

Material Properties

Soil Properties

Cohesion, Cu:

Friction Angle, ϕ:

Ultimate Gross Bearing, Qult:

Neglected Depth, N:

Pier Diameter, dpier:

Ext. Above Grade, E:

Pier Rebar Size, Sc:

Total Soil Unit Weight, γ:

Uplift Shear, Vu_uplift:

Bolt Circle / Bearing Plate Width, BC:

Pier Rebar Quantity, mc:

Concrete Compressive Strength, F'c:

Pier Tie/Spiral Quantity, mt:Pier Reinforcement Type:

Pier Clear Cover, ccpier:

Pad Properties

Pier Tie/Spiral Size, St:

Pier Shape:

Tower Height, H:

Base Face Width, BW:

Block Foundation?:

Pad Shear - 2-way (ksi)

Pier Flexure (Tension) (kip*ft)

Overturning (kip*ft)

Pad Flexure (kip*ft)

Pad Shear - 1-way (kips)

Pier Compression (kip)BP Dist. Above Fdn, bpdist:

Pier and Pad Foundation

BU # :

Site Name:

Compression, Pcomp:

TIA-222 Revision:

App. Number:

Superstructure Analysis Reactions

G

Monopole

803589

NY 13/366 CAC 803589,NY

396852 Rev# 1

Foundation Bearing on Rock?

SPT Blow Count, Nblows:

Base Friction, μ:

Pier Flexure (Comp.) (kip*ft)

Lateral (Sliding) (kips)

Bearing Pressure (ksf)

Uplift (kips)

Foundation Analysis Checks

Uplift, Puplift:

Base Shear, Vu_comp:

Pier Properties

Moment, Mu:

Version 2.5.1

ASCE 7 Hazards ReportAddress:No Address at This Location

Standard: ASCE/SEI 7-10

Risk Category: II

Soil Class: D - Stiff Soil

Elevation: 1116.66 ft (NAVD 88)

Latitude:Longitude:

42.468925

-76.402933

Wind

Results:

Data Source:

Date Accessed:

Wind Speed: 115 Vmph

10-year MRI 76 Vmph

25-year MRI 84 Vmph

50-year MRI 90 Vmph

100-year MRI 96 Vmph

ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1–CC-4, incorporating errata of March 12, 2014

Thu Jun 07 2018

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions.

Page 1 of 3https://asce7hazardtool.online/ Thu Jun 07 2018

https://asce7hazardtool.online/