2012-00549MflflMMMflHMN
CITY OF MONTICELLO * 2 0 1 2- 0 0 5 4 9*
505 WALNUT STREET
DATE ISSUED: 09/27/2012
MONTICELLO, MN 55362-
763) 295-3060 FAX: (763) 295-4404
ADDRESS 406 7TH ST E
PIN 155029002070
LEGAL DESC LAURING HILLSIDE TERRACE
LOT 007 BLOCK 002
PERMIT TYPE BUILDING
PROPERTY TYPE COMMERCIAL
CONSTRUCTION TYPE ANTENNA
VALUATION $ 18,000.00
NOTE: GLOBAL SIGNAL ACQUISTIONS 1 I I LLC = INSTALL 2 NEW CABINETS ON EXISTING TOWER
APPLICANT
ALLIED PROPERTY MANAGEMENT
20125 COMMERCIAL BLVD. #1000
ROGERS, MN 55374-
OWNER
ALLIED PROPERTY MANAGEMENT
20125 COMMERCIAL BLVD. #1000
ROGERS, MN 55374-
AGREEMENT AND SWORN STATEMENT
I agree that the work will be conducted in conformance with
the ordinances of the City of Monticello and with the
Minnesota State Building Code. I understand that the work
will be in accordance with the plan that has been approved by
the Building Official. I agree that any damage caused to
public property including but not limited to curb sidewalk,
public utilities and signs will be repaired at my expense
Applicant
Date
Bldg Official Date
BUILDING PERMIT FEE 310.85
PLAN REVIEW 202.05
STATE SURCHARGE, BLDG VAL 9.00
TOTAL 521.90
PAID WITH CC # 3026
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
NIONTICELLO
DEVELOPMENT SERVICES
PERMIT# 7,—aCJ,-Ic
BUILDING INSPECTIONS r. m
505 WALNUT STREET, SUITE 1
MONTICELLO, MN 55362
City Ball (763).295-2711 Building.Inspections (763) 295-3060 Fax (763) 295-4404
BUILDING - PERMIT APPLXC ' TION
Please Print - INCOMPLETE APPLICATIONS NVILL NOT BE ACCEPTED.
SITE ADDRESS: 406 East 7th Str, Monticello, MN 55362
LEGAL: Lot 6, 7, & 8 Block 2 .Plat
ZONED
Property Owner Name: Global Siqnal Acquisitions III LLC Phone: 724-416-2096
Address: 11 Grandview Circle, Ste 220 City: Canonsburg State: PA Zip: 'J530_
Contractor Name: T.B.D. Phone:
State License t
Address: City: State: Zip:
Eng./Architect Name: Devin Vanmaele Phone: 913-438-7700
Address: City: State: Zip:
Plumber Name: n/a Phone:
Address: City: State.: Zip:
Mechanical.Name: n/a Phone:
Address: City: State: Zip:
Tvne of Work
New
Addition
Alteration
Repair
Move
Other
Tvne of Construction
Single Family
Duplex
Multi -Family
Commercial
Industrial
Residential Garage
Other Tower
Building Information
Use of building Telecommunication Tower
of stories
Floor area sq. ft.
Estimated value
of construction S 18,000.00
Is this a "Alaster Plan" per MN Rule
1300.0160 Subp.6? Yes V .No
Description of work: 4—le- s 641 7bL" e r _ .FOR ROOF & SIDING PERMITS,
2 new cabinets (1 MMI3S radio cabinet and one battery backupdabinet with rectifier) will be placed within the existing Sprint PLEASE PROVIDE # OF SQUARES leasearea. Also adding 3 antennas, 3 coaxes, and 6 RRU's. This alteration is for Sprint Network Vision equipment, it will replace-
Beei, K... cy-._._ 4milifemaln- the and will OF SHINGLES &!OR SIDING. be
removed, leaving only the updated Network Vision equipment I
hereby apply for a permit for construction as described and acknowledge that the information I have provided above is complete and accurate. i agree
that the work will be cond, ;Jc
t':
he City of Monticello and with the Laws of the State of Minnesota; and
that I understand that this ap , r t lu at •r r mot to start without a permit. i further understand that the work will
be in accordance with the pl -.-las been approved by the gui a t `iicial. I agree that any damage caused to public property including but
not limited to curb, sidewalk utilities and signs will be rep .-a my expense. St:
r 1 i ZUl1 ODSEE
BACKFORPLUMBINGCzLd_'
u Applicant
Signature/ i /, _ Date iIQalpr,
WJ/Sa>lraiu /J 7M AND
MECHANICAL INFO.
APPLICANT. • Please show fcrtures that are applicable.
Fire Suuvression : (if applicable) Plumbine. (if applicable) Mechanical: (if applicable)
No. Fixture Tvve No. Fixture Tvae No. Fixture Tune
Sprinkler Heads Water Closet (toilet) Furnace
Other/Special FS Device Bathtub Gas Meter
Lavatory (wash basin) Range Hood
Shower Gas Range
Kitchen Sink Water Heater
Dishwasher Air Conditioning
Laundry Tub 1tlech. Fireplace
Fire Alarm: (if applicable) Clothes Washer Bathroon(s) Rrhaust Fait
Rater Heater Air Exchanger
No. Fixture Tvpe
Urinal Dryer
Drinking Fountain Gas Opening silo Fixture
Floor Drain
of Devices Slop Sink
Other Hydrants
TOTAL TOTAL
S9 Per Fixture) 59 Per Fhture)
FEES:
Bldg. Permit
Plan Review
State Surcharge
Plmg. Permit
Fixtures
Surcharge
Mech. Permit
Fixtures
Surcharge
Sewer Access
Water Access
Water. Meter.
Meter Sales Tax
Sew & Water Permit
Trunk Water
Trunk Sanitary Sewer
Trunk Storm Sewer
Lift Station
TOTAL FEES:
FOR CITY USE QNLY:
Tree Ordinance Handout Yes No
Other Handouts Yes No
Bldg. Total
ADDITIONAL INFORMATION: f
Valuation: 1 '
3
006
Plmg. Total Construction Type:
Occupancy Group:
Division:
Square Footage:
Mech. Total # of Stories:
of Residential Units:
Maximum Occupancy:
Di -is
P)
R: M4-
A
Fire Sprinklers: U Yes CJ No
Off -Street Parking Covered:
Meter Total. Off -Street Parking Uncovered:
Building Official l 2/ /'
BPT: I /
mc 0
Midwest Area
Tel (724) 416-2096CR E
Crown Castle
Fax (724) 416-4096
2000 Corporate Drive
Fax
Canonsburg, PA 15317
September 10, 2012
City of Monticello
505 Walnut Street, Suite 1
Monticello, MN 55362
RE: Tower Site: SPRINT NV MS57XC757
Located at: 406 East 7th Street, Monticello, MN 55362
Site #: 878532 / MS57XC757
Dear Building Inspector:
Crown Castle would like to apply for a Building Permit and Electrical Permit for tower site located at: 406
East 7th Street, Monticello, MN 55362. As part of the application process, Crown wants to assure the
City of Elkhart that, to the best of its knowledge based upon our records, the Wireless Communication
Facility has not been modified in any material way since its initial construction and that it is structurally
sound. Further, to the best of Crown's knowledge, the Wireless Communication Facility and site
compound have been maintained in a good and safe condition. Crown will continue to maintain the site
as required by the terms of the Ground Lease Agreement, and all amendments thereto and in accordance
with industry standards.
The scope of work we are proposing is the following:
1-2 new cabinets will be placed within the existing Sprint lease are.
Adding 3 new antennas
6 RRU's
3 Lines of Coax
Existing CDMA equipment to remain for an "interim" period of 6-12 months. After that time, -
existing CDMA equipment will come down and proposed NV equip0ment (listed above) will
become the "final configuration".
Please call or email me with the fee amounts that will be required for these permits. I will then overnight a
check to you and will include a return package for you to return the permits in. I can be reached at 724-
416-2096 or heather.wilsonCED=wncastle.com. /ia"^`^
h,rn,, 0-, 9/a!o/1 -
Crown would like to thank you for your assistance with this matter and for your prompt attention in the
review. Crown looks forward to hearing from you soon.
Sincerely,
Heather B. Wilson
Property Specialist, Midwest Ar
SEPU.012
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 2
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
APPROVED FILE COPY
REVIEWED FOR CODE
COMPLIANCE
SUBJECT TO FIELD INSPECTION
Date:9 9 -2. signe dn
tnxTower Report - version 6.0.4.0
Date: July 18, 2012 V I CCATLE Branden
Woodard Crown Castle Crown
Castle 2000 Corporate Drive 2000
Corporate Drive Canonsburg, PA 15317 Canonsburg,
PA 15317 (724) 416-2000 Subject:
Structural Analysis Report Carrier
Designation: Sprint PCS Co -Locate —Interim Load Carrier
Site Number: MS57XC757 Carrier
Site Name: N/A Crown
Castle Designation. Crown Castle BU Number: 878532 Crown
Castle Site Name: F1/MONTICELLO/FULFILLMENT SYST Crown
Castle JDE Job Number: 175816 Crown
Castle Work Order Number: 511647 Crown
Castle Application Number: 149920 Rev. 0 Engineering
Firm Designation: Crown Castle Project Number: 511647 Site
Data: 406 EAST 7TH STREET, MONTICELLO, Wright County, MN Latitude
45° 97'53.22", Longitude-93047132.84" 159
Foot - Monopole Tower Dear
Branden Woodard, Crown
Castle is pleased to submit this "Structural Analysis Report" to determine the structural Integrity of the above
mentioned tower. This analysis has been performed In accordance with the Crown Castle Structural Statement
of Work' and the terms of Crown Castle Purchase Order Number 511647, in accordance with application
149920, revision 0. 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 forthe structure and foundation, under the following load case, to` -be" _ CLC5:
Existing + Proposed Equipment tSufficlent Capacity Note:
See Table-l-and,Table II"for- theproposed and existing loading, respectively. J The
analysis has been performed In accordance with the TIA/EIA-222-F standard and local code requirements based
upon a wind speed of 80 mph fastest mile. All
modifications and equipment proposed in this report shall be Installed in accordance with the attached drawings
for the determined available structural capacity to be effective. We
at Crown Castle 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: Calvin Straub, E.I.T. / M.B Respectfully
submitted by: \\ Q:
LICENSED PROFESSIONAL
i Reza
Jenabzadeh, P.E. = ENGINEER Engineer
II lo
A I
j''••q•••••'''•' o
tnxTower
Report - version 6.0.4.0ij lotit%%• gROP
ssIONALENGfNEER 1
hereby certlty that this plan, specification, or report was prepared
by me or under my direct supervision and that i am
a duty Licensed Professional Engineer under the law of the
State of Minnesota. Print
Name: Re lenabt}eh Signature:
Date:
7/— 1 U 6f License R aagay
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
1) INTRODUCTION
July 18, 2012
CC/ BU No 878532
Page 3
This tower is a 159 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in April of 2003. The
tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F.The tower has been modified per
reinforcement drawings prepared by GPD Associates, Inc, in April of 2008. Reinforcement consists of addition of
base plate stiffeners.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-F
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind
speed of 80 mph with no ice, 37.1 mph with 0.75 inch ice thickness and 50 mph under service loads.
Table 1 - Proposed Antenna and Cable Information
Center
Mounting Line
Number
Antenna
Number Feed
Level (ft) Elevation
of
Manufacturer
Antenna Model of Feed Line Note
ft)
Antennas Lines Size (in)
1 powerwave P65-16-XLPP-RR w/
technologies Mount Pipe
2 powerwave ( P90-15-XLPP-RR w/
technologies Mount Pipe
155.0 157.0 3 1-1/4 -
3 samsung
telecommunications
RRH-C2A w/EXT FILTER
3 samsung RRH-P4
telecommunications
Table 2 - Existing Antenna and Cable Information
Center
Number
Mounting Line
of
Antenna
Antenna ModelLevel (ft) Elevation
Antennas
Manufacturer
ft)
157.0 6 ems wireless IFV65-14-ONA2 w/ Mount
155.0 Pipe
155.0 1 tower mounts T-Arm Mount [TA 601-3]
142.0 9 I andrew
TMBX-6517-R2M w/
Mount Pipe
140.0
6 andrew ETT19V2S12UB
140.0
1 ( tower mounts 1PIatform Mount [LP 303-1]
123.0 6 I powerwave RA21.7770.00 w/ Mount
technologies Pipe
120.0
12 I andrew 641280-DF
120.0
1 tower mounts IPlatform Mount [LP 701-1]
Notes:
1) Existing Equipment
Number Feed
of Feed Line Note
Lines Size (in),
6 1-5/8 1
18 1-5/8 1
12 1-5/8 1
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Table 3 - Design Antenna and Cable Information
Center
Number
Mounting Line
of
Antenna
Level (ft) Elevation
Antennas
Manufacturer
ft)
160 160 12 dapa
140 140 12 dapa
120 120 12 dapa
100 100 12 dapa
80 80 12 dapa
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document
4-GEOTECHNICAL REPORTS
4-POST-MODIFICATION
INSPECTION
4-TOWER FOUNDATION
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER
DRAWINGS
4-TOWER REINFORCEMENT
DESIGN/DRAWINGS/DATA
Remarks
Terracon
GPD Associates, Inc.
July 18, 2012
CC/ BU No 878532
Page 4
Number Feed
Antenna Model of Feed Line
Lines Size (in)
48000 - -
48000 - -
48000 - -
48000 - -
48000 - -
Engineered Endeavors, Inc.
Engineered Endeavors, Inc.
GPD Associates, Inc.
Reference Source
1504987 CCISITES
2286749 CCISITES
1621567 CCISITES
1617475 CCISITES
2231372 CCISITES
3.1) Analysis Method
tnxTower (version 6.0.4.0), 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) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by TIA/EIA-222-F.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 5
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section Elevation (ft) Component
Size
Critical
P (K)
SF*P allow Pass / Fail
No. Type Element K) Capacity
L1 1159 - 133.42 Pole TP21.29x16x0.1875 1 3.20 632.62 46.0 Pass
L2
3 837 Pole TP30.21x20.260lx0.25 2 10.35 1199.42 101.5 Passe
L3
87.837-
Pole TP38.8x28.8256x0.3125 3 17.52 1927.60 103.8 Passe
43.2903
L4 143.2903 - 0 Pole TP47x37.0697x0.375 4 28.76 2885.04 94.3 Pass
Summary
Pole (1-3) 103.8 Passz
I Rating = 103.8 Pass
Table 6 - Tower Component Stresses vs. Capacity
Notes I Component I Elevation (ft) I Capacity I Pass / Fail
1 Anchor Rods 0 ( 93.3 Pass
1 Base Plate 0 97.0 Pass
1 Base Foundation 0 ( 77.8 Pass
Structure Rating (max from all components) = I 103.8%2
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
2) Capacities up to 105% are considered acceptable based on analysis methods used.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
APPENDIX A
TNXTOWER OUTPUT
July 18, 2012
CC/ BU No 878532
Page 6
tnxTower Report - version 6.0.4.0
n MCl p s
N O OJ O N N
R O
O N
C) m os ID
O N l7
m
Co
e m ori o
I ri
133.4 it
87.88 it
w
Nt` NQ
O
N
43.3it ,..
0.0 it
v m
y&
co
N Z N f$ .2 a 3
T C_177 1 I_LC L S ZLI[`iCr
I TYPE ELEVATION TYPE ELEVATION I
1(2)FV65.14-WNA2 w/Mount Pipe 155 2)E1T19V2S12U8 14011401(2) FV65.14.00NA2 w/ Mount Pipe 155 2) ETT19V2S12U8
1(2) FV65-14-00NA2 w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 1140
1 P90.15-XLPP-RR w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 1140
1 P65-16-XLPP-RR w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 140
1 P90-15-XLPP-RR w/ Mount Pipe 155 Platform Mount ILP 303-11 140 I
I RRH-C2A w/EXT FILTER 155 2) RA21.7770.00 w/ Mount Pipe 120 I
1 RRH-C2A w/EXT FILTER 1155 2) RA21.7770.00 w/ Mount Pipe 120 1
I RRH-C2A w/EXT FILTER 1 155 21 RA21.7770.00 w/ Mount Pipe 120 I
I RRH-P4 1155 4) 641280-DF 1120 1
1 RRH-P4 1155 4) 641280-DF 1120 1
RRH-P4 1155 4) 6412MDF 1120 1
T-Arm Mount ITA 6o1-31 1155 Platform Mount ILP 701-11 1120 1
18'x2" Antenna Mount Pipe 1155 2) Tx2- Antenna Mount Pipe 10 1
I B'x2' Antenna Mount Pipe 1 155 2) Tx2' Antenna Mount Pipe 10 1
18'x2' Antenna Mount Pipe 1 155 2) Tx2' Antenna Mount Pipe 10 1
1(2) ETT79V2Sl2UB 1140 4) Tx2' Antenna Mount Pipe 10 1
MATERIAL STRENGTH
I GRADE I Fy I Fu I GRADE I Fy I Fu I
I A572.65 65 ksi j 80 ksl
TOWER DESIGN NOTES
1. Tower is located in Wright County, Minnesota.
2. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard.
3. Tower is also designed for a 37 mph basic wind with 0.75 in ice. Ice is considered to
increase in thickness with height.
4. Deflections are based upon a 50 mph wind.
5. TOWER RATING: 103.8%
AXIAL
49 KK
SHEAR I \ MOMENT
7 K ` 762 kip-ft
TORQUE 0 kip-ft
37 mph WIND - 0.7500 in ICE
AXIAL
29 K
SHEA MOMENT
24 K ` 2580 kip-ft
TORQUE 1 kip-ft
REACTIONS - 80 mph WIND
Crown Castle 1o" BU# 878532
CRO N 2000 Corporate Drive Prpie<t: II CASE Canonsburg PA 15317 Client: Crown Castle Drawn by: CStraub Appd'
We Are solutions Phone: (724) 416-2000 fie' TIA/EIA-222-F I Data:07/18/12 scale: NTS
FAX: (724) 416-2254 Path' RASA Models -LettmWo k AreMGSJraub%E7e532X97e532. thug No. E-1
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Tower Input Data
July 18, 2012
CCI BU No 878532
Page 7
There is a pole section.
This tower is designed using the TIA/EIA-222-F standard.
The following design criteria apply:
2) Tower is located in Wright County, Minnesota.
3) Basic wind speed of 80 mph.
4) Nominal ice thickness of 0.7500 in.
5) Ice thickness is considered to increase with height.
6) Ice density of 56 pcf.
7) A wind speed of 37 mph is used in combination with ice.
8) Temperature drop of 50 OF.
9) Deflections calculated using a wind speed of 50 mph.
10) A non -linear (P-delta) analysis was used.
11) Pressures are calculated at each section.
12) Stress ratio used in pole design is 1.333.
13) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are
not considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
4 Use Code Stress Ratios
4 Use Code Safety Factors - Guys
4 Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC .6D+W Combination
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
4 Assume Rigid Index Plate
4 Use Clear Spans For Wind Area
Use Clear Spans For KL/r
Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
Consider Feedline Torque
Include Angle Block Shear Check
Poles
l Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L1 159.00-133.42 25.58 3.17 18 16.0000 21.2900 0.1875 0.7500 A572-65
65 ksi)
L2 133.42-87.84 48.75 4.33 18 20.2601 30.2100 0.2500 1.0000 A572-65
65 ksi)
L3 87.84-43.29 48.88 5.42 18 28.8256 38.8000 0.3125 1.2500 A572-65
65 ksi)
L4 43.29-0.00 48.71 18 37.0697 47.0000 0.3750 1.5000 A572-65
65 ksi)
Tapered Pole Properties
Section Tip Dia. Area I r C
in in2 in° in in
L1 16.2468 9.4104 297.2674 5.6134 8.1280
I/C J It/Q w w/t
in' W in2 in
36.5733 594.9259 4.7061 2.4860 13.259
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
July 18, 2012
CCI BU No 878532
Page 8
Section Tip Dia. Area I r C I/C J IVQ w w/t
in inZ in' in in 0 W inZ in
21.6184 12.5586 706.5573 7.4914 10.8153 65.3293 1414.0443 6.2805 3.4170 18.224
L2 21.2290 15.8780 803.2105 7.1036 10.2921 78.0414 1607.4779 7.9405 3.1258 12.503
30.6760 23.7733 2695.9374 10.6358 15.3467 175.6691 5395.4222 11.8889 4.8770 19.508
L3 30.1681 28.2814 2904.8668 10.1221 14.6434 198.3740 5813.5559 14.1434 4.5233 14.475
39.3986 38.1748 7144.1983 13.6631 19.7104 362.4583 14297.797 19.0910 6.2788 20.092
1
L4 38.7629 43.6758 7429.9282 13.0266 18.8314 394.5501 14869.632 21.8421 5.8643 15.638
8
47.7251 55.4954 15241.656 16.5519 23.8760 638.3673 30503.368 27.7530 7.6120 20.299
7 7
Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
per face) Ar Spacing Spacing
Diagonals Horizontals
ft to in in in
L1 159.00- 1 1 1
133.42
L2 133.42- 1 1 1
87.84
L3 87.84- 1 1 1
43.29
L4 43.29-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leq ft ft2/ft o/f
LDF7-50A(1-5/8") C No Inside Pole 155.00 - 0.00 6 No Ice 0.00 0.82
1/2" Ice 0.00 0.82
1" Ice 0.00 0.82
2" Ice 0.00 0.82
4" Ice 0.00 0.82
TYPE 5( 1 1/4") C No CaAa (Out Of 155.00 - 0.00 3 No Ice 0.00 1.10
Face) 1/2" Ice 0.00 2.18
1" Ice 0.00 3.86
2" Ice 0.00 9.07
4" Ice 0.00 26.81
AVA7-50(1-5/8) C No CaAa (Out Of 140.00 - 0.00 3 No Ice 0.20 0.70
Face) 1/2" Ice 0.30 2.23
1" Ice 0.40 4.38
2" Ice 0.60 10.50
4" Ice 1.00 30.07
AVA7-50(1-5/8) C No CaAa (Out Of 140.00 - 0.00 15 No Ice 0.00 0.70
Face) 1/2" Ice 0.00 2.23
1" Ice 0.00 4.38
2" Ice 0.00 10.50
4" Ice 0.00 30.07
LDF7-50A(1-5/8") C No Inside Pole 120.00 - 0.00 12 No Ice 0.00 0.82
1/2" Ice 0.00 0.82
1" Ice 0.00 0.82
2" Ice 0.00 0.82
4" Ice 0.00 0.82
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation /n Face Out Face
n ft ftz ft2 fe fe K
L1 159.00-133.42 A 0.000 0.000 0.000 0.000 0.00
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 9
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft, K
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 3.968 0.26
L2 133.42-87.84 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 27.487 1.27
L3 87.84-43.29 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 26.862 1.37
L4 43.29-0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 26.104 1.33
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n ft Lea in ft2 ft2 ft2 ft2 K
L1 159.00-133.42 A 0.896 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 7.506 0.80
L2 133.42-87.84 A 0.866 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 51.999 4.25
L3 87.84A3.29 A 0.814 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 50.013 4.16
L4 43.29-0.00 A 0.750 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 47.241 3.85
Feed Line Center of Pressure
Section Elevation CPX CPZ CPX CPZ
Ice Ice
ft in in in in
L1 159.00-133.42 0.2025 0.1169 0.3279 0.1893
L2 133.42-87.84 0.6105 0.3525 0.9229 0.5328
L3 87.84-43.29 0.6467 0.3734 1.0101 0.5832
L4 43.29-0.00 0.6696 0.3866 1.0534 0.6082
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft2 ft2 K
ft
ft
2) FV65-14-OONA2 w/ A From Leg 4.00 0.0000 155.00 No Ice 8.64 6.95 0.06
Mount Pipe 0.00 1/2" 9.29 8.13 0.12
2.00 Ice 9.91 9.02 0.20
1" Ice 11.18 10.84 0.38
2" Ice 13.83 14.85 0.89
4" Ice
2) FV65-14-OONA2 w/ B From Leg 4.00 0.0000 155.00 No Ice 8.64 6.95 0.06
Mount Pipe 0.00 1/2" 9.29 8.13 0.12
2.00 Ice 9.91 9.02 0.20
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Description Face Offset Offsets: Azimuth Placement CAAA
or Type Horz Adjustmen Front
Leg Lateral t
Vert
ft ft ft2
ft e
ft
1" Ice 11.18
2" Ice 13.83
2) FV65-14-OONA2 w/ C From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
P90-15-XLPP-RR w/ A From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
P65-16-XLPP-RR w/ B From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
P90-15-XLPP-RR w/ C From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
RRH-C2A WEXT FILTER A From Leg 4.00 0.0000
0.00
2.00
RRH-C2A WEXT FILTER B From Leg 4.00 0.0000
0.00
2.00
RRH-C2A WEXT FILTER C From Leg 4.00 0.0000
0.00
2.00
RRH-P4 A From Leg 4.00 0.0000
0.00
2.00
RRH-P4 B From Leg 4.00 0.0000
0.00
2.00
RRH-P4 C From Leg 4.00 0.0000
0.00
2.00
T-Arm Mount [TA 601-3] C None 0.0000
tnxTower Report - version 6.0.4.0
4" Ice
155.00 No Ice 8.64
1/2" 9.29
Ice 9.91
1" Ice 11.18
2" Ice 13.83
4" Ice
155.00 No Ice 8.64
1/2" 9.29
Ice 9.91
1" Ice 11.18
2" Ice 13.83
4" Ice
155.00 No Ice 8.64
1/2" 9.29
Ice 9.91
1" Ice 11.18
2" Ice 13.83
4" Ice
155.00 No Ice 8.64
1/2" 9.29
Ice 9.91
1" Ice 11.18
2" Ice 13.83
4" Ice
155.00 No Ice 3.63
1/2" 3.89
Ice 4.16
1" Ice 4.72
2" Ice 5.95
4" Ice
155.00 No Ice 3.63
1/2" 3.89
Ice 4.16
1" Ice 4.72
2" Ice 5.95
4" Ice
155.00 No Ice 3.63
1/2" 3.89
Ice 4.16
1" Ice 4.72
2" Ice 5.95
4" Ice
155.00 No Ice 3.19
1/2" 3.44
Ice 3.70
1" Ice 4.24
2" Ice 5.42
4" Ice
155.00 No Ice 3.19
1/2" 3.44
Ice 3.70
1" Ice 4.24
2" Ice 5.42
4" Ice
155.00 No Ice 3.19
1/2" 3.44
Ice 3.70
1" Ice 4.24
2" Ice 5.42
4" Ice
155.00 No Ice 10.90
1/2" 14.65
July 18, 2012
CCI BU No 878532
Page 10
CAAA Weight
Side
fe K
10.84 0.38
14.85 0.89
6.95 0.06
8.13 0.12
9.02 0.20
10.84 0.38
14.85 0.89
6.36 0.07
7.54 0.13
8.43 0.21
10.24 0.38
14.10 0.88
6.36 0.07
7.54 0.14
8.43 0.21
10.24 0.39
14.10 0.88
6.36 0.07
7.54 0.13
8.43 0.21
10.24 0.38
14.10 0.88
1.55 0.06
1.75 0.08
1.96 0.10
2.41 0.16
3.40 0.33
1.55 0.06
1.75 0.08
1.96 0.10
2.41 0.16
3.40 0.33
1.55 0.06
1.75 0.08
1.96 0.10
2.41 0.16
3.40 0.33
2.07 0.06
2.29 0.08
2.52 0.11
2.99 0.17
4.05 0.35
2.07 0.06
2.29 0.08
2.52 0.11
2.99 0.17
4.05 0.35
2.07 0.06
2.29 0.08
2.52 0.11
2.99 0.17
4.05 0.35
10.90 0.73
14.65 0.93
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Description Face Offset Offsets: Azimuth Placement CAAA CAAA
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft fe ft,
ft
ft
Ice 18.40 18.40
1" Ice 25.90 25.90
2" Ice 40.90 40.90
4" Ice
8'x2" Antenna Mount Pipe A From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90
0.00 1/2" 2.73 2.73
0.00 Ice 3.40 3.40
1" Ice 4.40 4.40
2" Ice 6.50 6.50
4" Ice
8'x2" Antenna Mount Pipe B From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90
0.00 1/2" 2.73 2.73
0.00 Ice 3.40 3.40
1" Ice 4.40 4.40
2" Ice 6.50 6.50
4" Ice
8'x2" Antenna Mount Pipe C From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90
0.00 1/2" 2.73 2.73
0.00 Ice 3.40 3.40
1" Ice 4.40 4.40
2" Ice 6.50 6.50
4" Ice
2) ETT19V2S12UB A From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32
0.00 1/2" 0.78 0.41
0.00 Ice 0.90 0.50
1" Ice 1.17 0.72
2" Ice 1.81 1.27
4" Ice
2) ETT19V2S12UB B From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32
0.00 1/2" 0.78 0.41
0.00 Ice 0.90 0.50
1" Ice 1.17 0.72
2" Ice 1.81 1.27
4" Ice
2) ETT19V2S12UB C From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32
0.00 1/2" 0.78 0.41
0.00 Ice 0.90 0.50
1" Ice 1.17 0.72
2" Ice 1.81 1.27
4" Ice
3) TMBX-6517-R2M w/ A From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68
Mount Pipe 0.00 1/2" 6.88 7.00
2.00 Ice 7.48 8.15
1" Ice 8.67 10.16
2" Ice 11.14 14.39
4" Ice
3) TMBX-6517-R2M w/ B From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68
Mount Pipe 0.00 1/2" 6.88 7.00
2.00 Ice 7.48 8.15
1" Ice 8.67 10.16
2" Ice 11.14 14.39
4" Ice
3) TMBX-6517-R2M w/ C From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68
Mount Pipe 0.00 1/2" 6.88 7.00
2.00 Ice 7.48 8.15
1" Ice 8.67 10.16
2" Ice 11.14 14.39
4" Ice
Platform Mount [LP 303-1] C None 0.0000 140.00 No Ice 14.66 14.66
1/2" 18.87 18.87
Ice 23.08 23.08
1" Ice 31.50 31.50
2" Ice 48.34 48.34
4" Ice
July 18, 2012
CCI BU No 878532
Page 11
Weight
K
1.13
1.52
2.32
0.03
0.04
0.06
0.12
0.30
0.03
0.04
0.06
0.12
0.30
0.03
0.04
0.06
0.12
0.30
0.01
0.02
0.02
0.04
0.10
0.01
0.02
0.02
0.04
0.10
0.01
0.02
0.02
0.04
0.10
0.04
0.09
0.15
0.30
0.75
0.04
0.09
0.15
0.30
0.75
0.04
0.09
0.15
0.30
0.75
1.25
1.48
1.71
2.18
3.10
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft It ft, fe K
ft
ft
2) RA21.7770.00 w/ A From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
2) RA21.7770.00 w/ B From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
2) RA21.7770.00 w/ C From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
4) 641280-DF A From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
2" Ice 0.90 1.06 0.09
4" Ice
4) 641280-DF B From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
2" Ice 0.90 1.06 0.09
4" Ice
4) 641280-DF C From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
2" Ice 0.90 1.06 0.09
4" Ice
Platform Mount [LP 701-1] C None 0.0000 120.00 No Ice 59.15 59.15 2.75
1/2" 71.12 71.12 3.42
Ice 83.09 83.09 4.10
1" Ice 107.03 107.03 5.45
2" Ice 154.91 154.91 8.15
4" Ice
2) 7'x2" Antenna Mount A From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
2) 7'x2" Antenna Mount B From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
2) 7'x2" Antenna Mount C From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
4) 7'x2" Antenna Mount C From Face 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Description Face Offset Offsets: Azimuth Placement
or Type Horz Adjustmen
Leg Lateral t
Vert
ft ft
ft °
ft
Comb.
No.
1 Dead Only
2 Dead+Wind 0 deg - No Ice
3 Dead+Wind 30 deg - No Ice
4 Dead+Wind 60 deg - No Ice
5 Dead+Wind 90 deg - No Ice
6 Dead+Wind 120 deg - No Ice
7 Dead+Wind 150 deg - No Ice
8 Dead+Wind 180 deg - No Ice
9 Dead+Wind 210 deg - No Ice
10 Dead+Wind 240 deg - No Ice
11 Dead+Wind 270 deg - No Ice
12 Dead+Wind 300 deg - No Ice
13 Dead+Wind 330 deg - No Ice
14 Dead+Ice+Temp
15 Dead+Wind 0 deg+Ice+Temp
16 Dead+Wind 30 deg+Ice+Temp
17 Dead+Wind 60 deg+Ice+Temp
18 Dead+Wind 90 deg+Ice+Temp
19 Dead+Wind 120 deg+Ice+Temp
20 Dead+Wind 150 deg+Ice+Temp
21 Dead+Wind 180 deg+lce+Temp
22 Dead+Wind 210 deg+Ice+Temp
23 Dead+Wind 240 deg+Ice+Temp
24 Dead+Wind 270 deg+Ice+Temp
25 Dead+Wind 300 deg+Ice+Temp
26 Dead+Wind 330 deg+Ice+Temp
27 Dead+Wind 0 deg - Service
28 Dead+Wind 30 deg - Service
29 Dead+Wind 60 deg - Service
30 Dead+Wind 90 deg - Service
31 Dead+Wind 120 deg - Service
32 Dead+Wind 150 deg - Service
33 Dead+Wind 180 deg - Service
34 Dead+Wind 210 deg - Service
35 Dead+Wind 240 deg - Service
36 Dead+Wind 270 deg - Service
37 Dead+Wind 300 deg - Service
38 Dead+Wind 330 deg - Service
Sectio Elevation Component
n ft Type
No.
L1 159 - 133.42 Pole
Load Combinations
Description
July 18, 2012
CCI BU No 878532
Page 13
CAAA CAAA Weight
Front Side
fe ft, K
2" Ice 5.58 5.58 0.27
4" Ice
Maximum Member Forces
Condition Gov. Force
Load
Comb. K
Max Tension 36 0.00
Max. Compression 14 8.61
Max. Mx 11 3.20
Max. My 8 3.20
Major Axis Minor Axis
Moment Moment
kip-ft kip-ft
0.00 0.00
0.50 0.32
120.63 0.06
0.11 120.59
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Sectio Elevation
n It
No.
L2 133.42 -
87.837
L3 87.837 -
43.2903
L4 43.2903 - 0
Component
Type
Pole
Pole
Pole
Condition
Max. Vy
Max. Vx
Max. Torque
Max Tension
Max. Compression
Max. Mx
Max. My
Max. Vy
Max. Vx
Max. Torque
Max Tension
Max. Compression
Max. Mx
Max. My
Max. Vy
Max. Vx
Max. Torque
Max Tension
Max. Compression
Max. Mx
Max. My
Max. Vy
Max. Vx
Max. Torque
July 18, 2012
CCI BU No 878532
Page 14
Gov. Force Major Axis Minor Axis
Load Moment Moment
Comb. K kin-ft kip-ft
11 9.02 120.63 0.06
8 9.02 0.11 120.59
13 0.02
1 0.00 0.00 0.00
14 21.98 4.13 2.42
11 10.35 720.38 0.44
8 10.35 0.77 720.06
11 16.75 720.38 0.44
8 16.75 0.77 720.06
13 0.21
1 0.00 0.00 0.00
14 32.88 8.72 5.07
11 17.52 1522.51 0.95
8 17.52 1.64 1521.82
11 20.05 1522.51 0.95
8 20.05 1.64 1521.82
13 0.42
1 0.00 0.00 0.00
14 48.76 14.37 8.70
11 29.06 2579.51 1.87
8 29.06 2.83 2578.56
11 23.71 2579.51 1.87
8 23.71 2.83 2578.56
6 0.90
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 24 48.76 6.52 0.00
Max. H. 11 29.09 23.68 0.00
Max. Hz 2 29.09 0.00 23.68
Max. Mx 2 2574.84 0.00 23.68
Max. M. 5 2573.88 23.68 0.00
Max. Torsion 12 0.90 20.51 11.84
Min. Vert 1 29.09 0.00 0.00
Min. H. 5 29.09 23.68 0.00
Min. Hz 8 29.09 0.00 23.68
Min. Mx 8 2578.56 0.00 23.68,
Min. M. 11 2579.51 23.68 0.00
Min. Torsion 6 0.90 20.51 11.84
Tower Mast Reaction Summary
Load Vertical Shear, Shearz Overturning Overturning Torque
Combination Moment, M. Moment, M.
K K K kip-ft kip-ft kip-ft
Dead Only 29.09 0.00 0.00 1.84 2.78 0.00
Dead+Wind 0 deg - No Ice 29.09 0.00 23.68-2574.84 2.83 0.59
Dead+Wind 30 deg - No Ice 29.09 11.84 20.51-2229.63 1285.53 0.16
Dead+Wind 60 deg - No Ice 29.09 20.51 11.84-1286.49 2228.67 0.31
Dead+Wind 90 deg - No Ice 29.09 23.68 0.00 1.87 2573.88 0.70
Dead+Wind 120 deg - No Ice 29.09 20.51 11.84 1290.22 2228.66 0.90
Dead+Wind 150 deg - No Ice 29.09 11.84 20.51 2233.35 1285.52 0.86
Dead+Wind 180 deg - No Ice 29.09 0.00 23.68 2578.56 2.83 0.59
Dead+Wind 210 deg - No Ice 29.09 11.84 20.51 2233.34 1291.17 0.16
Dead+Wind 240 deg - No Ice 29.09 20.51 11.84 1290.21 2234.30 0.31
Dead+Wind 270 deg - No Ice 29.09 23.68 0.00 1.87 2579.51 0.70
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
July 18, 2012
CCI BU No 878532
Page 15
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, Mx Moment, M.
K K K kio-ft kin-ft kio-ft
Dead+Wind 300 deg - No Ice 29.09 20.51 11.84 1286.48 2234.31 0.90
Dead+Wind 330 deg - No Ice 29.09 11.84 20.51 2229.62 1291.18 0.86
Dead+Ice+Temp 48.76 0.00 0.00 8.70 14.37 0.00
Dead+Wind 0 48.76 0.00 6.52 736.66 14.40 0.25
deg+Ice+Temp
Dead+Wind 30 48.76 3.26 5.64 636.81 358.30 0.08
deg+Ice+Temp
Dead+Wind 60 48.76 5.64 3.26 363.98 631.13 0.10
deg+Ice+Temp
Dead+Wind 90 48.76 6.52 0.00 8.72 730.98 0.26
deg+Ice+Temp
Dead+Wind 120 48.76 5.64 3.26 381.41 631.13 0.35
deg+Ice+Temp
Dead+Wind 150 48.76 3.26 5.64 654.24 358.29 0.35
deg+Ice+Temp
Dead+Wind 180 48.76 0.00 6.52 754.09 14.40 0.25
deg+Ice+Temp
Dead+Wind 210 48.76 3.26 5.64 654.23 387.09 0.08
deg+Ice+Temp
Dead+Wind 240 48.76 5.64 3.26 381.41 659.92 0.10
deg+Ice+Temp
Dead+Wind 270 48.76 6.52 0.00 8.72 759.77 0.26
deg+Ice+Temp
Dead+Wind 300 48.76 5.64 3.26 363.97 659.92 0.35
deg+Ice+Temp
Dead+Wind 330 48.76 3.26 5.64 636.80 387.09 0.35
deg+Ice+Temp
Dead+Wind 0 deg - Service 29.09 0.00 9.25 1007.36 2.84 0.23
Dead+Wind 30 deg - Service 29.09 4.63 8.01 872.15 501.78 0.06
Dead+Wind 60 deg - Service 29.09 8.01 4.63 502.75 871.19 0.12
Dead+Wind 90 deg - Service 29.09 9.25 0.00 1.88 1006.39 0.27
Dead+Wind 120 deg - 29.09 8.01 4.63 506.50 871.19 0.35
Service
Dead+Wind 150 deg - 29.09 4.63 8.01 875.90 501.78 0.34
Service
Dead+Wind 180 deg - 29.09 0.00 9.25 1011.10 2.84 0.23
Service
Dead+Wind 210 deg - 29.09 4.63 8.01 875.90 507.46 0.06
Service
Dead+Wind 240 deg - 29.09 8.01 4.63 506.49 876.87 0.12
Service
Dead+Wind 270 deg - 29.09 9.25 0.00 1.88 1012.07 0.27
Service
Dead+Wind 300 deg - 29.09 8.01 4.63 502.74 876.87 0.35
Service
Dead+Wind 330 deg - 29.09 4.63 8.01 872.15 507.46 0.34
Service
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
1 0.00 29.09 0.00 0.00 29.09 0.00 0.000%
2 0.00 29.09 23.68 0.00 29.09 23.68 0.000%
3 11.84 29.09 20.51 11.84 29.09 20.51 0.000%
4 20.51 29.09 11.84 20.51 29.09 11.84 0.000%
5 23.68 29.09 0.00 23.68 29.09 0.00 0.000%
6 20.51 29.09 11.84 20.51 29.09 11.84 0.000%
7 11.84 29.09 20.51 11.84 29.09 20.51 0.000%
8 0.00 29.09 23.68 0.00 29.09 23.68 0.000%
9 -11.84 29.09 20.51 11.84 29.09 20.51 0.000%
10 -20.51 29.09 11.84 20.51 29.09 11.84 0.000%
11 -23.68 29.09 0.00 23.68 29.09 0.00 0.000%
12 -20.51 29.09 11.84 20.51 29.09 11.84 0.000%
13 -11.84 29.09 20.51 11.84 29.09 20.51 0.000%
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 16
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
14 0.00 48.76 0.00 0.00 48.76 0.00 0.000%
15 0.00 48.76 6.52 0.00 48.76 6.52 0.000%
16 3.26 48.76 5.64 3.26 48.76 5.64 0.000%
17 5.64 48.76 3.26 5.64 48.76 3.26 0.000%
18 6.52 48.76 0.00 6.52 48.76 0.00 0.000%
19 5.64 48.76 3.26 5.64 48.76 3.26 0.000%
20 3.26 48.76 5.64 3.26 48.76 5.64 0.000%
21 0.00 48.76 6.52 0.00 48.76 6.52 0.000%
22 3.26 48.76 5.64 3.26 48.76 5.64 0.000%
23 5.64 48.76 3.26 5.64 48.76 3.26 0.000%
24 6.52 48.76 0.00 6.52 48.76 0.00 0.000%
25 5.64 48.76 3.26 5.64 48.76 3.26 0.000%
26 3.26 48.76 5.64 3.26 48.76 5.64 0.000%
27 0.00 29.09 9.25 0.00 29.09 9.25 0.000%
28 4.63 29.09 8.01 4.63 29.09 8.01 0.000%
29 8.01 29.09 4.63 8.01 29.09 4.63 0.000%
30 9.25 29.09 0.00 9.25 29.09 0.00 0.000%
31 8.01 29.09 4.63 8.01 29.09 4.63 0.000%
32 4.63 29.09 8.01 4.63 29.09 8.01 0.000%
33 0.00 29.09 9.25 0.00 29.09 9.25 0.000%
34 4.63 29.09 8.01 4.63 29.09 8.01 0.000%
35 8.01 29.09 4.63 8.01 29.09 4.63 0.000%
36 9.25 29.09 0.00 9.25 29.09 0.00 0.000%
37 8.01 29.09 4.63 8.01 29.09 4.63 0.000%
38 4.63 29.09 8.01 4.63 29.09 8.01 0.000%
Non -Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cvcles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00003486
3 Yes 6 0.00000001 0.00017036
4 Yes 6 0.00000001 0.00017085
5 Yes 5 0.00000001 0.00002102
6 Yes 6 0.00000001 0.00017189
7 Yes 6 0.00000001 0.00017003
8 Yes 5 0.00000001 0.00003488
9 Yes 6 0.00000001 0.00017182
10 Yes 6 0.00000001 0.00017132
11 Yes 5 0.00000001 0.00002104
12 Yes 6 0.00000001 0.00017029
13 Yes 6 0.00000001 0.00017215
14 Yes 4 0.00000001 0.00009751
15 Yes 5 0.00000001 0.00049067
16 Yes 6 0.00000001 0.00012849
17 Yes 6 0.00000001 0.00012947
18 Yes 5 0.00000001 0.00048395
19 Yes 6 0.00000001 0.00013594
20 Yes 6 0.00000001 0.00013226
21 Yes 5 0.00000001 0.00050163
22 Yes 6 0.00000001 0.00014393
23 Yes 6 0.00000001 0.00014292
24 Yes 5 0.00000001 0.00050255
25 Yes 6 0.00000001 0.00013604
26 Yes 6 0.00000001 0.00013974
27 Yes 4 0.00000001 0.00038918
28 Yes 5 0.00000001 0.00049521
29 Yes 5 0.00000001 0.00049748
30 Yes 4 0.00000001 0.00036361
31 Yes 5 0.00000001 0.00050470
32 Yes 5 0.00000001 0.00049622
33 Yes 4 0.00000001 0.00039134
34 Yes 5 0.00000001 0.00050875
35 Yes 5 0.00000001 0.00050647
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
36 Yes 4 0.00000001 0.00036726
37 Yes 5 0.00000001 0.00049923
38 Yes 5 0.00000001 0.00050772
Maximum Tower Deflections - Service Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 60.630 35 3.4875 0.0012
L2 136.587 - 87.837 44.611 35 3.2608 0.0012
L3 92.1703 - 19.053 35 2.0939 0.0008
43.2903
L4 48.707 - 0 4.992 35 0.9602 0.0003
July 18, 2012
CC/ BU No 878532
Page 17
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in oIt
155.00 2) FV65-14-OONA2 w/ Mount 35 57.710 3.4583 0.0012 12799
Pipe
140.00 2) ETr19V2S12UB 35 46.966 3.3109 0.0012 3370
120.00 2) RA21.7770.00 w/ Mount Pipe 35 33.893 2.9055 0.0010 2444
0.00 2) 7'x2" Antenna Mount Pipe 0 0.000 0.0000 0.0000 20320
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 153.849 11 8.8563 0.0031
L2 136.587 - 87.837 113.285 11 8.2833 0.0029
L3 92.1703 - 48.461 11 5.3259 0.0019
43.2903
L4 48.707 - 0 12.711 10 2.4448 0.0009
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in It
155.00 2) FV65-14-OONA2 w/ Mount 11 146.456 8.7826 0.0031 5258
Pipe
140.00 2) ETf19V2S12UB 11 119.251 8.4100 0.0030 1381
120.00 2) RA21.7770.00 w/ Mount Pipe 11 86.119 7.3835 0.0026 991
0.00 2) 7'x2" Antenna Mount Pipe 0 0.000 0.0000 0.0000 7989
Compression Checks
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Pole Design Data
July 18, 2012
CCI BU No 878532
Page 18
Section Elevation Size L L Kl/r Fe A Actual Allow. Ratio
No. P Pe P
ft ft ft ksi inz K K p,,
L1 159 - 133.42 TP21.29x16x0.1875 25.58 0.00 0.0 39.000 12.1689 3.20 474.58 0.007
1)
L2 133.42- TP30.21x20.26014.25 48.75 0.00 0.0 39.000 23.0715 10.35 899.79 0.011
87.837(2)
H1-3+VT (1.35 CR) - 2
L3 87.837 - TP38.8x28.8256x0.3125 48.88 0.00 0.0 39.000 37.0784 17.52 1446.06 0.012
43.2903(3)
H1-3+VT (1.38 CR) - 3
L4 43.2903 - 0 (4) TP47x37.0697x0.375 48.71 0.00 0.0 39.000 55.4954 28.76 2164.32 0.013
Pole Bending Design Data
Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. Mx fax Fax fbx My fby Fby fby
ft kip-ft ksi ksi Fbx kip-ft ksi ksi Fbv
L1 159 - 133.42 TP21.29x16x0.1875 120.65 23.611 39.000 0.605 0.00 0.000 39.000 0.000
1)
L2 133.42- TP30.21x20.26010.25 720.50 52.270 39.000 1.340 0.00 0.000 39.000 0.000
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 1522.7 53.453 39.000 1.371 0.00 0.000 39.000 0.000
43.2903(3) 6
L4 43.2903 - 0 TP47x37.0697x0.375 2579.9 48.498 39.000 1.244 0.00 0.000 39.000 0.000
4) 5
Pole Shear Design Data
Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. V fV Fv f T fW F,t f,,
ft K ksi ksi F, kip-ft ksi ksi Fir
L1 159 - 133.42 TP21.29x16x0.1875 9.02 0.742 26.000 0.057 0.00 0.000 26.000 0.000
1)
L2 133.42- TP30.21x20.26014.25 16.75 0.726 26.000 0.056 0.00 0.000 26.000 0.000
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 20.05 0.541 26.000 0.042 0.00 0.000 26.000 0.000
43.2903(3)
L4 43.2903 - 0 TP47x37.06974.375 23.25 0.419 26.000 0.032 0.00 0.000 26.000 0.000
4)
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. P fbx fby f fVt Stress Stress
It Pe Fbx Fbr F Fw Ratio Ratio
L1 159 - 133.42 0.007 0.605 0.000 0.057 0.000 0.613 1.333
1) V
H1-3+VT
L2 133.42- 0.011 1.340 0.000 0.056 0.000 1.353 X 1.333 H1-3+VT
87.837(2)
L3 87.837 - 0.012 1.371 0.000 0.042 0.000 1.383 1.333 H1-3+VT
43.2903(3)
L4 43.2903 - 0 0.013 1.244 0.000 0.032 0.000 1.257 1.333
4) 6
H1-3+VT
tnxTower Report - version 6.0.4.0
1
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Section Elevation Ratio Ratio Ratio Ratio
No. P & fby f
It P Fb. Fh F
Ratio Comb. Allow.
fW Stress Stress
Fw Ratio Ratio
July 18, 2012
CC/ BU No 878532
Page 19
Criteria
Section Capacity Table
Section Elevation Component Size Critical P SF'P ill Pass
No. ft Type Element K K Capacity Fail
L1 159 - 133.42 Pole TP21.29x16x0.1875 1 -3.20 632.62 46.0 Pass
L2 133.42 - 87.837 Pole T1330.21x20.26010.25 2 -10.35 1199.42 101.5 Fail
L3 87.837 - Pole TP38.8x28.8256x0.3125 3 -17.52 1927.60 103.8 Fail
43.2903 '
L4 43.2903 - 0 Pole TP47x37.0697x0.375 4 -28.76 2885.04 94.3 Pass
Summary
Pole (1-3) 103.8 Fail
RATING = 103.8 Fail X
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
APPENDIX B
BASE LEVEL DRAWING
July 18, 2012
CC/ BU No 878532
Page 20
tnxTower Report - version 6.0.4.0
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s
e
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
APPENDIX C
ADDITIONAL CALCULATIONS
July 18, 2012
CCI BU No 878532
Page 21
tnxTower Report - version 6.0.4.0
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site Data Maximum Shaft Superimposed Forces
BU#: 878532 TIA Revision:1 F
Site Name: F1/MONTICELLO/FULFILLMENT Max. Service Shaft M: 2787.788 ft-kips (* Note)
App #: 149920 Rev. 0 Max. Service Shaft P: 29 kips
Max Axial Force Type:1 Comp.
Note: Max Shaft Superimposed Moment does not necessarily
Enter Load Factors Below: equal to the shaft top reaction moment
For M (WL) 1.3 <---- Enter Factor
For P (DL) 1 1.3 ' <- Enter Factor
Pier Properties
Concrete:
Pier Diameter =1 6.5 Ift
Concrete Area = 4778.4 in
Reinforcement.
Clear Cover to Tie=l 3.00 In
Horiz. Tie Bar Size=j
Vert. Cage Diameter = 5.78 ft
Vert. Cage Diameter = 69.34 in
Vertical Bar Size =I 11
Bar Diameter = 1.41 in
Bar Area = 1.56 in
Number of Bars =I 20
As Total= 31.2 in'
A s/ Aconc, Rho: 0.0065 0.65%
ACI 10.5 , ACI 21.10.4, and IBC 1810.
Min As for Flexural. Tension Controlled. Shafts:
3)*(S q rt(f c)/Fy: 0.0032
200 / Fy: 0.0033
Minimum Rho Check:
Actual Req'd Min. Rho:I 0.33% JFIexural
Provided Rho:I 0.65% JOK
Ref. Shaft Max Axial Capacities. d) Max(Pn or Tn):
Max Pu = (T=0.65) Pn.
Pn per ACI 318 (10-2) 9366.42 1 kips
at Mu=((=0.65)Mn= 5297.94 Ift-kips
MaxTu,((p=0.9)Tn=l 1684.8 Ikips
at Mu=(=(0.90)Mn= 0.00 Ift-kips
Load Factor Shaft Factored Loads
1.30 Mu: 3624.124Ift-kips 1.
30 Pu: 37.7 kips Material
Properties Concrete
Comp. strength, fc = 4000 psi Reinforcement
yield strength, Fy = 60 ksi Reinforcing
Modulus of Elasticity, E = 29000 ksi Reinforcement
yield strain = 0.00207 Limiting
compressive strain = 0.003 ACI
318 Code Select
Analysis ACI Code= 1 2002 Seismic
Properties Seismic
Design Category =I B I Seismic
Risk = Low Solve
I<-- Press Upon Completing All Input Run)
II Results:
Governing
Orientation Case: 2 Mu
Mu I
Case
1 Case 2 Dist.
From Edge to Neutral Axis: 11.64 in Extreme
Steel Strain, et: 0.0159 ct >
0.0050, Tension Controlled Reduction
Factor,cp: 0.900 Output
Note: Negative Pu=Tension For
Axial Compression, cp Pn = Pu: 37.70 kips Drilled
Shaft Moment Capacity, cpMn: 4660.48 ft-kips Drilled
Shaft Superimposed Mu: 3624.12 ft-kips Mu/
cpMn, Drilled Shaft Flexure CSR: 77.8% Drilled -
Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 7/18/2012
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
I TIA Rev F1
Site Data Reactions
BU#:878532 Moment:1 2580 ft-kips
Site Name: F1/MONTICELLO/FULFILL Axial:1 29 kips
App #: 149920 Rev. 0 Shear l 24 kips
Pole Manufacturer: I Other
Anchor Rod Data If No stiffeners, Criteria: I AISC ASD I -only Applcable to Unstiffened Cases
Qty: 1 12
Diam:1 2.25 in
Rod Material:1 A615-J Anchor Rod Results Stiffened
Strength (Fu):J 100 ksi Maximum Rod Tension: 181.9 Kips Service, ASD
Yield (Fy): 75 ksi Allowable Tension: 195.0 Kips Fty*ASIF
Bolt Circle: 56 in Anchor Rod Stress Ratio: 93.3% Pass
Plate Data
Diam:1 62 in Base Plate Results Flexural Check Stiffened
Thick: 1 1.75 in Base Plate Stress: 58.2 ksi Service, ASD
Grader 60 ksi Allowable Plate Stress: 60.0 ksi 0.75*Fy*ASIF
Single -Rod B-eff:1 12.43 in Base Plate Stress Ratio: 97.0% Pass Y.L. Length:
N/A, Roark
Stiffener Data (Welding at both sides)
Config: 1 3
Weld Type: I Both
Groove Depth:! 0.5 in **
Groove Angler 45 degrees
Fillet H. Weld: 1 0.1875 in
Fillet V. Weld: 0.3125 in
Width: 6 in
Height: 18 in
Thick: 1 in
Notch: 1 in
Grade: 50 ksi
Weld str.: 70 ksi
Clear Space
between 6 in
Stiffeners (b):
Pole Data
Diam: 47 in
Thick: 0.375 in
Grade: 65 ksi
of Sides: 18 0" IF Round
Fu 80 ksi
Reinf. Fillet Weld 0 0" if None
Stress Increase Factor
ASIFJ 1.333 1
Stiffener Results
Horizontal Weld : 38.0% Pass
Vertical Weld: 38.8% Pass
Plate Flex+Shear, fb/Fb+(fv/Fv)^2: 8.3% Pass
Plate Tension+Shear, ft/Ft+(fv/Fv)^2: 38.2% Pass
Plate Comp. (AISC Bracket): 37.8% Pass
Pole Results
Pole Punching Shear Check: 8.9% Pass
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
CClplate 1.5 - Circular Base F 1.2, Effective March 19, 2012 Analysis Date: 7/18/2012
Monopole Drilled Pier
Checks capacity of a single drilled shaft foundation for
a monopole
BU#: 878532
Site Name: F1/MONT/CELLO/FULFILLMENT SY
App Number: 149920 Rev. 0
Design Reactions
I Shear, S: 24.00 kips
Moment, Mt 2580.00 ft-kips
Tower Weight, Wt: 29.00 kips
Tower Height, H! 159 ft
Base Diameter, BD: 47.0 in
Foundation Dimensions I
Caisson Diameter, CD: 6.5 it
Ext. Above Grade, E: 1.0 ft
Depth Below Grade, L: 28.0 it
Neglected Depth, N: 5.0 it
Reber Size, Sp: 11
Reber Quantily, mp: 20
Tie Size, tp: 5
Material Properties
Reber Tensile, Fy: 60 ksi
Concrete Strength, F'c: 40600 psi
Concrete Density, 6x: 150 pcf
Clear Cover, cc: 3 in
ISoil Properties
I Soil Unit Weight, y: 105
Allowable Bearing, Bc: 13.500
pcf
ksf
Seismic Design
Caisson Analysis
Depth to Zero Shear: 8.4 it
Max Factored Moment: 3624.12 ft-kips
Overturning FOS: 4.16
0 CCA TLE
I ACI 318 Version:( 2002
Design Checks
Capacity/ Demand/
Availability Limits Check
Minimum Req'd Dia. 1(it): 6.50 1.65 OK
Minimum Req'd Dia. 2 (it): 6.50 5.42 OK
Bearing (ksl): 13.50 0.87 OK
Rebar Area (in'): 31.20 0.00 OK
Pier moment capacity(k-ft): 4660.48 3624.12 OK
Reber spacing (in): 9.90 2 < Bs <18 OK
Development Length (in): 232.78 12.00 OK
Soil moment capacity (FOS): 4.16 2.00 OK
IDepth I IShear I IMoment I
I 2.9 ft
1
24.2 kips 2656 ft-kips
5.8 ft 24.2 kips 2726.1 ft-kips
8.7 it -3.3 kips 2761.7 ft-kips
r Assume 0.33% Minimum Steel?
Bearing: 6.5%
Steel: 77.8%
Soll: 48.1%
Monopole Drilled Pier (Caisson) Version 1.5 Effective Date: 04/26/2012
878532_Caisson.txt
CAISSON version 10.40 10:47:16 AM Wednesday, July 18, 2012
Crown Castle USA
A*A*#*AR4A*******t*********##4*Ad4k44dA*R*R###*A*A*##b#**4#d*t**R44#44A*4*#44**t**AR*******#*d*dA4
4 *
CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 '
A *
AAA*****A*d*#**#d**##tr4*4*d44#4*4444#444R444*4##*4A4A#Rt*AAA#444*4*4**AAAARAA*A*A********bARAR*fR*
Project Title: BUM 878532
Project Notes:
Calculation Method: Full BCD
I N P U T D A T A
Pier Properties
Diameter Distance Concrete Steel
of Top of Pier Strength Yield
above Ground Strength
ft) (ft) (ksi) (ksi)
6.50 1.00 4.00 60.00
Soil Properties
Layer Type Thickness Depth at Top Density CU KP PHI
of Layer
ft) (ft) (lbs/ftA3) (psf) (deg)
1 Clay 5.00 0.00 105.0
2 Sand 23.00 5.00 105.0 3.255 32.00
Design (Factored) Loads at Top of Pier
Moment Axial Shear Additional Safety
Load Load Factor Against
Soil Failure
ft-k) kips) kips)
2580.0 29.0 24.00 4.16
4*R*** R E S U L T S
Calculated Pier Properties
Length weight End Bearing
Pressure
ft) kips) psf)
29.000 144.346 873.9
Ultimate Resisting Forces Along Pier
Type Distance of Top of Layer Thickness Density
to Top Of Pier
ft) ft) lbs/ftA3)
Clay 1.00 5.00 105.0
Sand 6.00 15.48 105.0
Sand 21.48 7.52 105.0
Shear and Moments Along Pier
Distance below Shear Moment
Top of Pier with Safety Factor) with Safety Factor)
ft) kips) ft-k)
0.00 100.5 10757.4
2.90 100.5 11049.0
5.80 100.5 11340.6
8.70 13.7 11488.8
11.60 190.6 11206.1
14.50 423.5 10329.3
17.40 712.4 8695.8
20.30 1057.4 6143.2
23.20 970.2 2922.0
26.10 513.1 757.6
29.00 0.0 0.0
CU KP Force Arm
psf) (kips) (ft)
0.00 3.50
3.255 1314.88 15.31
3.255-1214.34 25.44
Shear Moment
without Safety Factor) (without Safety Factor)
kips) (ft-k)
24.2 2585.9
24.2 2656.0
24.2 2726.1
3.3 2761.7
45.8 2693.8
101.8 2483.0
171.3 2090.3
254.2 1476.7
233.2 702.4
123.4 182.1
0.0 0.0
Page 1
V CADate: July 18, 2012 T"
Branden Woodard Crown Castle
Crown Castle 2000 Corporate Drive
2000 Corporate Drive Canonsburg, PA 15317
Canonsburg, PA 15317 (724) 416-2000
Subject: Structural Analysis Report
Carrier Designation: Sprint PCS Co -Locate
Carrier Site Number. MS57XC757
Carrier Site Name: N/A
Crown Castle Designation: Crown Castle BU Number: 878532
Crown Castle Site Name: F1/MONTICELLO/FULFILLMENT SYST
Crown Castle JDE Job Number, 175816
Crown Castle Work Order Number: 511647
Crown Castle Application Number: 149920 Rev. 0
Engineering Firm Designation: Crown Castle Project Number: 511647
I
Site Data: 406 EAST 7TH STREET, MONTICELLO, Wright County, MN
Latitude 45° 17' 53.22", Longitude -93° 47` 32.84"
159 Foot - Monopole Tower
Dear Branden Woodard,
Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the
above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural
Statement of Work' and the terms of Crown Castle Purchase Order Number 511647, in accordance with
application 149920, revision 0.
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 I and Table II for the proposed and existing loading, respectively.
The analysis has been performed in accordance with the TIA/EIA-222-F standard and local code requirements
based upon a wind speed of 80 mph fastest mile.
All modifications and equipment proposed In this report shall be (installed in accordance with the attached
drawings for the determined available structural capacity to be effective.
We at Crown Castle 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: Calvin Straub, E.I.T. / M.B
Respectfully submitted by: SeNAB . Z'9
y ' j••
UCENSED
PROFESSIONAL
Reza Jenabzadeh, P.E. ENGINEER e
Engineer II 49357 : AZ Z'
Ci
tnxTower Report - version 6.0.4.0 OF M10 %,%
PROFESSIONALINGINEER
I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I
am a duly Ucensed Professional Engineer under the law of
the State of Minnesota.
Print Name: Re;a Jen Ozioeh 1 P
Signature: /e 3
Date:-Y /O7— Ucense ii-M7
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
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
July 18, 2012
CCI BU No 878532
Page 2
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
1) INTRODUCTION
July 18, 2012
CCI BU No 878532
Page 3
This tower is a 159 ft Monopole tower designed by ENGINEERED ENDEAVORS, INC. in April of 2003. The
tower was originally designed for a wind speed of 85 mph per TIA/EIA-222-F. The tower has been modified per
reinforcement drawings prepared by GPD Associates, Inc, in April of 2008. Reinforcement consists of addition of
base plate stiffeners.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-F
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile wind
speed of 80 mph with no ice, 37.1 mph with 0.75 inch ice thickness and 50 mph under service loads.
Table 1, - Proposed Antenna and Cable Information
Center
Number
Mounting Line
of
Antenna
Antenna ModelLevel (ft) Elevation
Antennas
Manufacturer
ft)
1 powerwave P65-16-XLPP-RR w/
technologies Mount Pipe
2 powerwave P90-15-XLPP-RR w/
technologies Mount Pipe
155.0 157.0
3 samsungtelecommunications RRH-C2A w/EXT FILTER
3 samsung RRH-P4
telecommunications
Table 2 - Existing Antenna and Cable Information
Center
Number
Mounting Line
of Antenna
Antenna Model
Level (ft) Elevation Antennas Manufacturer
ft)
157.0 6 ems wireless
FV65-14-OPN w/ Mount
155.0 e2p
155.0 1 tower mounts T-Arm Mount [TA 601-3]
142.0 9 andrew
TMBX-6517-R2M w/
Mount Pipe
140.0
6 andrew ETT19V2S12UB
140.0
1 tower mounts Platform Mount [LP 303-1]
123.0 6 powerwave RA21.7770.00 w/ Mount
technologies Pipe
120.0
12 andrew 641280-DF
120.0
1 tower mounts Platform Mount [LP 701-1]
Notes:
1) Existing Equipment
2) Equipment to be Removed
Number Feed
of Feed Line Note
Lines Size (in)
Number Feed
of Feed Line Note
Lines Size (in)
6 1-5/8 2
1
18 1-5/8 1
12 1-5/8 1
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 4
Table 3 - Design Antenna and Cable Information
Center
Number Number Feed
Mounting Line
of
Antenna
Antenna Model of Feed Line
Level (ft) Elevation
Antennas
Manufacturer
Lines Size (in)
ft)
160 160 12 dapa 48000 - -
140 140 12 dapa 48000 - -
120 120 12 dapa 48000 - -
100 100 12 dapa 48000 - -
80 80 12 dapa 48000 - -
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
Document Remarks Reference Source
4-GEOTECHNICAL REPORTS Terracon 1504987 CCISITES
4-POST-MODIFICATION
GPD Associates, Inc. 2286749 CCISITES
INSPECTION
4-TOWER FOUNDATION
Engineered Endeavors, Inc. 1621567 CCISITES
DRAWINGS/DESIGN/SPECS
4-TOWER MANUFACTURER
Engineered Endeavors, Inc. 1617475 CCISITES
DRAWINGS
4-TOWER REINFORCEMENT
GPD Associates, Inc. 2231372 CCISITES
DESIGN/DRAWINGS/DATA
3.1) Analysis Method
tnxTower (version 6.0.4.0), 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) When applicable, transmission cables are considered as structural components for calculating
wind loads as allowed by TIA/EIA-222-F.
This analysis may be affected if any assumptions are not valid or have been made in error. Crown
Castle should be notified to determine the effect on the structural integrity of the tower.
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
July 18, 2012
CCI BU No 878532
Page 5
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Section I Elevation (ft)
Component
Size
Critical
P (K)
SF*P_allowl I Pass 1 Fail
No. Type Element K) Capacity
L1 ' 159 - 133.42 Pole TP21.29x16x0.1875 1 3.23 632.62 29.8 I Pass
L2
133.42-
Pole TP30.21x20.2601x0.25 2
87.837
10.09 1199.42 81.8 Pass
L3
87.837
Pole TP38.8x28.8256x0.3125 3 16.84 1927.60 87.7 Pass
43.2903
L4 l 43.2903 - 0 Pole TP47x37.0697x0.375 4 27.65 2885.04 I 82.0 I Pass
ISummaryl
I Pole (1-3) I 87.7 l Pass
Rating = I 87.7 I Pass
Table 6 - Tower Component Stresses vs. Capacity
Notes Component I Elevation (ft) I Capacity I Pass / Fail
1 Anchor Rods 0 80.9 Pass
1 Base Plate 0 84.4 Pass
l 1 I Base Foundation I 0 I 67.9 I Pass
Structure Rating (max from all components) = I 87.7%
Notes:
1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity
consumed.
4.1) Recommendations
The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No
modifications are required at this time.
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
APPENDIX A
TNXTOWER OUTPUT
July 18, 2012
CCI BU No 878532
Page 6
tnxTower Report - version 6.0.4.0
133...4it.
pp QG c1NVODNa G
N N N
0 0 0
N m
N m
16
O N M
43.31t
0.0 it
8
o m w
5 E1ig' E2 F t S c5 3
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
P90-15-XLPP-RR w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 140
P65.16-XLPP-RR w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 140
P90.15-XLPP-RR w/ Mount Pipe 155 3) TMBX-6517-R2M w/ Mount Pipe 140
RRH-C2A w/EXT FILTER 155 Platform Mount (LP 303.11 140 1
RRH-C2A w/EXT FILTER 155 2) RA21.7770.00 w/ Mount Pipe 120 1
RRH-C2A w/EXT FILTER 155 2) RA21.7770.00 w/ Mount Pipe 120 1
RRH-P4 155 2) RA21.7770.00 w/ Mount Pipe 120
RRH-P4 1155 4) 6412WDF 120 l
1 RRH-P4 1155 4) 6412WDF 120
1 T-Arm Mount [TA 601.31 1155 4) 6412WDF 120 1
Vx2' Antenna Mount Pipe 1155 Platform Mount (LP 701-11 120
1 8'x2' Antenna Mount Pipe 1155 2) Tx2' Antenna Mount Pipe 0
18'x2' Antenna Mount Pipe 1155 2) Txr Antenna Mount Pipe 0
1(2) ETT19V2S12UB 1 140 2) Tx2' Antenna Mount Pipe 0
1(2) ET rl9V2Sl2UB 1 140 4) Tx2 Antenna Mount Pipe 0 1
1(2) ETT19V2S12UB 1140
MATERIAL STRENGTH
I GRADE I65ksl FV I80ksi Fu I GRADE i FV 1 Fu
A572-65
TOWER DESIGN NOTES
1. Tower is located in Wright County, Minnesota.
2. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard.
3. Tower is also designed for a 37 mph basic wind with 0.75 in ice. Ice is considered to
increase in thickness with height.
4. Deflections are based upon a 50 mph wind.
5. TOWER RATING: 87.7%
AXIAL
47 KK
SHEAR \ MOMENT
6 K i 666 kip-ft
TORQUE 0 kip-ft
37 mph WIND - 0.7500 in ICE
AXIAL
28 K
SHEA MOMENT
22 K ` 2241 kip -It
TORQUE 1 kip-ft
REACTIONS - 80 mph WIND
I,l
Crown Castle Job:BU# 878532
R rN 2000 Corporate Drive Project: u i CAS LE Canonsburg PA 15317 "1anl• Crown Castle IDrawnby:CStraub Aid
We Are solutions Phone: (724) 416-2000 fie' TIA/EIA-222-F Date'07/18/12 Iscaje: NTS
FAX: (724) 416-2254 Path: A wn. a •,Gap z R M .. Dwg No. E-1
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision t7
Tower Input Data
July 18, 2012
CCI BU No 878532
Page -7
There is a pole section.
This tower is designed using the TIA/EIA-222-F standard.
The following design criteria apply:
3) Tower is located in Wright County, Minnesota.
4) Basic wind speed of 80 mph.
5) Nominal ice thickness of 0.7500 in.
6) Ice thickness is considered to increase with height.
7) Ice density of 56 pcf.
8) A wind speed of 37 mph is used in combination with ice.
9) Temperature drop of 50 OF.
10) Deflections calculated using a wind speed of 50 mph.
11) A non -linear (P-delta) analysis was used.
12) Pressures are calculated at each section.
13) Stress ratio used in pole design is 1.333.
14) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are
not considered.
Consider Moments - Legs
Consider Moments - Horizontals
Consider Moments - Diagonals
Use Moment Magnification
4 Use Code Stress Ratios
4 Use Code Safety Factors - Guys
4 Escalate Ice
Always Use Max Kz
Use Special Wind Profile
Include Bolts In Member Capacity
Leg Bolts Are At Top Of Section
Secondary Horizontal Braces Leg
Use Diamond Inner Bracing (4 Sided)
Add IBC .6D+W Combination
Options
Distribute Leg Loads As Uniform
Assume Legs Pinned
4 Assume Rigid Index Plate
4 Use Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
4 Use Azimuth Dish Coefficients
4 Project Wind Area of Appurt.
Autocalc Torque Arm Areas
SR Members Have Cut Ends
Sort Capacity Reports By Component
Triangulate Diamond Inner Bracing
Treat Feedline Bundles As Cylinder
Use ASCE 10 X-Brace Ly Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Leg Panels Have Same Allowable
Offset Girt At Foundation
4 Consider Feedline Torque
Include Angle Block.Shear Check_.
Poles
1 Include Shear -Torsion Interaction
Always Use Sub -Critical Flow
Use Top Mounted Sockets
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
ft ft ft Sides in in in in
L1 159.00-133.42 25.58 3.17 18 16.0000 21.2900 0.1875 0.7500 A572-65
65 ksi)
L2 133.42-87.84 48.75 4.33 18 20.2601 30.2100 0.2500 1.0000 A572-65
65 ksi)
L3 87.84-43.29 48.88 5.42 18 28.8256 38.8000 0.3125 1.2500 A572-65
65 ksi)
L4 43.29-0.00 48.71 18 37.0697 47.0000 0.3750 1.5000 A572-65
65 ksi)
Tapered Pole Properties
Section Tip Dia. Area I r , C
in in2 in4 in in
L1 16.2468 9.4104 297.2674 5.6134 8.1280
l/C J AIQ w w/t
in3 in4 inz in
36.5733 594.9259 4.7061 2.4860 13.259
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 8
Section Tip Dia. Area 1 r C VC J IYQ w w/t
in in2 in4 in in 0 in° in2 in
21.6184 12.5586 706.5573 7.4914 10.8153 65.3293 1414.0443 6.2805 3.4170 18.224
L2 21.2290 15.8780 803.2105 7.1036 10.2921 78.0414 1607.4779 7.9405 3.1258 12.503
30.6760 23.7733 2695.9374 10.6358 15.3467 175.6691 5395.4222 11.8889 4.8770 19.508
L3 30.1681 28.2814 2904.8668 10.1221 14.6434 198.3740 5813.5559 14.1434 4.5233 14.475
39.3986 38.1748 7144.1983 13.6631 19.7104 362.4583 14297.797 19.0910 6.2788 20.092
1
L4 38.7629 43.6758 7429.9282 13.0266 18.8314 394.5501 14869.632 21.8421 5.8643 15.638
8
47.7251 55.4954 15241.656 16.5519 23.8760 638.3673 30503.368 27.7530 7.6120 20.299
7 7
Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
per face) Ar Spacing Spacing
Diagonals Horizontals
ft ft2 in in in
L1 159.00- 1 1 1
133.42
L2 133.42- 1 1 1
87.84
L3 87.84- 1 1 1
43.29
L4 43.29-0.00 1 1 1
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft off
TYPE 5( 1 1/4") C No CaAa (Out Of 155.00 - 0.00 3 No Ice 0.00 1.10
Face) 1/2" Ice 0.00 2.18
1" Ice 0.00 3.86
2" Ice 0.00 9.07
4" Ice 0.00 26.81
AVA7-50(1-5/8) C No CaAa (Out Of 140.00 - 0.00 3 No Ice 0.20 0.70
Face) 1/2" Ice 0.30 2.23
1" Ice 0.40 4.38
2" Ice 0.60 10.50
4" Ice 1.00 30.07
AVA7-50(1-5/8) C No CaAa (Out Of 140.00 - 0.00 15 No Ice 0.00 0.70
Face) 1/2" Ice 0.00 2.23
1" Ice 0.00 4.38
2" Ice 0.00 10.50
4" Ice 0.00 30.07
LDF7-50A(1-5/8") C No Inside Pole 120.00 - 0.00 12 No Ice 0.00 0.82
1/2" Ice 0.00 0.82
1" Ice 0.00 0.82
2" Ice 0.00 0.82
4" Ice 0.00 0.82
Feed Line/Linear Appurtenances Section Areas
Tower Tower Face AR AF CAAA CAAA Weight
Sectio Elevation In Face Out Face
n ft ft2 ft2 ft2 ft2 K
L1 159.00-133.42 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 3.968 0.15
L2 133.42-87.84 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 27.487 1.04
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Tower Tower Face AR AF
Sectio Elevation
n It ft2 It,
L3 87.84-43.29 A 0.000 0.000
B 0.000 0.000
C 0.000 0.000
L4 43.29-0.00 A 0.000 0.000
B 0.000 0.000
C 0.000 0.000
CAAA CAAA Weight
In Face Out Face
It, ft2 K
0.000 0.000 0.00
0.000 0.000 0.00
0.000 26.862 1.15
0.000 0.000 0.00
0.000 0.000 0.00
0.000 26.104 1.11
July 18, 2012
CCI BU No 878532
Page 9
Feed Line/Linear Appurtenances Section Areas - With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Sectio Elevation or Thickness In Face Out Face
n It Leg in ft2 ft2 fie ft2 K
L1 159.00-133.42 A 0.896 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 7.506 0.69
L2 133.42-87.84 A 0.866 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 51.999 4.02
L3 87.84-43.29 A 0.814 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 50.013 3.94
L4 43.29-0.00 A 0.750 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 47.241 3.63
Feed Line Center of Pressure
Section Elevation CPX CPZ CPX CPZ
Ice Ice
It in in in in
L1 159.00-133.42 0.2025 0.1169 0.3279 0.1893
L2 133.42-87.84 0.6105 0.3525 0.9229 0.5328
L3 87.84-43.29 0.6467 0.3734 1.0101 0.5832
L4 43.29-0.00 0.6696 0.3866 1.0534 0.6082
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
It ft ft2 ft2
It
It
P90-15-XLPP-RR w/ A From Leg 4.00 0.0000 155.00 No Ice 8.64 6.36 0.07
Mount Pipe 0.00 1/2" 9.29 7.54 0.13
2.00 Ice 9.91 8.43 0.21
1" Ice 11.18 10.24 0.38
2" Ice 13.83 14.10 0.88
4" Ice
P65-16-XLPP-RR w/ B From Leg 4.00 0.0000 155.00 No Ice 8.64 6.36 0.07
Mount Pipe 0.00 1/2" 9.29 7.54 0.14
2.00 Ice 9.91 8.43 0.21
1" Ice 11.18 10.24 0.39
2" Ice 13.83 14.10 0.88
4" Ice
P90-15-XLPP-RR w/ C From Leg 4.00 0.0000 155.00 No Ice 8.64 6.36 0.07
Mount Pipe 0.00 1/2" 9.29 7.54 0.13
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 10
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft, ft2 K
ft
ft
2.00 Ice 9.91 8.43 0.21
1" Ice 11.18 10.24 0.38
2" Ice 13.83 14.10 0.88
4" Ice
RRH-C2A WEXT FILTER A From Leg 4.00 0.0000 155.00 No Ice 3.63 1.55 0.06
0.00 1/2" 3.89 1.75 0.08
2.00 Ice 4.16 1.96 0.10
1" Ice 4.72 2.41 0.16
2" Ice 5.95 3.40 0.33
4" Ice
RRH-C2A WEXT FILTER B From Leg 4.00 0.0000 155.00 No Ice 3.63 1.55 0.06
0.00 1/2" 3.89 1.75 0.08
2.00 Ice 4.16 1.96 0.10
1" Ice 4.72 2.41 0.16
2" Ice 5.95 3.40 0.33
4" Ice
RRH-C2A WEXT FILTER C From Leg 4.00 0.0000 155.00 No Ice 3.63 1.55 0.06
0.00 1/2" 3.89 1.75 0.08
2.00 Ice 4.16 1.96 0.10
1" Ice 4.72 2.41 0.16
2" Ice 5.95 3.40 0.33
4" Ice
RRH-P4 A From Leg 4.00 0.0000 155.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
2.00 Ice 3.70 2.52 0.11
1" Ice 4.24 2.99 0.17
2" Ice 5.42 4.05 0.35
4" Ice
RRH-P4 B From Leg 4.00 0.0000 155.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
2.00 Ice 3.70 2.52 0.11
1" Ice 4.24 2.99 0.17
2" Ice 5.42 4.05 0.35
4" Ice
RRH-P4 C From Leg 4.00 0.0000 155.00 No Ice 3.19 2.07 0.06
0.00 1/2" 3.44 2.29 0.08
2.00 Ice 3.70 2.52 0.11
1" Ice 4.24 2.99 0.17
2" Ice 5.42 4.05 0.35
4" Ice
T-Arm Mount [TA 601-3] C None 0.0000 155.00 No Ice 10.90 10.90 0.73
1/2" 14.65 14.65 0.93
Ice 18.40 18.40 1.13
1" Ice 25.90 25.90 1.52
2" Ice 40.90 40.90 2.32
4" Ice
8'x2" Antenna Mount Pipe A From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90 0.03
0.00 1/2" 2.73 2.73 0.04
0.00 Ice 3.40 3.40 0.06
1" Ice 4.40 4.40 0.12
2" Ice 6.50 6.50 0.30
4" Ice
8'x2" Antenna Mount Pipe B From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90 0.03
0.00 1/2" 2.73 2.73 0.04
0.00 Ice 3.40 3.40 0.06
1" Ice 4.40 4.40 0.12
2" Ice 6.50 6.50 0.30
4" Ice
8'x2" Antenna Mount Pipe C From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90 0.03
0.00 1/2" 2.73 2.73 0.04
0.00 Ice 3.40 3.40 0.06
1" Ice 4.40 4.40 0.12
2" Ice 6.50 6.50 0.30
4" Ice
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 11
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
It it fe fe K
ft
ft
2) ETT19V2S12UB A From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32 0.01
0.00 1/2" 0.78 0.41 0.02
0.00 Ice 0.90 0.50 0.02
1" Ice 1.17 0.72 0.04
2" Ice 1.81 1.27 0.10
4" Ice
2) ETT19V2S12UB B From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32 0.01
0.00 1/2" 0.78 0.41 0.02
0.00 Ice 0.90 0.50 0.02
1" Ice 1.17 0.72 0.04
2" Ice 1.81 1.27 0.10
4" Ice
2) ETT19V2S12UB C From Leg 4.00 0.0000 140.00 No Ice 0.67 0.32 0.01
0.00 1/2" 0.78 0.41 0.02
0.00 Ice 0.90 0.50 0.02
1" Ice 1.17 0.72 0.04
2" Ice 1.81 1.27 0.10
4" Ice
3) TMBX-6517-R2M w/ A From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68 0.04
Mount Pipe 0.00 1/2" 6.88 7.00 0.09
2.00 Ice 7.48 8.15 0.15
1" Ice 8.67 10.16 0.30
2" Ice 11.14 14.39 0.75
4" Ice
3) TMBX-6517-R2M w/ B From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68 0.04
Mount Pipe 0.00 1/2" 6.88 7.00 0.09
2.00 Ice 7.48 8.15 0.15
1" Ice 8.67 10.16 0.30
2" Ice 11.14 14.39 0.75
4" Ice
3) TMBX-6517-R2M w/ C From Leg 4.00 0.0000 140.00 No Ice 6.26 5.68 0.04
Mount Pipe 0.00 1/2" 6.88 7.00 0.09
2.00 Ice 7.48 8.15 0.15
1" Ice 8.67 10.16 0.30
2" Ice 11.14 14.39 0.75
4" Ice
Platform Mount [LP 303-1] C None 0.0000 140.00 No Ice 14.66 14.66 1.25
1/2" 18.87 18.87 1.48
Ice 23.08 23.08 1.71
1" Ice 31.50 31.50 2.18
2" Ice 48.34 48.34 3.10
4" Ice
2) RA21.7770.00 w/ A From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
2) RA21.7770.00 w/ B From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
2) RA21.7770.00 w/ C From Leg 4.00 0.0000 120.00 No Ice 7.03 5.00 0.06
Mount Pipe 0.00 1/2" 7.61 5.96 0.11
3.00 Ice 8.16 6.75 0.17
1" Ice 9.31 8.37 0.32
2" Ice 11.72 11.87 0.75
4" Ice
4) 641280-DF A From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Norz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ftz ft2 K
ft
ft
2" Ice 0.90 1.06 0.09
4" Ice
4) 641280-DF B From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
2" Ice 0.90 1.06 0.09
4" Ice
4) 641280-DF C From Leg 4.00 0.0000 120.00 No Ice 0.14 0.18 0.00
0.00 1/2" 0.20 0.26 0.01
0.00 Ice 0.28 0.35 0.01
1" Ice 0.45 0.55 0.03
2" Ice 0.90 1.06 0.09
4" Ice
Platform Mount [LP 701-1] C None 0.0000 120.00 No Ice 59.15 59.15 2.75
1/2" 71.12 71.12 3.42
Ice 83.09 83.09 4.10
1" Ice 107.03 107.03 5.45
2" Ice 154.91 154.91 8.15
4" Ice
2) 7'x2" Antenna Mount A From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
2) 7'x2" Antenna Mount B From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
2) 7'x2" Antenna Mount C From Leg 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
4) 7'x2" Antenna Mount C From Face 0.00 0.0000 0.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
0.00 Ice 2.83 2.83 0.06
1" Ice 3.71 3.71 0.10
2" Ice 5.58 5.58 0.27
4" Ice
Comb.
No.
1 Dead Only
2 Dead+Wind 0 deg - No Ice
3 Dead+Wind 30 deg - No Ice
4 Dead+Wind 60 deg - No Ice
5 Dead+Wind 90 deg - No Ice
6 Dead+Wind 120 deg - No Ice
7 Dead+Wind 150 deg - No Ice
8 Dead+Wind 180 deg - No Ice
9 Dead+Wind 210 deg - No Ice
tnxTower Report - version 6.0.4.0
Load Combinations
Description
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
July 18, 2012
CC/ BU No 878532
Page 13
Comb. Description
No.
10 Dead+Wind 240 deg - No Ice
11 Dead+Wind 270 deg - No Ice
12 Dead+Wind 300 deg - No Ice
13 Dead+Wind 330 deg - No Ice
14 Dead+Ice+Temp
15 Dead+Wind 0 deg+Ice+Temp
16 Dead+Wind 30 deg+Ice+Temp
17 Dead+Wind 60 deg+Ice+Temp
18 Dead+Wind 90 deg+Ice+Temp
19 Dead+Wind 120 deg+Ice+Temp
20 Dead+Wind 150 deg+Ice+Temp
21 Dead+Wind 180 deg+Ice+Temp
22 Dead+Wind 210 deg+Ice+Temp
23 Dead+Wind 240 deg+Ice+Temp
24 Dead+Wind 270 deg+Ice+Temp
25 Dead+Wind 300 deg+Ice+Temp
26 Dead+Wind 330 deg+Ice+Temp
27 Dead+Wind 0 deg - Service
28 Dead+Wind 30 deg - Service
29 Dead+Wind 60 deg - Service
30 Dead+Wind 90 deg - Service
31 Dead+Wind 120 deg - Service
32 Dead+Wind 150 deg - Service
33 Dead+Wind 180 deg - Service
34 Dead+Wind 210 deg - Service
35 Dead+Wind 240 deg - Service
36 Dead+Wind 270 deg - Service
37 Dead+Wind 300 deg - Service
38 Dead+Wind 330 deg - Service
Maximum Member Forces
Sectio Elevation Component Condition Gov. Force Major Axis Minor Axis
n ft Type Load Moment Moment
No. Comb. K kip-ft kip-ft
L1 159 - 133.42 Pole Max Tension 5 0.00 0.00 0.00
Max. Compression 14 7.41 0.48 0.31
Max. Mx 11 3.23 77.79 0.06
Max. My 8 3.23 0.10 77.75
Max. Vy 11 6.87 77.79 0.06
Max. Vx 8 6.87 0.10 77.75
Max. Torque 13 0.02
L2 133.42 - Pole Max Tension 1 0.00 0.00 0.00
87.837
Max. Compression 14 20.57 4.07 2.38
Max. Mx 11 10.09 579.42 0.44
Max. My 8 10.09 0.76 579.10
Max. Vy 11 14.52 579.42 0.44
Max. Vx 8 14.52 0.76 579.10
Max. Torque 13 0.21
L3 87.837 - Pole Max Tension 1 0.00 0.00 0.00
43.2903
Max. Compression 14 31.25 8.62 5.01
Max. Mx 11 16.84 1285.80 0.95
Max. My 8 16.84 1.64 1285.11
Max. Vy 11 17.89 1285.80 0.95
Max. Vx 8 17.89 1.64 1285.11
Max. Torque 13 0.43
L4 43.2903 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 46.89 14.26 8.64
Max. Mx 11 27.95 2240.35 1.87
Max. My 8 27.95 2.82 2239.39
Max. Vy 11 21.68 2240.35 1.87
Max. Vx 8 21.68 2.82 2239.39
Max. Torque 6 0.90
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 14
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 23 46.89 5.19 3.00
Max. H. 11 27.96 21.66 0.00
Max. Hz 2 27.96 0.00 21.66
Max. Mx 2 2235.67 0.00 21.66
Max. M, 5 2234.71 21.66 0.00
Max. Torsion 12 0.90 18.76 10.83
Min. Vert 1 27.96 0.00 0.00
Min. Hx 5 27.96 21.66 0.00
Min. H= 8 27.96 0.00 21.66
Min. Mx 8 2239.39 0.00 21.66
Min. M. 11 2240.35 21.66 0.00
Min. Torsion 6 0.90 18.76 10.83
Tower Mast Reaction Summary
Load Vertical Shear, Shear= Overturning Overturning Torque
Combination Moment, Mx Moment, M,
K K K kip-ft kip-ft kip-ft
Dead Only 27.96 0.00 0.00 1.84 2.78 0.00
Dead+Wind 0 deg - No Ice 27.96 0.00 21.66 2235.67 2.82 0.59
Dead+Wind 30 deg - No Ice 27.96 10.83 18.76 1935.91 1115.95 0.16
Dead+Wind 60 deg - No Ice 27.96 18.76 10.83 1116.91 1934.95 0.31
Dead+Wind 90 deg - No Ice 27.96 21.66 0.00 1.87 2234.71 0.70
Dead+Wind 120 deg - No Ice 27.96 18.76 10.83 1120.64 1934.95 0.90
Dead+Wind 150 deg - No Ice 27.96 10.83 18.76 1939.63 1115.95 0.86
Dead+Wind 180 deg - No Ice 27.96 0.00 21.66 2239.39 2.82 0.59
Dead+Wind 210 deg - No Ice 27.96 10.83 18.76 1939.63 1121.59 0.16
Dead+Wind 240 deg - No Ice 27.96 18.76 10.83 1120.63 1940.58 0.31
Dead+Wind 270 deg - No Ice 27.96 21.66 0.00 1.87 2240.35 0.70
Dead+Wind 300 deg - No Ice 27.96 18.76 10.83 1116.90 1940.59 0.90
Dead+Wind 330 deg - No Ice 27.96 10.83 18.76 1935.90 1121.60 0.86
Dead+Ice+Temp 46.89 0.00 0.00 8.64 14.26 0.00
Dead+Wind 0 46.89 0.00 6.00 641.10 14.30 0.25
deg+Ice+Temp
Dead+Wind 30 46.89 3.00 5.19 554.05 310.58 0.08
deg+Ice+Temp
Dead+Wind 60 46.89 5.19 3.00 316.22 548.41 0.10
deg+Ice+Temp
Dead+Wind 90 46.89 6.00 0.00 8.66 635.46 0.26
deg+Ice+Temp
Dead+Wind 120 46.89 5.19 3.00 333.54 548.41 0.35
deg+Ice+Temp
Dead+Wind 150 46.89 3.00 5.19 571.36 310.58 0.35
deg+Ice+Temp
Dead+Wind 180 46.89 0.00 6.00 658.41 14.30 0.25
deg+Ice+Temp
Dead+Wind 210 46.89 3.00 5.19 571.36 339.17 0.08
deg+Ice+Temp
Dead+Wind 240 46.89 5.19 3.00 333.53 576.99 0.10
deg+Ice+Temp
Dead+Wind 270 46.89 6.00 0.00 8.66 664.05 0.26
deg+Ice+Temp
Dead+Wind 300 46.89 5.19 3.00 316.22 577.00 0.35
deg+Ice+Temp
Dead+Wind 330 46.89 3.00 5.19 554.05 339.17 0.35
deg+Ice+Temp
Dead+Wind 0 deg - Service 27.96 0.00 8.46 873.67 2.83 0.23
Dead+Wind 30 deg - Service 27.96 4.23 7.33 756.38 434.94 0.06
Dead+Wind 60 deg - Service 27.96 7.33 4.23 435.90 755.41 0.12
Dead+Wind 90 deg - Service 27.96 8.46 0.00 1.87 872.71 0.27
Dead+Wind 120 deg - 27.96 7.33 4.23 439.64 755.41 0.35
tnxTower Report - version 6.0.4.0
July 18, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 511647, Application 149920, Revision 0 Page 15
Load Vertical Shear., Shear, Overturning Overturning Torque
Combination Moment, M. Moment, M.
K K K kip-ft kip-ft kip-ft
Service
Dead+Wind 150 deg - 27.96 4.23 7.33 760.11 434.94 0.34
Service
Dead+Wind 180 deg - 27.96 0.00 8.46 877.41 2.83 0.23
Service
Dead+Wind 210 deg - 27.96 4.23 7.33 760.11 440.60 0.06
Service
Dead+Wind 240 deg - 27.96 7.33 4.23 439.64 761.08 0.12
Service
Dead+Wind 270 deg - 27.96 8.46 0.00 1.87 878.37 0.27
Service
Dead+Wind 300 deg - 27.96 7.33 4.23 435.90 761.08 0.35
Service
Dead+Wind 330 deg - 27.96 4.23 7.33 756.37 440.61 0.34
Service
Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ Error
Comb. K K K K K K
1 0.00 27.96 0.00 0.00 27.96 0.00 0.000%
2 0.00 27.96 21.66 0.00 27.96 21.66 0.000%
3 10.83 27.96 18.76 10.83 27.96 18.76 0.000%
4 18.76 27.96 10.83 18.76 27.96 10.83 0.000%
5 21.66 27.96 0.00 21.66 27.96 0.00 0.000%
6 18.76 27.96 10.83 18.76 27.96 10.83 0.000%
7 10.83 27.96 18.76 10.83 27.96 18.76 0.000%
8 0.00 27.96 21.66 0.00 27.96 21.66 0.000%
9 10.83 27.96 18.76 10.83 27.96 18.76 0.000%
10 18.76 27.96 10.83 18.76 27.96 10.83 0.000%
11 21.66 27.96 0.00 21.66 27.96 0.00 0.000%
12 18.76 27.96 10.83 18.76 27.96 10.83 0.000%
13 10.83 27.96 18.76 10.83 27.96 18.76 0.000%
14 0.00 46.89 0.00 0.00 46.89 0.00 0.000%
15 0.00 46.89 6.00 0.00 46.89 6.00 0.000%
16 3.00 46.89 5.19 3.00 46.89 5.19 0.000%
17 5.19 46.89 3.00 5.19 46.89 3.00 0.000%
18 6.00 46.89 0.00 6.00 46.89 0.00 0.000%
19 5.19 46.89 3.00 5.19 46.89 3.00 0.000%
20 3.00 46.89 5.19 3.00 46.89 5.19 0.000%
21 0.00 46.89 6.00 0.00 46.89 6.00 0.000%
22 3.00 46.89 5.19 3.00 46.89 5.19 0.000%
23 5.19 46.89 3.00 5.19 46.89 3.00 0.000%
24 6.00 46.89 0.00 6.00 46.89 0.00 0.000%
25 5.19 46.89 3.00 5.19 46.89 3.00 0.000%
26 3.00 46.89 5.19 3.00 46.89 5.19 0.000%
27 0.00 27.96 8.46 0.00 27.96 8.46 0.000%
28 4.23 27.96 7.33 4.23 27.96 7.33 0.000%
29 7.33 27.96 4.23 7.33 27.96 4.23 0.000%
30 8.46 27.96 0.00 8.46 27.96 0.00 0.000%
31 7.33 27.96 4.23 7.33 27.96 4.23 0.000%
32 4.23 27.96 7.33 4.23 27.96 7.33 0.000%
33 0.00 27.96 8.46 0.00 27.96 8.46 0.000%
34 4.23 27.96 7.33 4.23 27.96 7.33 0.000%
35 7.33 27.96 4.23 7.33 27.96 4.23 0.000%
36 8.46 27.96 0.00 8.46 27.96 0.00 0.000%
37 7.33 27.96 4.23 7.33 27.96 4.23 0.000%
38 4.23 27.96 7.33 4.23 27.96 7.33 0.000%
Non -Linear Convergence Results
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00089722
3 Yes 6 0.00000001 0.00009879
4 Yes 6 0.00000001 0.00009916
5 Yes 4 0.00000001 0.00078760
6 Yes 6 0.00000001 0.00009998
7 Yes 6 0.00000001 0.00009861
8 Yes 4 0.00000001 0.00089878
9 Yes 6 0.00000001 0.00010003
10 Yes 6 0.00000001 0.00009966
11 Yes 4 0.00000001 0.00079011
12 Yes 6 0.00000001 0.00009884
13 Yes 6 0.00000001 0.00010022
14 Yes 4 0.00000001 0.00008512
15 Yes 5 0.00000001 0.00032844
16 Yes 5 0.00000001 0.00058409
17 Yes 5 0.00000001 0.00058846
18 Yes 5 0.00000001 0.00032385
19 Yes 5 0.00000001 0.00061960
20 Yes 5 0.00000001 0.00060298
21 Yes 5 0.00000001 0.00033717
22 Yes 5 0.00000001 0.00065948
23 Yes 5 0.00000001 0.00065484
24 Yes 5 0.00000001 0.00033873
25 Yes 5 0.00000001 0.00062146
26 Yes 5 0.00000001 0.00063832
27 Yes 4 0.00000001 0.00022679
28 Yes 5 0.00000001 0.00023056
29 Yes 5 0.00000001 0.00023211
30 Yes 4 0.00000001 0.00020463
31 Yes 5 0.00000001 0.00023674
32 Yes 5 0.00000001 0.00023091
33 Yes 4 0.00000001 0.00022825
34 Yes 5 0.00000001 0.00023893
35 Yes 5 0.00000001 0.00023736
36 Yes 4 0.00000001 0.00020706
37 Yes 5 0.00000001 0.00023273
38 Yes 5 0.00000001 0.00023858
July 18, 2012
CCI BU No 878532
Page 16
Maximum Tower Deflections - Service Wind I
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
It in Comb.
L1 159 - 133.42 50.081 35 2.7685 0.0012
L2 136.587 - 87.837 37.282 35 2.6364 0.0011
L3 92.1703 - 16.217 35 1.7602 0.0008
43.2903
L4 48.707 - 0 4.296 35 0.8228 0.0003
Critical Deflections and Radius of Curvature - Service Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
It Comb. in It
155.00 P90-15-XLPP-RR w/ Mount Pipe 35 47.757 2.7542 0.0012 19957
140.00 2) ETf19V2S12UB 35 39.177 2.6693 0.0012 5255
120.00 2) RA21.7770.00 w/ Mount Pipe 35 28.556 2.3827 0.0010 3401
0.00 2) 7'x2" Antenna Mount Pipe 0 0.000 0.0000 0.0000 23892
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 127.331 11 7.0431 0.0030
L2 136.587 - 87.837 94.834 11 6.7082 0.0029
0 92.1703 - 41.294 11 4.4826 0.0019
43.2903
L4 48.707 - 0 10.949 10 2.0970 0.0009
July 18, 2012
CCI BU No 878532
Page 17
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in oft
155.00 P90-15-XLPP-RR w/ Mount Pipe 11 121.432 7.0070 0.0030 8065
140.00 2) ETT19V2S12UB 11 99.646 6.7918 0.0029 2121
120.00 2) RA21.7770.00 w/ Mount Pipe 11 72.665 6.0642 0.0026 1364
0.00 2) 7'x2" Antenna Mount Pipe 0 0.000 0.0000 0.0000 9383
Compression Checks
Pole Design Data
Section Elevation Size L L" KI/r F. A Actual Allow. Ratio
No. P Pe P
ft ft ft ksi in2 K K p°
L1 159 - 133.42 TP21.29x16x0.1875 25.58 0.00 0.0 39.000 12.1689 -3.23 474.58 0.007
1)
L2 133.42- TP30.21x20.26014.25 48.75 0.00 0.0 39.000 23.0715 -10.09 899.79 0.011
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 48.88 0.00 0.0 39.000 37.0784 -16.84 1446.06 0.012
43.2903(3)
L4 43.2903 - 0 (4) TP47x37.0697x0.375 48.71 0.00 0.0 39.000 55.4954 -27.65 2164.32 0.013
Pole Bending Design Data
Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. Mx fax Fbx fax My fby Fby fby
ft kip-ft ksi ksi Fbx kip-ft ksi ksi FbV
L1 159 - 133.42 TP21.29x16x0.1875 77.81 15.226 39.000 0.390 0.00 0.000 39.000 0.000
1)
L2 133.42 - TP30.21x20.26014.25 579.54 42.044 39.000 1.078 0.00 0.000 39.000 0.000
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 1286.0 45.144 39.000 1.158 0.00 0.000 39.000 0.000
43.2903(3) 7
L4 43.2903-0 TP47x37.0697x0.375 2240.7 42.122 39.000 1.080 0.00 0.000 39.000 0.000
4) 9
Pole Shear Design Data
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
Section Elevation
No.
ft
L1 159 - 133.42
1)
L2 133.42 -
87.837 (2)
L3 87.837 -
43.2903 (3)
L4 43.2903 - 0
4)
July 18, 2012
CC/ BU No 878532
Page 18
Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
V f Fv f T ft Fw ft
K ksi ksi F kip-ft ksi ksi FN
TP21.29x16x0.1875 6.87 0.565 26.000 0.043 0.00 0.000 26.000 0.000
TP30.21x20.2601x0.25 14.52 0.629 26.000 0.048 0.00 0.000 26.000 0.000
TP38.8x28.8256x0.3125 17.89 0.483 26.000 0.037 0.00 0.000 26.000 0.000
TP47x37.0697x0.375 21.22 0.382 26.000 0.029 0.00 0.000 26.000 0.000
Section Elevation Ratio
No. P
It Pa
L1 159 - 133.42 0.007
1)
L2 133.42 - 0.011
87.837(2)
L3 87.837 - 0.012
43.2903(3)
L4 43.2903 - 0 0.013
4)
Section Elevation
No. It
L1 159 - 133.42
L2 133.42 - 87.837
L3 87.837 -
43.2903
L4 43.2903 - 0
Pole Interaction Design Data
Ratio Ratio Ratio Ratio Comb. Allow. Criteria
fbx fbY f„ ft Stress Stress
Fbx Fbv Fv FK Ratio Ratio
0.390 0.000 0.043 0.000 0.398 1.333
H1-3+Vf
1.078 0.000 0.048 0.000 1.090 1.333
I/
H1-3+VT
1.158 0.000 0.037 0.000 1.170 1.333
t/
H1-3+VT
1.080 0.000 0.029 0.000 1.093 1.333
V
H1-3+VT
Section Capacity Table
Component Size Critical P
Type Element K
Pole TP21.29xl6x0.1875 1 -3.23
Pole TP30.21x20.26014.25 2 -10.09
Pole TP38.8x28.8256x0.3125 3 -16.84
Pole TP47x37.0697x0.375 4 -27.65
SF'Penw Pass
K Capacity Fail
632.62 29.8 Pass
1199.42 81.8 Pass
1927.60 87.7 Pass
2885.04 82.0 Pass
Summary
Pole (1-3) 87.7 Pass
RATING = 87.7 Pass
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
1»=1kiIDIEa-?
BASE LEVEL DRAWING
July 18, 2012
CCI BU No 878532
Page 19
tnxTower Report - version 6.0.4.0
D
159 Ft Monopole Tower Structural Analysis
Project Number 511647, Application 149920, Revision 0
APPENDIX C
ADDITIONAL CALCULATIONS
July 18, 2012
CCI BU No 878532
Page 20
tnxTower Report - version 6.0.4.0
Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G
Note: Shaft assumed to have ties, not spiral, transverse reinforcing
Site Data Maximum Shaft Superimposed Forces
BU#: 878532 TIA Revision: F
Site Name: F1/MONTICELLO/FULFILLMENT Max. Service Shaft M: 2431.41 ft-kips (* Note)
App #: 149920 Rev. 0 Max. Service Shaft P: 28 kips
Max Axial Force Type: Comp.
Note: Max Shaft Superimposed Moment does not necessarily
Enter Load Factors Below: equal to the shaft top reaction moment
For M (WL) 1.3 <---- Enter Factor
For P (DL) 1 1.3 I <--- Enter Factor
Pier Properties
Concrete:
Pier Diameter =1 6.5 Ift
Concrete Area = 4778.4 in
Reinforcement.
Clear Cover to Tie= 3.00
Horiz. Tie Bar Size= 5 lin
Vert. Cage Diameter = 5.78 ft
Vert. Cage Diameter = 69.34 in
Vertical Bar Size 11
Bar Diameter = 1.41 in
Bar Area = 1.56 in
Number of Bars 20
As Total= 31.2 in'
A s/ Aconc, Rho: 0.0065 0.65%
ACI 10.5 , ACI 21.10.4, and IBC 1810.
Min As for Flexural. Tension Controlled, Shafts:
3)*(Sq rt(f c)/Fy: 0.0032
200 / Fy: 0.0033
Minimum Rho Check:
Actual Req'd Min. Rhoj 0.33% IFlexural
Provided RhoJ 0.65% 10K
Ref. Shaft Max Axial Capacities. (b Max(Pn or Tn):
Max Pu = ((p=0.65) Pn.1
Pn per ACI 318 (10-2)I 9366.42 (kips
at Mu=(=0.65)Mn= 5297.94 ft-kips
MaxTu,((p=0.9)Tn=l 1684.8 1kips
at Mu=(=(0.90)Mn= 0.00 Ift-kips
Load Factor Shaft Factored Loads
1.30 MU: 3160.832 Ift-kips
1.30 Pu: 36.4 kips '
Material Properties
Concrete Comp. strength, fc
Reinforcement yield strength, Fy = 60 ksi
Reinforcing Modulus of Elasticity, E = 29000 ksi
Reinforcement yield strain = 0.00207
Limiting compressive strain = 0.003
ACI 318 Code
Select Analysis ACI Code= 1 2002
Seismic Properties
Seismic Design Category B
Seismic Risk = Low
Solve I<- Press Upon Completing All Input
Run) II
Results:
Governing Orientation Case: 2
Mu Mu
Case 1 Case 2
Dist. From Edge to Neutral Axis: 11.63 in
Extreme Steel Strain, et: 0.0159
et > 0.0050, Tension Controlled
Reduction Factor,cp: 0.900
Output Note: Negative Pu=Tension
For Axial Compression, cp Pn = Pu: 36.40 kips
Drilled Shaft Moment Capacity, cpMn: 4657.35 ft-kips
Drilled Shaft Superimposed Mu: 3160.83 ft-kips
Mu/9Mn, Drilled Shaft Flexure CSR: 67.9%
Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 7/18/2012
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
I TIA Rev 171
Site Data Reactions
BU#:878532 Moment: 2241 ft-kips
Site Name: F1/MONTICELLO/FULFILL Axial:1 28 kips
App #: 149920 Rev. 0 Shear l 22 kips
Pole Manufacturer:1 Other I
Anchor Rod Data
Qty: 1 12
Diam:1 2.25 in
Rod Material: A615-J
Strength (Fu):1 100 ksi
Yield (Fy):l 75 ksi
Bolt Circler 56 in
If No stiffeners, Criteria: I AISC ASD I< -Only Applcable to Unstiffened Cases
Anchor Rod Results
Maximum Rod Tension:
Allowable Tension:
Anchor Rod Stress Ratio:
Stiffened
157.7 Kips Service, ASD
195.0 Kips Fty*ASIF
80.9% Pass
Plate Data
Diam: 62 in Base Plate Results Flexural Check Stiffened
Thick: 1.75 in Base Plate Stress: 50.6 ksi Service, ASD
Grade: 60 ksi Allowable Plate Stress: 60.0 ksi 0.75*Fy*ASIF
Single -Rod B-eff. 12.43 in Base Plate Stress Ratio: 84.4% Pass Y.L. Length:
N/A, Roark
Stiffener Data (Welding at both sides)
Config:1 3 Stiffener Results
Weld Type: I Both Horizontal Weld : 32.8% Pass
Groove Depth: 0.5 in ** Vertical Weld: 33.8% Pass
Groove Angle: 45 degrees Plate Flex+Shear, fb/Fb+(fv/Fv)^2: 6.9% Pass
Fillet H. Weld: 0.1875 in Plate Tension+Shear, ft/Ft+(fv/Fv)^2: 33.0% Pass
Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): 32.9% Pass
Width: 6 in
Height:1 18 in Pole Results
Thick: 1 in Pole Punching Shear Check: 7.8% Pass
Notch] 1 in
Grade:1 50 ksi
Weld str.: 70 ksi
Clear Space
between 6 in
Stiffeners (b):
Pole Data
Diam:1 47 in
Thick: 0.375 in
Grade: 65 ksi
of Sides: 18 T" IF Round
Ful 80 ksi
Reinf. Fillet Weld 0 0" if None
Stress Increase Factor
ASIF:) 1.333 1
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
CClplate 1.5 - Circular Base F 1.2, Effective March 19, 2012 Analysis Date: 7/18/2012
Monopole Drilled Pier
Checks capacity of a single drilled shaft foundation for
a monopole
BU#: 878532
Site Name: F1/MONTICELLO/FULFILLMENT SY
App Number: 149920 Rev. 0
I Design Reactions
Shear, S: 22.00 kips
l Moment, Mt: 2241.00 ft-kips
l Tower Weight, Wt: 28.00 kips
l Tower Height, H: 159 it
Base Diameter, BD: 47.0 in
Foundation Dimensions
Caisson Diameter, CD: 6.5 ft
l ExL Above Grade, E: 1.0 it
l Depth Below Grade, L: 28.0 it
l Neglected Depth, N: 5.0 it
l Reber Size, Sp: 11
l Reber Quantity, mp: 20
l Tie Size, tp: 5
Material Properties
I Rebar Tensile, Fy: 60 ksi
l Concrete Strength, F'c: 4000 psi
l Concrete Density, dx: 150 pd
l Clear Cover, cc: 3 in
ICU V CCAOS -WEN
I ACI 318 Version:l 2002
Design Checks
Capacity/ Demand/
Availability Limits Check
Minimum Req'd Die. 1(it): 6.50 1.63 OK
Minimum Req'd Die. 2 (it): 6.50 5.42 OK
Bearing (ksl): 13.50 0.84 OK
Rebar Area (in 2): 31.20 0.00 OK
Pier moment capacity (k-ft): 4657.35 3160.83 OK
Reber spacing (in): 9.90 2 < Bs <18 OK
Development Length (in): 231.36 12.00 OK
Soil moment capacity (FOS): 4.75 2.00 OK
ISoil Properties I
I Soil Unit Weight,
ya
105 I
l Allowable Bearing, Bc: 13.500 Ipdksf l
l Seismic Design Cat, z: B
Caisson Analysis I
Depth to Zero Shear: 8.5 it
Max Factored Moment: 3160.83 ft-kips
l Overturning FOS: 4.75
Depth I Shear I IMoment I
2.9 22.1Pki s 2307.9 ft-kips
l 5.8 Iftft 22.1 kips 2372.2 ft-kips
l 8.7 it 1.9 kips 2406.2 ft-kips
r Assume 0.33%Minimum Steel?
Bearing: 6.3 %
Steel: 67.9 %
Soil: 42.1 %
Monopole Drilled Pier (Caisson) Version 1.5 Effective Date: 04/26/2012
878532_Final_caisson.txt
CAISSON version 10.40 10:58:26 Am Wednesday, July 18, 2012
Crown Castle USA
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CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010 *
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Project Title: BU# 878532
Project Notes:
Calculation method: Full 8CD
I N P U T D A T A
Pier Properties
Diameter Distance Concrete Steel
of Top of Pier Strength Yield
above Ground Strength
ft) (ft) (ksi) (ksi)
6.50 1.00 4.00 60.00
soil Properties
Layer Type Thickness Depth at Top Density CU
of Layer
ft) (ft) (lbs/ftA3) (psf)
1 Clay 5.00 0.00 105.0
2 Sand 23.00 5.00 105.0
Design (Factored) Loads at Top of Pier
moment Axial Shear Additional Safety
Load Load Factor Against
Soil Failure
ft-k) kips) kips)
2241.0 28.0 22.00 4.75
R E S U L T S
Calculated Pier Properties
Length Weight End Bearing
Pressure
ft) kips) psf)
29.000 144.346 843.8
Ultimate Resisting Forces Along Pier
Type Distance of Top of Layer Thickness Density
to Top of Pier
ft) ft) lbs/ftA3)
Clay 1.00 5.00 105.0
Sand 6.00 15.50 105.0
Sand 21.50 7.50 105.0
Shear and moments Along Pier
Distance below Shear moment
Top of Pier with Safety Factor) with Safety Factor)
ft) kips) ft-k)
0.00 105.2 10657.7
2.90 105.2 10962.7
5.80 105.2 11267.7
8.70 9.1 11429.4
11.60 185.9 11160.2
14.50 418.8 10296.9
17.40 707.8 8676.8
20.30 1052.8 6137.6
23.20 970.2 2922.0
26.10 513.1 757.6
29.00 0.0 0.0
KP PHI
deg)
3.255 32.00
CU KP Force Arm
psf) (kips) (ft)
0.00 3.50
3.255 1317.20 15.32
3.255-1212.02 25.44
Shear
without Safety Factor) kips)
22.1
22.1
22.1
1.939.1
88.2
149.0
221.6
204.3
108.0
0.0
Page 1
Moment
without Safety Factor) ft-k)
2243.7
2307.9
2372.2
2406.2
2349.5
2167.8
1826.7
1292.1
615.2
159.5
0.0
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SPPoM PCS
BOTTOM OF TOWER STEEL
BASE RATE REF. EL 0.0-\
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MOBILE-MOBILER,. OWO. 8785J2JL14UJ& J'
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TOWER MODIFICATION
DOC 8) 12231372
E` 120 FT IF'EL(
AT&T MOBRTIYREF. DWG. 878532JL120J
O'-0'
BUSNESS UNT. 878532 TOWER D.A