2013-00466CITY OF MONTICELLO * 2 0 1 3- 0 0 4 6 6
505 WALNUT STREET
DATE ISSUED: 09/12/2013
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 $ 6,500.00
NOTE: ADDITION OF 2 MICROWAVE DISHES ON EXISTING ANTENNA PLATFORM OF EXISTING COMMUNICATION TOWER.
APPLICANT
DATA CELL SYSTEMS
13727 JOHNSON MEMORIAL DR
SHAKOPEE, MN 55379-
952) 460-3802
OWNER
ALLIED PROPERTY MANAGEMENT
20125 COMMERCIAL BLVD. 41000
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 147.61
PLAN REVIEW 95.95
STATE SURCHARGE, BLDG VAL 3.25
TOTAL 246.81
PAID WITH CC # XXXX
I.
SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE.
MONTICELLO
DEVELOPMENT SERVICES
BUILDING INSPECTIONS PER10 Ica _ _ f.-
PlI7» _
11
505 A'ALtitiT STREET, SUITE I
NIONTICELLO, \IN 55362
City Hall (763) 295-2711 Building Inspections (763) -3060
BUILDING PERMIT APPLICATION
Jv L y lLv„
Fax (763) 295-4404
Please Print - INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED.
SITE ADDRESS: 7\ 3 . e ZONED
LEGAL: Lot -7 Block 1,7- Plat l.&i xr." { Jisic4 -Lance
Property Owner Name: 41//eJ ?rooer c, !tUov — Phone:
Address: Zo (2,S 0' a r-r-cX (y Q 0 ity: Ca7crS State: Mh J Zip: SS37y
Contractor Name: 17, Ce (( S s e t 5 Phone: CY5Z- 44?0- 38d Z- State
License #: Address: (
j Z? 3>km m eta Dr. City: cS _ State: nhj Zip: `-53,7 Eng./
Architect Name: Address:
Plumber
Name: IV( A - Address:
I
1lechanicalName: N Address:
Tvve
of Work New
f
Addition Alteration
Repair
Move
Other
Phone:
City:
State: Zip: Phone:
City:
State: Zip: Phone:
City:
State: Zip: Tvpe
of Construction Single
Family Duplex
Multi -
Family Commercial
Industrial
Residential
Garage Other
Building
Information Use
of building p ttJCe' of
stories N /ft Floor
area sq. ft. Estimated
value of
construction S (piSaO Is
this a -Master Plan" per NIN Rule 1300.
0160 Subp.6? 171 Yes >< No Description
of iki' rk: - tT.Klh 2-_ K ks & FOR ROOF & SIDING PERivIITS, e
1L is . n C.x "S t jPLEASE PROVIDE # OF SQUARES Cd
Mw urisC cb• OF
SHINGLES &/OR SIDING. CtA
sieve Q<<c 4tl - T 10 - 5_2 'q' may, ryu Z I cY ?Wva I
hereby apply for a permit for construction as described and acknoccledge that the infvrntaticii ih'a t rt iciee!!alx+ile cc ttllf%te and accurate, 1 agree
that the Work will be conducted in conforniance with the ordinance., of the C'it', of Monticello and with die Laws of the State of Minnesota; and
that I understand that this application is not a pertnit and that the work is not to ,tart without a permit. I titrther understand that the work u
ill be in accordance with the plan that has been approved bt the Building Official, I agree that any damage caused to public property including but
not limited to curb, sidewalk. public utilities and ;iUns Mill he repaired at my expense. 5-
ek; -S / IZ C 3 SEE
BACK FOR PLUMBING AND
MECHANICAL INFO. qzIApplicant
Signature Application Date
APPLICANT.- Please shoat, f mitres thtrt trt•e crpplic•ctble
Fire ,S'imnre.ssion : (tf applieuhle) Ilumbitm applicable) ilech(/u
ln
c alp:
J_(_
if applicable)
N
Ttoe
r(
If
No. Fig tine o. Fix" tri Ttoe 1u. F^itture Type Sprinkler
llealA titter Closet (toilet) Furnace Otter /
Special FS Device Bathtub Gus .Fleter Lavatort•
ttrrrsh hasht) Runs flood Shower
Gas Rune Kitchen
Sink it titer heater Dishwasher
Fir Conditioning Laundry
Tub 11ech. Fireplace F
ire .-I Carnt: {if'uppliruble) Clothes hasher Bathroom(s) Exhaust Fun h
inter llettter Air- Erchunge r No.
F ixture '1'soe t '
rinul Myer Drinking
Fountain Gas Openirrz; srlo Firrnre Floor
Drain of
Device's Stop Sink Other
Ilrdrurus i
FEES:
I31(
I«. Permit Plan
Re% icu State
Surchari!z Bid-.
Total Pltmu'.
Permit Fixtures
Surcharue
PIni ;.
Total tech.
Permit Fixtures
Surcharge
TOT4L
TOTAL S9
Per Fixutre) (S9 Per Fixture) FOR
CITY USE ONLY I Iech.
I Utal Sctt
cr :access _.. _ Water
Access Water
Meter Nleter
Stiles Tax Meter'
Yotal Sets- &
Water Permit Trunk
Water Trunk
Sanitary Setter Trunk
Sturm Setter _ Lift
Station TOTAL
FEES: free
Ordinance Handout Yes No Other
Handouts Yes :*No ADDITIONAL
INFORMATION Valuation:
Construction
Type: Occupancy
Group: Square
I-ootage- z
ul Stories: of
Residential Unit,: Maximum
Occupanc}': Fire:
Sprinkler3: Ol
f-Strcet Parkin, Cot erect: Off-
Strect Parking, I_'ncotereci: Building
Official t`
T-Mobile Central LLC
8000 W. 78" Street, Suite 400
Edina, MN 55439
City of Monticello
505 Walnut Street, Suite 1
Monticello, MN 55362
Eligible Facilities Request Submitted: September 7, 2012
Local Government Application #:
Site Address: 406 East 7"' Street, City of Monticello, MN
Re: Section 6409 Eligible Facility Request to Modify Existing Tower or Base Station
T-Mobile Site #A100800
Legal description: Lots 6, 7, 8 Block 2, Lauring Hillside Terrace
Dear Ron:
T-Mobile LLC ("T-Mobile") submits this Eligible Facilities Request to modify an existing wireless tower
that does not substantially change the physical dimensions of such tower pursuant to Section 6409 of the
Middle Class Tax Relief and Job Creation Act 2012, enacted on February 22, 2012 ( a copy of which is
attached hereto).
Section 6409 of the Middle Class Tax Relief and Job Creation Act requires the City of Monticello to
grant T-Mobile's request to modify an existing wireless tower or base station so long as T-Mobile's
proposed modification does not substantially change the physical dimensions of the tower or base station.
The legislative history for Section 6409 clearly establishes the intent of Congress. "Section 6409. This
section streamlines the process for siting wireless facilities by preempting the ability of State and local
authorities to delay collocation, remoral of, and replacement of wireless transmission equipment.
emphasis added). 158 Cong. Rec E237-39 (daily ed. February 24, 2012) (Statement of Rep. Fred Upton)
As set forth in the materials submitted herewith, T-Mobile's modification involves the addition of
transmission equipment and does not substantially change the physical dimensions of the tower or base
station.
Specifically, T-Mobile will be co -locating on the existing Crown Castle 159 foot monopole and adding
two (2) two (2) foot microwave antennas. The proposed antennas RAD center will be at 142 feet.
Section 6409 of the Tax relief Act of 2012 preempts State and local government regulations pertaining to
modifications of existing cell towers and base stations other than the application of the new federal
standard -do the modifications substantially change the physical dimensions of the tower or the base
station- and the issuance of generally applicable administrative permits such as building or electrical_
permits. This jurisdiction is prohibited from requiring T-Mobile to submi-informattati-th-df is extraneous
to the very limited review that this jurisdiction is allowed to conduct urider,,Ois netiuV&Mlfikv!-Firs `` lPY
jurisdiction is also precluded from applying special or conditional use pennits, state or local
environmental, variance or other use regulations in processing this Eligible Facilities Request.
The Tax Relief Act requires this jurisdiction to issue a final detennination on this Eligible Facilities
Request promptly. Accordingly, T-Mobile requests a written answer to this Eligible Facilities Request
within 30 days.
Thank you for your consideration of this Eligible Facilities Request and we look forward to working with
you to provide better wireless services to your community.
Sincerely,
Claire Aspess
Project Manager
Faulk and Foster o/b/o T-Mobile LLC
773-209-2325
Enc:
1. Eligible Facilities Request
2. Legal Description of Property
3. Construction Drawings depicting works do not substantially change the physical dimensions of the
tower
4. Structural Analysis
5. Copy of the Middle Class Tax Relief and Job Creation Act 2012
CL//0 !
Date: August 13, 2012 AS L E
Branden Woodard Crown Castle
Crown Castle 2000 Corporate Drive
11 Grandview Circle, Suite 220 Canonsburg, PA 15317
Canonsburg, PA 15317 (724) 416-2000
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co -Locate
Carrier Site Number: A100800A
Carrier Site Name: Crown Castle #878532
Crown Castle Designation: Crown Castle BU Number. 878532
Crown Castle Site Name: F1/MONTICELLO/FULFILLMENT SYST
Crown Castle JDE Job Number: 198441
Crown Castle Work Order Number: 518410
Crown Castle Application Number: 155789 Rev. 3
Engineering Firm Designation: Crown Castle Project Number: 518410
Site Data: 406 EAST 7TH STREET, MONTICELLO, Wright County, MN
Latitude 450 17' S3.22", Longitude -93° 47' 3284"
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 518410, in accordance with
application 155789, revision 3.
The purpose of the analysis Is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC7: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and exisUng/reserved 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: Adam Junstrom, E.I.T. / SLS
Respectfully submitted by:
Aaron C. Poot, P.E.
HN ESSIONAL ENGI
I hereby certify that this plan, specification, or report
was prepared by me or under my direct supervision
and that i am a duly Licensed Professional Engineer
ander the laws of the State of Minnesota.
Manager Engineering ., 't P r1.;':' I.) FILE COP nt Name: nit
q4ty }_ IFa Ikt f,.. ... .'. ,-,! i-Oi5 (:i!:L
ofInaW
tnxTower Re ort - version 6 0?4UPra, rcr,,r, Dta. Js113AL License It 44488
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIA
Table 1 - Proposed Antenna and Cable Information
Table 2 - Existing and Reserved Antenna and Cable Information
Table 3 - Design Antenna and Cable Information
3) ANALYSIS PROCEDURE
Table 4 - Documents Provided
3.1) Analysis Method
3.2) Assumptions
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
Table 6 — Tower Components vs. Capacity
4.1) Recommendations
5) APPENDIX A
tnxTower Output
6) APPENDIX B
Base Level Drawing
7) APPENDIX C
Additional Calculations
August 13, 2012
CC/ BU No 878532
Page 2
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
1) INTRODUCTION
August 13, 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, 37.6 mph with 0.75 inch ice thickness, and 50 mph under service loads.
Table 1 - Proposed Antenna and Cable Information
Mounting
Center
Line
Number
Antenna
Number Feed
Level (ft) Elevation
of
Manufacturer
Antenna Model of Feed Line Note
ft)
Antennas Lines Size in)
1 andrew VHLP2-11
140.0
1 tower mounts Pipe Mount [PM 601-1]
140.0 1. ..... ..... .... . 2 3/8
1 andrew VHLP2-18
139.0
1 tower mounts Pipe Mount [PM 601-1]
Table 2 - Existing and Reserved Antenna and Cable Information
Center
Number Number
Feed
Mounting Line
of
Antenna
Antenna Model of Feed
Line
Note
Level (ft) Elevation
Antennas
Manufacturer
Lines
Size
ft) in)
kmw ET-X-TS-70-15-62-18-iR-RD
1
communications w/ Mount Pipe
2 powerwave P90-15-XLPP-RR
technologies w/ Mount Pipe
157.0 3 1-1/4 2
155.0
3 samsung RRH-C2A w/EXT FILTER
telecommunications
3 samsung RRH-P4
telecommunications
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
18
ETT19V2S12UB
1-5/8 1
140.0
1 tower mounts Platform Mount [LP 303-1]
12 andrew 641280-DF
120.0
123.0
6 powerwave RA21.7770.00 w/ Mount Pipe 12 1-5/8 1
technologies
120.0 1 tower mounts Platform Mount [LP 701-1]
Notes:
T
1) Existing Equipment
2) Reserved Equipment
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
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_.._. 1.2____daps
120 120 12 dapa
100 160 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 3.
1) Analysis Method Remarks
August
13, 2012 CCI
BU No 878532 Page
4 Number
Feed Antenna
Model of Feed Line Lines
Size (in) 48000 - -
48000
48000 - -
48000..._
48000 - -
Reference
Source Terracon
1504987 CCISITES GPD
Associates, Inc. 2286749 CCISITES Engineered
Endeavors, Inc. 1621567 CCISITES Engineered
Endeavors, Inc. 1617475 CCISITES GPD
Associates, Inc. 2231372 CCISITES 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 518410, Application 155789, Revision 3
4) ANALYSIS RESULTS
Table 5 - Section Capacity (Summary)
August 13, 2012
CC/ BU No 878532
Page 5
Section I Elevation (ft) I
Component I Size I Critical I P (K) ISF'P_allowIcapacityl Pass / Fail
No. Type Element K)
L1 159 - 133.42 Pole TP21.29xl6x0.1875 1 3.33 632.62 35.2 Pass
L2
133.42 -
Pole TP30.21x20.2601x0.25 2 10.30 1199.42 95.4 Pass
87.837
L3 Pole TP38.8x28.8256x0.3125 3 ; 17.22 1927.60 101.4 Passe
43.2903
L4 43.2903 - 0 Pole TP47x37.0697x0.375 4 i 28.24 i 2885.04 94.1 Pass
Summary
Pole (1-3) 101.4 Passe
Rating = 101.4 Passe
Table 6 - Tower Component Stresses vs. Capacity — LC7
Notes I Component I Elevation (ft) I % Capacity I Pass / Fail
1 Anchor Rods 0 93.1 Pass
1 Base Plate 0 96.8 Pass
1 Base Foundation 0 78.5 Pass
Structure Rating (max from all components) = I 101.4%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, reserved, 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 518410, Application 155789, Revision 3
APPENDIX A
TNXTOWER OUTPUT
August 13, 2012
CCI BU No 878532
Page 6
tnxTower Report - version 6.0.4.0
15910 ft it
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION I TYPE j ELEVATION
Lighting Rod 3/4" x 4' 159 1(2) ET-r19V2S12UB 140
E-r-X-0-7D-15-62-18-iR-RD w/ Mount 155 140
Pipe Pipe Mount PM 601 -1 140
P90-15-XLPP-RR w/ Mount Pipe 155 Pipe Mount PM 601 -1 140 RRH-
C2Aw/EXT FILTER 155 Platform Mount [LP 303-1 140 RRH-
C2A w/E)(T FILTER 155 (3) TMBX-6517-R2M w/ Mount Pipe 140 RRH-
C2Aw/EXT FILTER 155 VHLP2-11 140 rr
RRH-P4 15140 133.
4 It 1RH-P4 155 1(4) 64128D-DF 120 RRH-
P4 155 1 (4) 641280-OF 120 T-
Arm Mount TA 601-31 155 1(4) 641280-DF 120 III
1(3) 8x2"Antenna Mount Pipe 155 1 Platform Mount [LP 701 -1 120 1(
3) 8'x2' Antenna Mount Pipe 155 :(2) 7x2" Antenna Mount Pipe 120 3)
Tx2' Antenna Mount Pipe 155 (2) rx2"Antenna Mount Pipe 120 P90-
15-XLPP-RR w/ Mount Pipe 155 2) Tx2"Anterna Mount Pipe 120 1(
3) TMBX-6517-R2M w/ Mount Pipe 140 1(2) RA21.7770.00 wl Mount Pipe 120 1(
3) TMBX-6517-R2M w/ Mount Pipe 140 1(2) RA21 7770.00 wl Mount Pipe 120 1(
2) ETT19V2S12UB 140 (2) RA217770.00 w/ Mount Pipe 120 MATERIAL
STRENGTH Fu
GRADE I IFY Fu GRADEIFyA572-
65 165 k& 180 ksi 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 38 mph basic wind with 0.75 in ice. Ice is considered to increase
in thickness with height. 87.
8 tt 4. Deflections are based upon a 50 mph wind. 5.
TOWER RATING: 101.4% 43
3 ft i
A
Piif
O
AXIAL
48K
SHEAR
MOMENT 7
K L_r) 820 kii TORQUE
0 kip-ft 38
mph WIND - 0.7500 in ICE AXIAL
28
K SHEAR`—
MOMENT 24
KJ_ 2574 kip-ft TORQUE
0 kip-ft REACTIONS -
80 mph WIND Crown
Castle Job: BU# 878532 2000
Corporate Drive Project: 1r,
n by: Adam Junstro App'd: Canonsburg, PA 15317 C":
Crown Castle We
Are solutions Phone: (724) 416-2000 code: TIA/EIA-222+ Dale: 08/09/12 scale NTS 1 FAX:
Path:.,_. I Dwg No E- 11
August 13, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 7
Tower Input Data
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 38 mph is used in combination with ice.
9) Temperature drop of 50 *F.
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
Use Clear Spans For Wind Area
Use Clear Spans For KL/r
Retension Guys To Initial Tension
4 Bypass Mast Stability Checks
Use Azimuth Dish Coefficients
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
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 //C J lt/Q w WA
in in2 in in in in3 /n4 in2 in
L1 16.2468 9.4104 297.2674 5.6134 8.1280 36.5733 594.9259 4.7061 2.4860 13.259
tnxTower Report - version 6.0.4.0
August 13, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 8
Section Tip Dia. Area 1 r C I/C J lt/Q w WA
in ln2 in in in in3 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 Grade Adjust. Factor Adjust. Weight Mutt. Double Angle Double Angle
Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt
per face) Ar Spacing Spacing
Diagonals Horizontals
ft ft, 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 Round Or Flat
Description Face Allow Component Placement Total Number Clear Width or Perimete Weight
or Shield Type Number Per Row Spacing Diamete r
Leg ft in r p/f
in in
Feed Line/Linear Appurtenances - Entered As Area
Description Face Allow Component Placement Total CAAA Weight
or Shield Type Number
Leg ft ft2/ft pH
TYPE 5( 1 1/4") B No CaAa (Out Of 155.00 - 0.00 2 No Ice 0.13 1.10
Face) 1/2" Ice 0.23 2.18
V Ice 0.33 3.86
2" Ice 0.53 9.07
4" Ice 0.93 26.81
TYPE 5( 1 1/4") B No CaAa (Out Of 155.00 - 0.00 1 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
CNT-400(3/8") C No CaAa (Out Of 140.00 - 0.00 2 No Ice 0.00 0.07
Face) 1/2" Ice 0.00 0.62
1" Ice 0.00 1.78
2" Ice 0.00 5.94
4" Ice 0.00 21.59
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
Description Face Allow Component Placement
or Shield Type
Leg ft
LDF7-50A(1-5/8") C No Inside Pole 120.00 - 0.00
August 13, 2012
CCI BU No 878532
Page 9
Total CAAA Weight
Number
ftl/ft PIf
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 ft, ft, fe 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 5.438 0.07
C 0.000 0.000 0.000 3.968 0.08
L2 133.42-87.84 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 11.487 0.15
C 0.000 0.000 0.000 27.487 0.90
L3 87.84-43.29 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 11.226 0.15
C 0.000 0.000 0.000 26.862 1.01
L4 43.29-0.00 A 0.000 0.000 0.000 0.000 0.00
B 0.000 0.000 0.000 10.909 0.14
C 0.000 0.000 0.000 26.104 0.98
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 Leg in ft2 ft2 ft, 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 13.175 0.23
C 0.000 0.000 0.000 7.506 0.49
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 27.828 0.48
C 0.000 0.000 0.000 51.999 3.68
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 26.660 0.46
C 0.000 0.000 0.000 50.013 3.62
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 25.000 0.42
C 0.000 0.000 0.000 47.241 3.33
Feed Line Center of Pressure
Section Elevation CPX CPZ CPX CPZ
ce ice
ft in in in in
L1 159.00-133.42 0.0482 0.2358 0.1624 0.3948
L2 133.42-87.84 0.3254 0.4576 0.3640 0.6941
L3 87.84-43.29 0.3509 0.4935 0.4118 0.7807
L4 43.29-0.00 0.3674 0.5168 0.4424 0.8297
Discrete Tower Loads
tnxTower Report - version 6.0.4.0
August 13, 2012
159 Ft Monopole Tower Structural Analysis CC/ BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 10
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
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
ET-X-TS-70-15-62-18-iR- B From Leg 4.00 0.0000 155.00 No Ice 8.70 6.49 0.07
RD w/ Mount Pipe 0.00 1/2" 9.37 7.69 0.13
2.00 Ice 10.00 8.62 0.21
1" Ice 11.29 10.47 0.39
2" Ice 13.98 14.36 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
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 601-31 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
3) 8'x2" Antenna Mount A From Leg 4.00 0.0000 155.00 No Ice 1.90 1.90 0.03
Pipe 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
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
Description Face Offset Offsets: Azimuth P
or Type Horz Adjustmen
Leg Lateral t
Vert
ft
ft
ft
3) 8'x2" Antenna Mount B From Leg 4.00 0.0000
Pipe 0.00
0.00
3) 8'x2" Antenna Mount C From Leg 4.00 0.0000
Pipe 0.00
0.00
3) TMBX-6517-R2M w/ A From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
3) TMBX-6517-R2M w/ B From Leg 4.00 0.0000
Mount Pipe 0.00
2.00
3) TMBX-6517-R2M w/ C From Leg 4.00
Mount Pipe 0.00
2.00
2) ETT19V2S12UB A From Leg 4.00
0.00
0.00
2) ETT19V2S12UB B From Leg 4.00
0.00
0.00
2) ETT19V2S12UB C From Leg 4.00
0.00
0.00
Pipe Mount [PM 601-1] A From Leg 4.00
0.00
0.00
Pipe Mount [PM 601-1] B From Leg 4.00
0.00
1.00
Platform Mount [LP 303-1] C None
tnxTower Report - version 6.0.4.0
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
lacement CAAA
Front
ft ft
2" Ice 6.50
4" Ice
155.00 No Ice 1.90
1/2" 2.73
Ice 3.40
1" Ice 4.40
2" Ice 6.50
4" Ice
155.00 No Ice 1.90
1/2" 2.73
Ice 3.40
1" Ice 4.40
2" Ice 6.50
4" Ice
140.00 No Ice 6.26
1/2" 6.88
Ice 7.48
1" Ice 8.67
2" Ice 11.14
4" Ice
140.00 No Ice 6.26
1/2" 6.88
Ice 7.48
1" Ice 8.67
2" Ice 11.14
4" Ice
140.00 No Ice 6.26
1/2" 6.88
Ice 7.48
1" Ice 8.67
2" Ice 11.14
4" Ice
140.00 No Ice 0.67
1/2" 0.78
Ice 0.90
1" Ice 1.17
2" Ice 1.81
4" Ice
140.00 No Ice 0.67
1/2" 0.78
Ice 0.90
1" Ice 1.17
2" Ice 1.81
4" Ice
140.00 No Ice 0.67
1/2" 0.78
Ice 0.90
1" Ice 1.17
2" Ice 1.81
4" Ice
140.00 No Ice 3.00
1/2" 3.74
Ice 4.48
1" Ice 5.96
2" Ice 8.92
4" Ice
140.00 No Ice 3.00
1/2" 3.74
Ice 4.48
1" Ice 5.96
2" Ice 8.92
4" Ice
140.00 No Ice 14.66
1/2" 18.87
August 13, 2012
CCI BU No 878532
Page 11
CAAA Weight
Side
ftz K
6.50 0.30
1.90 0.03
2.73 0.04
3.40 0.06
4.40 0.12
6.50 0.30
1.90 0.03
2.73 0.04
3.40 0.06
4.40 0.12
6.50 0.30
5.68 0.04
7.00 0.09
8.15 0.15
10.16 0.30
14.39 0.75
5.68 0.04
7.00 0.09
8.15 0.15
10.16 0.30
14.39 0.75
5.68 0.04
7.00 0.09
8.15 0.15
10.16 0.30
14.39 0.75
0.32 0.01
0.41 0.02
0.50 0.02
0.72 0.04
1.27 0.10
0.32 0.01
0.41 0.02
0.50 0.02
0.72 0.04
1.27 0.10
0.32 0.01
0.41 0.02
0.50 0.02
0.72 0.04
1.27 0.10
0.90 0.07
1.12 0.08
1.34 0.09
1.78 0.12
2.66 0.18
0.90 0.07
1.12 0.08
1.34 0.09
1.78 0.12
2.66 0.18
14.66 1.25
18.87 1.48
August 13, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 12
Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustmen Front Side
Leg Lateral t
Vert
ft ft ft, ft, K
ft
ft
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
3.00 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
3.00 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
3.00 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 4.00 0.0000 120.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
2.00 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 4.00 0.0000 120.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
2.00 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 4.00 0.0000 120.00 No Ice 1.66 1.66 0.03
Pipe 0.00 1/2" 2.39 2.39 0.04
2.00 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
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
Description
Lighting Rod 3/4" x 4'
Face Offset Offsets: Azimuth Placement CAAA CAAA
or Type Horz Adjustmen Front Side
Leg lateral t
Vert
ft ft ftZ ftz
ft °
ft
August 13, 2012
CCI BU No 878532
Page 13
Weight
K
C From Leg 0.00 0.0000 159.00 No Ice 0.30 0.30 0.03
0.00 1/2" 0.71 0.71 0.03
2.00 Ice 1.00 1.00 0.04
1" Ice 1.52 1.52 0.06
2" Ice 2.72 2.72 0.14
4" Ice
Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
ft ft ft ftz K
VHLP2-11 A Paraboloid w/o From 4.00 0.0000 140.00 2.17 No Ice 3.72 0.03
Radome Leg 0.00 1/2" Ice 4.01 0.05
0.00 1" Ice 4.30 0.07
2" Ice 4.88 0.11
4" Ice 6.04 0.19
VHLP2-18 B Paraboloid w/o From 4.00 0.0000 140.00 2.17 No Ice 3.72 0.03
Radome Leg 0.00 1/2" Ice 4.01 0.05
1.00 1" Ice 4.30 0.07
2" Ice 4.88 0.11
4" Ice 6.04 0.20
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+Ice+Temp
22 Dead+Wind 210 deg+Ice+Temp
23 Dead+Wind 240 deg+Ice+Temp
24 Dead+Wind 270 deg+Ice+Temp
Load Combinations
Description
tnxTower Report - version 6.0.4.0
August 13, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 14
Comb. Description
No.
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 kio-ft kip-ft
L1 159 - 133.42 Pole Max Tension 33 0.00 0.00 0.00
Max. Compression 14 8.14 0.42 0.06
Max. Mx 5 3.37 91.59 0.06
Max. My 2 3.33 0.32 92.09
Max. Vy 11 8.08 91.05 0.55
Max. Vx 8 8.21 0.46 91.89
Max. Torque 8 0.59
L2 133.42 - Pole Max Tension 1 0.00 0.00 0.00
87.837
Max. Compression 14 21.73 2.30 2.07
Max. Mx 11 10.33 669.60 7.90
Max. My 8 10.30 3.09 676.19
Max. Vy 11 16.62 669.60 7.90
Max. Vx 8 16.75 3.09 676.19
Max. Torque 8 0.59
L3 87.837 - Pole Max Tension 1 0.00 0.00 0.00
43.2903
Max. Compression 14 32.54 5.82 4.79
Max. Mx 11 17.23 1474.53 14.94
Max. My 8 17.22 5.49 1486.78
Max. Vy 11 20.32 1474.53 14.94
Max. Vx 8 20.45 5.49 1486.78
Max. Torque 8 0.48
L4 43.2903 - 0 Pole Max Tension 1 0.00 0.00 0.00
Max. Compression 14 47.84 10.17 8.16
Max. Mx 11 28.24 2553.16 22.44
Max. My 8 28.24 7.93 2571.56
Max. Vy 11 23.89 2553.16 22.44
Max. Vx 8 24.02 7.93 2571.56
Max. Torque 5 0.45
Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Pole Max. Vert 21 47.84 0.02 7.20
Max. H. 11 28.26 23.87 0.16
Max. H. 2 28.26 0.24 23.98
Max. Mx 2 2566.70 0.24 23.98
Max. Mz 5 2540.26 23.79 0.04
Max. Torsion 9 0.42 11.79 20.75
Min. Vert 1 28.26 0.00 0.00
tnxTower Report - version 6.0.4.0
August 13, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 15
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load K K K
Comb.
Min. H. 5 28.26 23.79 0.04
Min. H. 8 28.26 0.06 23.99
Min. Mx 8 2571.56 0.06 23.99
Min. M, 11 2553.16 23.87 0.16
Min. Torsion 5 0.45 23.79 0.04
Tower Mast Reaction Summary
Load Vertical Shearx Shear, Overturning Overturning Torque
Combination Moment, Mx Moment, M,
K K K kip-ft kip-ft kip-ft
Dead Only 28.26 0.00 0.00 1.36 1.18 0.00
Dead+Wind 0 deg - No Ice 28.26 0.24 23.98 2566.70 36.17 0.01
Dead+Wind 30 deg - No Ice 28.26 11.86 20.63 2203.23 1264.21 0.07
Dead+Wind 60 deg - No Ice 28.26 20.59 11.89 1268.57 2197.92 0.30
Dead+Wind 90 deg - No Ice 28.26 23.79 0.04 7.60 2540.26 0.45
Dead+Wind 120 deg - No Ice 28.26 20.64 12.20 1315.98 2204.75 0.28
Dead+Wind 150 deg - No Ice 28.26 11.90 20.86 2238.91 1270.37 0.05
Dead+Wind 180 deg - No Ice 28.26 0.06 23.99 2571.56 7.93 0.24
Dead+Wind 210 deg - No Ice 28.26 11.79 20.75 2224.11 1256.49 0.42
Dead+Wind 240 deg - No Ice 28.26 20.70 11.95 1280.86 2216.25 0.30
Dead+Wind 270 deg - No Ice 28.26 23.87 0.16 22.44 2553.16 0.09
Dead+Wind 300 deg - No Ice 28.26 20.74 12.05 1291.52 2221.81 0.06
Dead+Wind 330 deg - No Ice 28.26 12.11 20.74 2218.80 1302.55 0.04
Dead+Ice+Temp 47.84 0.00 0.00 8.16 10.17 0.00
Dead+Wind 0 47.84 0.06 7.20 802.32 19.80 0.01
deg+Ice+Temp
Dead+Wind 30 47.84 3.56 6.20 688.40 389.56 0.06
deg+Ice+Temp
Dead+Wind 60 47.84 6.18 3.57 393.02 684.51 0.16
deg+lce+Temp
Dead+Wind 90 47.84 7.15 0.01 10.19 792.75 0.22
deg+Ice+Temp
Dead+Wind 120 47.84 6.20 3.65 421.82 686.71 0.17
deg+Ice+Temp
Dead+Wind 150 47.84 3.58 6.26 713.86 391.83 0.07
deg+Ice+Temp
Dead+Wind 180 47.84 0.02 7.20 819.23 7.43 0.05
deg+Ice+Temp
Dead+Wind 210 47.84 3.54 6.23 709.55 407.29 0.15
deg+Ice+Temp
Dead+Wind 240 47.84 6.21 3.59 411.90 709.14 0.16
deg+lce+Temp
Dead+Wind 270 47.84 7.16 0.04 1.53 815.93 0.13
deg+Ice+Temp
Dead+Wind 300 47.84 6.22 3.62 399.73 710.99 0.11
deg+Ice+Temp
Dead+Wind 330 47.84 3.63 6.23 692.92 420.11 0.07
deg+Ice+Temp
Dead+Wind 0 deg - Service 28.26 0.09 9.37 1004.10 14.90 0.01
Dead+Wind 30 deg - Service 28.26 4.63 8.06 861.75 494.22 0.03
Dead+Wind 60 deg - Service 28.26 8.04 4.64 495.80 859.78 0.12
Dead+Wind 90 deg - Service 28.26 9.29 0.02 3.84 993.81 0.18
Dead+Wind 120 deg - 28.26 8.06 4.76 516.13 862.51 0.11
Service
Dead+Wind 150 deg - 28.26 4.65 8.15 877.50 496.67 0.02
Service
Dead+Wind 180 deg - 28.26 0.02 9.37 1007.73 2.37 0.10
Service
Dead+Wind 210 deg - 28.26 4.61 8.11 871.67 492.68 0.17
Service
Dead+Wind 240 deg - 28.26 8.09 4.67 502.36 868.47 0.12
Service
Dead+Wind 270 deg - 28.26 9.32 0.06 7.93 1000.36 0.03
Service
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
August 13, 2012
CCI BU No 878532
Page 16
Load Vertical Shear, Shear, Overturning Overturning Torque
Combination Moment, M, Moment, M,
K K K kip-ft kip-ft kip-ft
Dead+Wind 300 deg - 28.26 -8.10 -4.71-504.83 870.67 -0.02
Service
Dead+Wind 330 deg - 28.26 -4.73 -8.10-867.90 510.75 -0.02
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 28.26 0.00 0.00 28.26 0.00 0.000%
2 0.24 28.26 23.98 0.24 28.26 23.98 0.000%
3 11.86 28.26 20.63 11.86 28.26 20.63 0.000%
4 20.59 28.26 11.89 20.59 28.26 11.89 0.000%
5 23.79 28.26 0.04 23.79 28.26 0.04 0.000%
6 20.64 28.26 12.20 20.64 28.26 12.20 0.000%
7 11.90 28.26 20.86 11.90 28.26 20.86 0.000%
8 0.06 28.26 23.99 0.06 28.26 23.99 0.000%
9 11.79 28.26 20.75 11.79 28.26 20.75 0.000%
10 20.70 28.26 11.95 20.70 28.26 11.95 0.000%
11 23.87 28.26 0.16 23.87 28.26 0.16 0.000%
12 20.74 28.26 12.05 20.74 28.26 12.05 0.000%
13 12.11 28.26 20.74 12.11 28.26 20.74 0.000%
14 0.00 47.84 0.00 0.00 47.84 0.00 0.000%
15 0.06 47.84 7.20 0.06 47.84 7.20 0.000%
16 3.56 47.84 6.20 3.56 47.84 6.20 0.000%
17 6.18 47.84 3.57 6.18 47.84 3.57 0.000%
18 7.15 47.84 0.01 7.15 47.84 0.01 0.000%
19 6.20 47.84 3.65 6.20 47.84 3.65 0.000%
20 3.58 47.84 6.26 3.58 47.84 6.26 0.000%
21 0.02 47.84 7.20 0.02 47.84 7.20 0.000%
22 3.54 47.84 6.23 3.54 47.84 6.23 0.000%
23 6.21 47.84 3.59 6.21 47.84 3.59 0.000%
24 7.16 47.84 0.04 7.16 47.84 0.04 0.000%
25 6.22 47.84 3.62 6.22 47.84 3.62 0.000%
26 3.63 47.84 6.23 3.63 47.84 6.23 0.000%
27 0.09 28.26 9.37 0.09 28.26 9.37 0.000%
28 4.63 28.26 8.06 4.63 28.26 8.06 0.000%
29 8.04 28.26 4.64 8.04 28.26 4.64 0.000%
30 9.29 28.26 0.02 9.29 28.26 0.02 0.000%
31 8.06 28.26 4.76 8.06 28.26 4.76 0.000%
32 4.65 28.26 8.15 4.65 28.26 8.15 0.000%
33 0.02 28.26 9.37 0.02 28.26 9.37 0.000%
34 4.61 28.26 8.11 4.61 28.26 8.11 0.000%
35 8.09 28.26 4.67 8.09 28.26 4.67 0.000%
36 9.32 28.26 0.06 9.32 28.26 0.06 0.000%
37 8.10 28.26 4.71 8.10 28.26 4.71 0.000%
38 4.73 28.26 8.10 4.73 28.26 8.10 0.000%
Non -Linear Convergence Results
Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 4 0.00000001 0.00000001
2 Yes 5 0.00000001 0.00010434
3 Yes 6 0.00000001 0.00015204
4 Yes 6 0.00000001 0.00015099
5 Yes 5 0.00000001 0.00004096
6 Yes 6 0.00000001 0.00015328
7 Yes 6 0.00000001 0.00015498
8 Yes 5 0.00000001 0.00009997
9 Yes 6 0.00000001 0.00014974
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
10 Yes 6 0.00000001 0.00015332
11 Yes 5 0.00000001 0.00012419
12 Yes 6 0.00000001 0.00015523
13 Yes 6 0.00000001 0,00015229
14 Yes 4 0.00000001 0.00006700
15 Yes 5 0.00000001 0.00047139
16 Yes 6 0.00000001 0.00012233
17 Yes 6 0.00000001 0.00012134
18 Yes 5 0.00000001 0.00046518
19 Yes 6 0.00000001 0.00013134
20 Yes 6 0.00000001 0.00012927
21 Yes 5 0.00000001 0.00047896
22 Yes 6 0.00000001 0.00012960
23 Yes 6 0.00000001 0.00013330
24 Yes 5 0.00000001 0.00047567
25 Yes 6 0.00000001 0.00013054
26 Yes 6 0.00000001 0.00013111
27 Yes 4 0.00000001 0.00033061
28 Yes 5 0.00000001 0.00040252
29 Yes 5 0.00000001 0.00039832
30 Yes 4 0.00000001 0.00033109
31 Yes 5 0.00000001 0.00042109
32 Yes 5 0,00000001 0.00042274
33 Yes 4 0.00000001 0.00048996
34 Yes 5 0.00000001 0.00039516
35 Yes 5 0.00000001 0.00041425
36 Yes 4 0.00000001 0.00044641
37 Yes 5 0.00000001 0.00042511
38 Yes 5 0.00000001 0.00041517
Maximum Tower Deflections - Service Wind
August 13, 2012
CCI BU No 878532
Page 17
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 58.066 32 3.2257 0.0027
L2 136.587 - 87.837 43.160 32 3.0692 0.0024
L3 92.1703 - 18.706 32 2.0365 0.0005
43.2903
L4 48.707 - 0 4.942 32 0.9476 0.0002
Critical Deflections and Radius of Curvature - Service Wind I
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
159.00 Lighting Rod 3/4" x 4' 32 58.066 3.2257 0.0035 16783
155.00 P90-15-XLPP-RR w/ Mount Pipe 32 55.359 3.2087 0.0035 16783
140.00 VHLP2-11 32 45.366 3.1082 0.0032 4419
139.00 VHLP2-18 32 44.716 3.0976 0.0032 4209
120.00 2) RA21.7770.00 w/ Mount Pipe 32 33.015 2.7691 0.0023 2885
Maximum Tower Deflections - Design Wind
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
ft in Comb.
L1 159 - 133.42 147.522 8 8.2110 0.0068
L2 136.587 - 87.837 109.734 7 7.8143 0.0059
L3 92.1703 - 47.660 7 5.1906 0.0011
tnxTower Report - version 6.0.4.0
August 13, 2012
159 Ft Monopole Tower Structural Analysis CCI BU No 878532
Project Number 518410, Application 155789, Revision 3 Page 18
Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
It in Comb.
43.2903
L4 48.707 - 0 12.608 7 2.4176 0.0005
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
ft Comb. in ft
159.00 Lighting Rod 3/4" x 4' 8 147.522 8.2110 0.0089 6846
155.00 P90-15-XLPP-RR w/ Mount Pipe 8 140.659 8.1682 0.0087 6846
140.00 VHLP2-11 7 115.323 7.9133 0.0079 1799
139.00 VHLP2-18 7 113.677 7.8864 0.0078 1714
120.00 2) RA21.7770.00 w/ Mount Pipe 7 84.004 7.0524 0.0056 1166
Compression Checks
Pole Design Data
Section Elevation Size L Lu KYr Fa A Actual Allow. Ratio
No. P Pa P
ft ft ft ksi in2 K K Pa
L1 159 - 133.42 TP21.29xl6x0.1875 25.58 0.00 0.0 39.000 12.1689 -3.33 474.58 0.007
1)
L2 133.42 - TP30.21x20.26014.25 48.75 0.00 0.0 39.000 23.0715 -10.30 899.79 0.011
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 48.88 0.00 0.0 39.000 37.0784 -17.22 1446.06 0.012
43.2903(3)
H1-3+VT (1.35 CR) - 3
L4 43.2903 - 0 (4) TP47x37.0697x0.375 48.71 0.00 0.0 39.000 55.4954 -28.24 2164.32 0.013
Pole Bending Design Data
Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. K fb, Fbx fbx My fby Fby fby
ft kip-ft ksi ksi Fbx kip-ft ksi ksi Fbr
L1 159 - 133.42 TP21.29xl6x0.1875 92.09 18.022 39.000 0.462 0.00 0.000 39.000 0.000
1)
L2 133.42 - TP30.21x20.2601x0.25 677.28 49.135 39.000 1.260 0.00 0.000 39.000 0.000
87.837(2)
L3 87.837 - TP38.8x28.8256x0.3125 1488.6 52.255 39.000 1.340 0.00 0.000 39.000 0.000
43.2903(3) 5
L4 43.2903-0 TP47x37.0697x0.375 2574.2 48.390 39.000 1.241 0.00 0.000 39.000 0.000
4) 1
Pole Shear Design Data
Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio
No. V fv F, f T ft Ft fK
ft K ksi ksi Fv kip-ft ksi ksi Ft
L1 159 - 133.42 TP21.29xl6x0.1875 8.19 0.673 26.000 0.052 0.35 0.034 26.000 0.001
tnxTower Report - version 6.0.4.0
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
APPENDIX B
BASE LEVEL DRAWING
August 13, 2012
CCI BU No 878532
Page 20
tnxTower Report - version 6.0.4.0
g R
b_
n
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i
159 Ft Monopole Tower Structural Analysis
Project Number 518410, Application 155789, Revision 3
APPENDIX C
ADDITIONAL CALCULATIONS
August 13, 2012
CC/ 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: F
Site Name: F1/MONTICELLO/FULF/LLMENT Max. Service Shaft M: 2781.169 ft-kips (* Note)
App #: 155789, Rev. 3 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 1 <--- Enter Factor
Pier Properties
Concrete:
Pier Diameter =1 6.5 Ift
Concrete Area = 4778.4 in
Reinforcement:
Clear Cover to Tie= 4.00
Horiz. Tie Bar Size= 5 lin
Vert. Cage Diameter = 5.61 ft
Vert. Cage Diameter = 67.34 in
Vertical Bar Size =I 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. Rho:l 0.33% (Flexural
Provided Rho:` 0.65% +OK
Ref. Shaft Max Axial Capacities, (b Max(Pn or Tn):
Max Pu = (9=0.65) Pn.
Pn per ACI 318 (10-2) 9366.42 1 kips
at Mu=(4=0.65)Mn= 5264.58 ft-kips
I MaxTu,((p=0.9)Tn=l 1684.8 Ikips
I at Mu=(=(0.90)Mn= 0.00 Ift-kips
Load Factor Shaft Factored Loads
1.30 Mu: 3615.52 Ift-kips
1.30 Pu: 1 36.4 +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 = I 0.003
ACI 318 Code
Select Analysis ACI Code= I 2002 I
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: 11.92 in
Extreme Steel Strain, et: 0.0152
ct > 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: 4604.26 ft-kips
Drilled Shaft Superimposed Mu: 3615.52 ft-kips
I (Mu/cpMn, Drilled Shaft Flexure CSR: I 78.5%
Drilled -Shaft -Moment -Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 8/13/2012
Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material
I TIA Rev F1
Site Data Reactions
BU#:878532 MomentJ 2574 ft-kips
Site Name: F1/MONT/CELLO/FULF/LL Axial: 28 kips
App #: 155789, Rev. 3 Shear: 24 kips
Pole Manufacturer: 1 Other
Anchor Rod Data
Qty: 12
Diam: 2.25 in
Rod Material: A615-J
Strength (Fu): 100 ksi
Yield (Fy): 75 ksi
Bolt Circle: 56 in
Plate Data
Diam: 62 in
Thick: 1.75 in
Grade: 60 ksi
Single -Rod 13-eff:1 12.43 in
IIf No stiffeners, Criteria: I AISC ASD I< -Only Applcable to Unstiffened Cases
Anchor Rod Results I Stiffened
Maximum Rod Tension: 181.5 Kips Service, ASD
Allowable Tension: 195.0 Kips FtyASIF
Anchor Rod Stress Ratio: 93.1 % Pass
Base Plate Results Flexural Check Stiffened
Base Plate Stress: 58.0 ksi Service, ASD
Allowable Plate Stress: 60.0 ksi 0.75`FyASIF
Base Plate Stress Ratio: 96.8% Pass Y.L. Length:
N/A, Roark
Stiffener Data (Welding at both sides)
Config: 3
Weld Type: Both
Groove Depth: 0.5 in *`
Groove Angle: 45 degrees
Fillet H. Weld: 0.1875 in
Fillet V. Weld: 0.3125 in
Width: 6 in
Height: 18 in
Thick:1 1 in
Notch: 1 in
Grade: 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 o„ IF Round
Fu 80 ksi
Reinf. Fillet Weld 0 0,, if None
Stress Increase Factor
ASIF:1 1.333 1
Stiffener Results
Horizontal Weld : 37.9% Pass
Vertical Weld: 38.7% Pass
Plate Flex+Shear, fb/Fb+(fv/Fv)12: 8.3% Pass
Plate Tension+Shear, ft/Ft+(fv/Fv)^2: 38.1 % Pass
Plate Comp. (AISC Bracket): 37.7% 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: 8/13/2012
Monopole Drilled Pier
Checks capacity of a single drilled shaft foundation for
a monopole
BU#: 878532
Site Name: F1/MONTICELLO/FULFILLMENT SY
App Number: 155789, Rev. 3
Design Reactions
Shear, S. 2400 kips
Moment, Mt: 2574.00 ft-kips
Tower Weight, Wit 28.00 kips
Tower Height, H: 159 ft
Base Diameter, BD: 470 in
Foundation Dimensions
Caisson Diameter, CD: 6.5 ft [
Ext. Above Grade, E: 1.0 ft
Depth Below Grade, L: 28.0 ft
Neglected Depth, N: 5.0 ft
Rebar Size, Sp: 11
Reber Quantity, mp- 20 I
Tie Size, tp: 5
Material Properties I
Rebar Tens , Fy] 60 ksi
Concrete Strength, F'c: 4000 psi
Concrete Density, 6x. 150 pcf
Clear Cover, cc 4 in
ISoil Properties
I Soil Unit Weight, y 105
Allowable Bearing,, Bc] 13.1 Ipcf ksfSeismic
Design Cat, z: B Caisson
Analysis Depth
to Zero Shear 1 8A ft Max
Factored Moment 3615.52 ft-kips CROWN
CASTLE
LI
ACI 318 Version:) 2002 1 Design
Checks I Capacity/
Demand/ 1 Availability
Limits Check Minimum
Req'd Dia 1 (ft): 6.50 1.63 OK Minimum
Req'd Dia. 2 (ft): 6.50 5.42 OK Bearing (
kst): 13.50 0.84 OK Rebar
Area (in'): 31.20 0.00 OK Pier
moment capacity (k-ft): 4604.26 3615.52 OK Reber
spacing (in): 9.59 2 < Bs <18 OK Development
Length (in): 231.79 12.00 OK Soil
moment capacity (FOS). 4.17 2.00 OK I
Overturning FOS 417 1 Depth
I (Shear I [Moment I ft
8.
5.
7Ift
I -3.3Ik kipsI 255.11 ft-kips 7
Assume 0.33% Minimum Steel? Bearing:
6.3% Steel:
78.5% Soil:
48.0% Monopole
Drilled Pier (Caisson) Version 1.5 Effective Date: 04/26/2012
878532_Caisson.txt
CAISSON version 10.40 3:21:54 PM Thursday, August 09, 2012
Crown Castle USA
CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2010
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 KP PHI
of Layer
ft) (ft) (lbs/ft/3) (psf) (deg)
1 Clay5.00 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)
2574.0 28.0 24.00 4.17
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 CU KP Force Arm
to Top of Pier
ft) ft) lbs/ftA3) psf) (kips) ft)
Clay 1.00 5.00 105.0 0.00 3.50
Sand 6.00 15.48 105.0 3.255 1314.88 15.31
Sand 21.48 7.52 105.0 3.255-1214.34 25.44
Shear and Moments Along Pier
Distance below Shear Moment Shear Moment
Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor)
ft) (kips) (ft-k) (kips) (ft-k)
0.00 100.5 10757.4 24.1 2579.7
2.90 100.5 11049.0 24.1 2649.6
5.80 100.5 11340.6 24.1 2719.6
8.70 -13.7 11488.8 -3.3 2755.1
11.60 -190.6 11206.1 -45.7 2687.3
14.50 -423.5 10329.3 -101.6 2477.1
17.40 -712.4 8695.8 -170.8 2085.3
20.30-1057.4 6143.2 -253.6 1473.2
23.20 -970.2 2922.0 -232.7 700.7
26.10 -513.1 757.6 -123.1 181.7
29.00 -0.0 0.0 -0.0 0.0
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