Permit Folder 1545 Main StreetNOU-13-2001 06:29 FROM: CLERK OF COURTS 904 270 1512 70:92475845 P:1~1
j'kQ31
1V'OTIC~ OF COMMF.IITCEMENT
tPR&PARE rN OU?IICATEt
Pennltry0. ~ ~Q+t~~31 TaxF0110NO. 17232.ri-n000
Slate of ?t~~rida Cpunty0f Duval -
To whom k may conCern~
The undersigned herrrby Mforme you that Improvomonta will tw made m certain feat prop6tQr, artd fn
3000rdance with Section 7f 3 of tht Ftorldo t3tatutes, Rho following Irllprmatiolrt is seated In thte NOTICE OF
COMMENCgNEIMT.
LegaldeecrlptlonofpropeRybeingimproved: 1~-~s-z9F 5.71 PT rov1' LDT a RrCn U/R iisaa-5atl
Addreasofproporfybehrghnprovcd: 1595 Mnj,l 9T, Atla:+eie 9sach FL 373,;3
GenefaldespriptfonOfimprovements: rpmp~re 6 replar:o antenna tecili.tiea on existing tower
Owner Clear 41;;elesa LLC
gddrepy ?!00 Carillon point, Kirkl:~nd, WA 98033
Owner's intemsl InsllC of the imprOVemeni leasehold
Fee Simple Tdkhober (If Outer than owner}
Name VAR PRO t,Tt7
A~pgg PO 40% 310177, A'S'LANI'IC BEAC'I. b'L 3Z233-O1'7~
Conhador 3etacom rnc.
`^ AddreSS 17.80'2 Tampa Oaks Blvrf, Suits 155, 'Comp l? Terrar.P, PL 336]7
V ~ / Phone No. S 13 9 E12 1 G:! 6 Fax No.
Surety (d any)
Atltlreaa Amount of bond
Plane No. fax No.
Nam® and address OT arty persrnt making a loan for the canatrVdlOn of the imprOVemaMa.
Name
Address ,
Phone No. Fax No.
Name of person wOtrin the State of Florida, outer than tdmself, dasignaterl by ovvntar upon when »otirx;s or ottrer
OoCUments may tie served:
Name
Addfoss
- --
Phono No. Fax No,
In addition to hlmsaif, owner designalos the tglbMAnA Carson to reCefvo a coot' of ttw I Innrn+l Nptlr_e as provided In
Section 713,08 (2) (b), Florida Slatules. (Fdl In Ct Owner's o~tlon),
Nemr±
Addrres
Phone No. Fax No.
Explrallon date of Notice of Commencement (tile ttxplrateon date Is ono (1) }oar from the date of recording unless a
different date is cpeclt'ied): ~, __ _
Y
Coc~.NtOtS9/t 5,(i!+,t3n.i51wa rageld[i6.
Numt]!tr Pnpc+a: i
I?eoot'QCQ p710~r~OtD at 02:12 PM.
JIM FULLER CLERK CIRGUIT COURT DUVAL
COON i'Y
P,ECOPCIING E10.00
eye eve anu ecevmrn
NY ormmla,MOn expir[+
reroenefy Known _,.,
rroauces idemifkanen
pATL•
M
°ca'"~1ERR'ICK 6~4X
MY COMMISSION a uh958tt;a
E%PIRES F?bruary 03.2p1d
or
V
CITY OF ATLANTIC BEACH
800 SEMINOLE ROAD
ATLANTIC BEACH, FL 32233
INSPECTION PHONE LINE 247-5826
Application Number 10-00000831 Date 7/01/10
Property Address 1545 MAIN ST
Application type description COMMERCIAL OTHER
Property Zoning TO BE UPDATED
Application valuation 9800
----------------------------------------------------------------------------
Application desc
replace equipment on existing tower
----------------------------------------------------------------------------
Owner
------------------------
SANDAR INDUSTRIES,INC
P.O. BOX 106
ATLANTIC BEACH FL 32233
Contractor
------------------------
CLEAR WIRELESS LLC
139 IBIS COVE
ST. SIMONS GA 31522
-----------------------
Permit --------------------------------
BUILDING PERMIT ---------------------
Additional desc .
Permit Fee 100.00 Plan Check Fee 50.00
Issue Date Valuation 9800
Expiration Date 12/28/10
--------------
-----------------------
Fee summary
-----------
- ---------------
Charged
---------- -- ------------------------
Paid Credited Due
-------- ---------- ----------
----
-
Permit Fee Total 100.00 100.00 .00 .00
Plan Check Total 50.00 50.00 .00 .00
Grand Total 150.00 150.00 .00 .00
PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA
BUILDING CODES.
Date: January 28, 2010
Kevin DePatie
Crown Castle USA Inc.
6306 Benjamin Road Suite 604
Tampa, FL 33634
(813) 342-3869
Subject:
Carrier Designation:
Crown Castle Designation:
Engineering Firm Designation
Site Data:
Dear Mr. Kevin DePatie,
..'
,~' l:i ~ ~~. f ~ , l ~
GPD Associates
520 South Main Street
Akron Ohio 44311
(614) 859-1623
cburton(cr~cll~dgroup.com
Structural Analysis Report
Clearwire Co-Locate
Carrier Site Number:
FL-JCK031
Crown Castle BU Number:
Crown Castle Site Name:
Crown Castle JDE Job Number:
Crown Castle Work Order Number
GPD Associates Project Number:
812565
Mayport
130138
314663
2010175.87
1545 Main Street, Atlantic Beach, FL 32233, Duval County
Latitude 30° 20' 13.0", Longitude -81 ° 25' 12.0"
190 Foot -Rohn Self Support Tower
GPD Associates 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'an d the terms of Crown Castle Purchase Order Number 360010, in accordance with
application 93860, revision 5.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we
have determined the tower stress level for the structure and foundation, under the following load case, to be:
LC1: Existing + Reserved + Proposed Equipment Sufficient Capacity
Note: See Table I and Table II for the proposed and existing/reserved loading, respectively.
The analysis has been performed in accordance with the TIA-222-G standard and 2007 FBC w/ 2009
supplement based upon a wind speed of 120 mph 3-second gust. The foundation and anchorage are in
compliance with the requirements of Section 3108.4.2 of the 2007 FBC
We at GPD Associates appreciate the opportunity of providing our continuing professional services to you and
Crown Castle USA Inc. 4f you have any questions or ne d,further assistance on this or any other projects
please give us a call. ~- i e~"i
~ t° i ~ rJr ~ i~~~
Respectfully submitted by: >~ 4
" ~~~ "= CITY Of ATLANTIC BEACH
' ~ ~, I ~,s , ,~, "~ BUILDING OFFICE
~ - 'JUL 1 12010
ty W
David B. Granger P.E. °~ r~ '"` '~ °~n
Florida #: 0046928 ;~ ~ ~ ~~`-' ~~~~"`
,,
f ,-,, ~ ,,_ ~ ~~~~' ,, ti sy:
'!!(t3l4}~~'
520 South Main Street .Suite 2531 . Akron, Ohio 44311 .330-572-2100 . Fax 330-572-2101 . www.UPC1Gro_ u~a.com
Claus Pyle Schomer Burns and Del-faven, fnc Akron .Cleveland .Columbus .Youngstown .Indianapolis .Atlanta .Seattle
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
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 Component Stresses vs. Capacity
4.1) Recommendations
Table 7- Dish Tilt/Sway Results for 60 mph Service Wind Speed
5) DISCLAIMER OF WARRANTIES
6) APPENDIX A
RISATower Output
7) APPENDIX B
Base Level Drawing
January 28, 2010
CCI BU No 812565
Page 2
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
1) INTRODUCTION
January 28, 2010
CCI BU No 812565
Page 3
The existing tower is supported on three legs and has nine major sections. It has a triangular cross section
made of bolted connections, with a "K" frame configuration. The structure is fabricated with pipe legs, diagonals,
and horizontals.
The tower was originally designed for BellSouth by Rohn of Peoria, Illinois fora 100 mph basic wind speed with
''/2" radial ice in accordance with ANSI/EIA-222-D-1986.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3-second gust wind
speed of 120 mph with no ice, 30 mph with 0 inch ice thickness and 60 mph under service loads.
Table 1 -Proposed Antenna and Cable Information
Center
Mounting Number
Line Antenna Number Feed
Level (ft) of
Elevation
Manufacturer Antenna Model of Feed Line Note
Antennas
(ft) Lines Size (in)
2 Andrew
_ VHLP2-18
1 Andrew VHLP2-11
3 Dragonwave Horizon DUO
172 12 Clearcomm CCDP-6
70-1W 4 1/2
172 ,
1
6
. Motorola DAP Vx RF 7 5/16
2 Powerwave ' P90-17-XXW2-RR
1 'Side Arm Mount [SO 101-1)
170 1 Powerwave P90-17-XXW2-RR
Notes:
1) See Appendix B for propos ed coax layout.
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
Table 2 -Existing and Reserved Antenna and Cahia Infnrmatinn
January 28, 2010
CCI BU No 812565
Page 4
Center
Mounting Line Number
Antenna Number Feed
Level (ft) Elevation of
Manufacturer Antenna Model of Feed Line Note
(ft) Antennas Lines Size (in)
ti KF5 Gelwave FDGW5504/1C-3 Diplexer
6 Powerwave 7770.00_ 1
185 185 1 Powerwave LGP2140X TMA 12 1-5/8
5 Powerwave
_ LGP2140X TMA 1, 2
3 Sector Mount [SM 510-1]
,
2
Redline
T-59
1 Stella Doradus 26SD9890
' 3 Stella Doradus SD2690075V/N 3
2 Andrew P2F-52
172
172 1 Side Arm Mount [SO 701-1]
6 Nextnet Wireless BTS-2500
1
__ Side Arm Mount [SO 101-1] ' 11 5/16
1 T-Arm Mount [TA 602-1]
170 1 Stella Doradus SD2690075V/N 3
161 161 1 Andrew HP6-122 1 7/8
1 Mark P-21A48 1 1-5/8
3 Andrew ETW200VS12UB TMA
3 Andrew TMBX-6517-R2M
130 130 6 Andrew UMWD-06517-XD 18 1-5/8
6 Ericsson KRY 112 71 TMA
3 _ Sector Mount [SM 302-11
48 49 1 Decibel ASP-955 1_ -1 /2
48 1 Side Arm Mount [SO 302-1]
Notes:
1) Both the existing and MLA loading have been considered. In this case the MLA loading controls.
2) Reserved Equipment
3) Equipment to be removed and replaced by the proposed loading.
Table 3 -Design Antenna and Cable Information
Center
Mounting
Line Number
Antenna Number Feed
Level (ft)
Elevation of
Manufacturer Antenna Model of Feed Line
(ft) Antennas Lines Size (in)
3 ' 23' Mounting Frames
190 190 3 _ PD10017
12 PD1291
_ 185 1.85 2 8' HP Dish
178 _ 178 2 8' HP Dish
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
3) ANALYSIS PROCEDURE
Table 4 -Documents Provided
January 28, 2010
CCI BU No 812565
Page 5
Document ~ Remarks ~ Reference ~ Source
.Original Tower Drawings Rohn File #: 25703JC, dated 11/30/90 Doc ID#: 225932 Crown DMZ
Geotechnical Report ATEC Project #: 72-01065, dated 12!3(90 :Doc ID#: 111139 Crown DMZ
3.1) Analysis Method
RISATower (version 5.3.1.0), 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-222-G.
5) Mount sizes, weights, and manufacturers are best estimates based on photos provided and
determined without the benefit of a site visit by GPD.
This analysis may be affected if any assumptions are not valid or have been made in error. GPD
Associates should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Section Elevation (ft) Component Type Size Critical
Element P (K) SF*P allow %
(K) Capacity pass /Fail
No.
T1 190 - 180 Leg ROHN 2.5 X-STR 2 -1.46 74.51 z.U rass
Diagonal ROHN 2 STD 11 -3.10 24.15 12 9 Pass
Horizontal ROHN 1.5 STD 10 -2.27 22.58 10 0 Pass
e
Top Girt ROHN 1.5 STD 4 ' -0.04 22.63 0 2 ' Pass
Inner Bracing L2x2x1/8 16 -0.04 6.54 0.6 Pass
T2 180 - 160 Leg ROHN 3 X-STR 29 -22.92 94.46 24.3 Pass
Diagonal ROHN 2 X-STR 36 -9.00 23.14 38.9 Pass
Horizontal ROHN 1.5 STD 34 -4.84 22.52 21.5 Pass
Inner Bracing L2x2x1/8 40 , -0.08 6.44 1.3 Pass
T3 ! 160 - 140 Leg ROHN 4 X-STR 68 -56.75 159.90 35.5 Pass
Diagonal ROHN 2 STD 72 -8.44 15.33 55.1 Pass
Horizontal ROHN 1.5 STO 70 -5.25 19.14 27.4 Pass
Inner Bracing L2x2x1l8 79 -0.09 4.79 1 9 Pass
T4 140 - 120 Leg ROHN 5 X-STR 107 -89.35 239.38 37.3 Pass
e
Diagonal ROHN 2 STD 110 -10.22 18.17 77.6 Pass
Horizontal ROHN 2 STD 109 -7.04 27.21 28 3 (b) Pass
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
January 28, 2010
CCI BU No 812565
Page 6
Section
Na. Elevation (ft) Component Type Size Critical
Element p (K) SF*p allow
(K) °~°
Capacity pass /Fail
Inner Bracing L2x2x1/8 118 -0.12 ' 3.28 3.7 Pass
T5 120 - 100 Leg ROHN 6 EHS 146 -118.90 244.02 48 7 Pass
Diagonal ROHN 2.5 STD 153 ', -12.43 16.50 75.3 Pass
Horizontal ROHN 2 STD 151 -7.43 22.64 32.8 Pass
Inner Bracing L2x2x1/8 157 0.13 2.48 5 2 Pass
T6 100 - 80 Leg ROHN 6 X-STR 173 -151 55 303.62 49.9 Pass
Diagonal ROHN 2.5 STD 180 -11.95 14.45 82.7 Pass
Horizontal ROHN 2 STD 178 -7.81 16.86 46.3 Pass
Inner Bracing L2 1/2x2 1/2x3/16 184 -0.14 5.23 2 6 Pass
T7 80 - 60 Leg ROHN 6 X-STR 200 -181.63 303.58 59.8 Pass
Diagonal ROHN 2.5 STD 207 -11.84 12.56 94.3 Pass
Horizontal ROHN 2.5 STD 205 -8.29 28.64 29.0
33.4 (b) Pass
Inner Bracing L3x3x3/16 211 -0.14 6.83 P.1 Pass
T8 60 - 40 Leg ROHN 8 EHS 227 -210.95 386.31 54.6 Pass
Diagonal ROHN 3 STD 234 ' -13.01 22.07 58.9 Pass
Horizontal ROHN 2.5 STD 232 -9.53 22.38 42.6 Pass
Inner Bracing L3 1/2x3 112x1/4 239 0.17 11.13 1.5 Pass
T9 40 - 20 Leg ROHN 8 EHS 254 240.63 386.31 62.3 Pass
Diagonal ROHN 3 STD 261 -13.47 19.40 69.5 Pass
Horizontal ROHN 2.5 STD 259 -10.26 17.82 57.6 Pass
Inner Bracing L3 1/2x3 1/2x1/4 265 -0.18 8.92 2 0 Pass
T10 20 - 0 Leg ROHN 8 EH 281 ', -255.17 505.43 50.5 Pass
Diagonal ROHN 2.5 EH 294 -19.58 20.40 96.0 Pass
Horizontal ROHN 2.5 STD 290 -10.85 16.05 67 6 Pass
Redund Horz 1 ROHN 1.5 STD 288 -4.43 13.01 34.0 Pass
Bracing
Redund Diag 1 ROHN 1.5 STD 289 -4.05 4.19 96 6 Pass
Bracing
Redund Hip 1 ROHN 1.5 STD 297 -0.05 11.94 0 4 Pass
Bracing
Redund Hip ROHN 2.5 STD 307 -0.06 10.56 0.5 Pass
Diagonal Bracng
Inner Bracing ROHN 2 STD 310 -0.19 6.59 2.9
__ Pass
'Summary
..
. ...
Leg (T9) .
62.3 Pass
Diagonal .......96.0 _ _Pass
(T10)
.....
..
Horizontal 67.6 Pass
(T10)
._
Top Girt 0.2 Pass
(T1)
Redund
Horz 1 34.0 ' Pass
Bracing
(T10)
....
......
...._
Redund 96
6 Pass
', Diag 1 .
RISATower Report -versi on 5.3.1.0
Crown Casfle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
January 28, 2010
CCI BU No 812565
Page 7
S Nt
ion Elevation (ft) Component Type Size P (K) SF*
lloW a Pass /Fail
o Element (K) Cap
city
Bracing
(T10)
Redund Hip
1 Bracing 0.4 Pass
(T10)
_
Redund Hip
Diagonal 0.5 Pass
Bracing
(T10)
Inner
Bracing 5.2 Pass
(T5)
..
_
Bolt Checks 52 5 Pass
_ Rating = 96.6 Pass
able 6 -Tower Component Stresses vs. Capacity - LC1
Notes Gomponent Elevation (ft) °J° Capacity Pass /Fail
1 Base Foundation 60.2% Pass
Structure Rating (max from all components) = 96.6%
Notes:
1) Foundation capacity determined by comparing analysis reactions to original design reactions considering a factor of
1.35.
4.1) Recommendations
The design of the tower and its foundation are sufficient for the proposed loads and do not require
modifications.
TaF-Io 7 . dish Tilt/Swav Results fir 60 mnh Service Wind Sneed
Calculated Tilt-Sway
Ele~f{)tion Dish Model Diameter (ft) Tllt- (aeg)I_Imlt (deg)
VHLP2-18 2.175
172
VHLP2-11 2.175
Notes:
1) Twist-Sway Limit calculated per Annex D of TIA-222-G.
1.305 0.089
2.179 _ 0.089_
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
5) DISCLAIMER OF WARRANTIES
January 28, 2010
CCI BU No 812565
Page 8
GPD ASSOCIATES has not performed a site visit to the tower to verify the member sizes or antenna/coax
loading. If the existing conditions are not as represented on the tower elevation contained in this report, we
should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition
assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and
foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free,
and plumb.
The engineering services rendered by GPD ASSOCIATES in connection with this Structural Analysis are limited
to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower
components have been assumed to only resist dead loads when no other loads are applied. No allowance was
made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was
made for loose bolts or cracked welds.
GPD ASSOCIATES does not analyze the fabrication of the structure (including welding). It is not possible to
have all the very detailed information needed to perform a thorough analysis of every structural sub-component
and connection of an existing tower. GPD ASSOCIATES provides a limited scope of service in that we cannot
verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the
feasibility of adding appurtenances usually accompanied by transmission lines to the structure.
It is the owners responsibility to determine the amount of ice accumulation, if any, that should be considered in
the structural analysis.
The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from
these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and
clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be
used as a precise construction document. Precise modification drawings are obtainable from GPD
ASSOCIATES, but are beyond the scope of this report.
Miscellaneous items such as antenna mounts ect., have not been designed or detailed as a part of our work.
We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer.
GPD ASSOCIATES makes no warranties, expressed and/or implied, in connection with this report and disclaims
any liability arising from material, fabrication, and erection of this tower. GPD ASSOCIATES will not be
responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person,
firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of
GPD ASSOCIATES pursuant to this report will be limited to the total fee received for preparation of this report.
RISATower Report -version 5.3.1.0
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
APPENDIX A
RISA TOWER OUTPUT
January 28, 2010
CCi BU No 812565
Page 9
RISATower Report -version 5.3.1.0
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DESIGNED APPURTENANCE LOADING
TYPE
~ ELEVATION TYPE ELEVATION
(4) PD10176 w/Mount Pipe 185 Honzon DUO 172
(4) PD10178 w/Mount Pipe 185 VHLP2-18 :172
(4) PD10176 w/Mount Pipe 185 VHLP2-18 ~. 172
I Sector Mount [SM 510-1J 185
~ ~ VHLP2-11 i 172
iSector Mount ISM 510.1] ~'185 ~,P-21A48 ~, 167
Sector Mount ISM 510-1) 1 BS ~ HP6-122 161
T-Arm Mount [TA 602-1) 172 ' (2) UMW D-06517-XD w/Mount P,pe 130
I Side Arm Mount [SO 101-1) ~' 172 TMBX-6517-R2M w/ Mount Pipe ~ 130
: Sitle Arm Mount {50 101-ti
__ ~~ 172 TMBX-8517-R2M w/Mount Pipe ~ 130
P90-17-XXW2-RR wl Mount Pipe
~
172 _. _..
TMBX-6517-R2M w! Mount Pipe
-
'',130
~, P90-17-XXW2-RR w/Mount Pipe ~. 172 (2)KRY 11271 - ~. 130
P90-17-XXW2-RR w/ Mount Pipe 172 ~. (2) KRY 112 71 ~ 130
(4) CCOP-870-1 W 172 (2) KRV 112 71 130
i (4)000P-fi70-iW 172 ~ETW200VS12UB 130
'~ (4) CCDP-870-i W 172 ETW200VS12U8 130
(2) DAP Vx RF 172 ETW200VS12UB ~ 130
(2) DAP Vx RF ~ 172 Sector Mount {SM 302-11 ',130
i.
(2) DAP Vx RF ~, 172 'Sector Mount ISM 302-11 730
~ (2) BTS-2500 172 Sector Mount {SM 302 ij 130
(2) BTS-2500 172 (2) UMWD-06517 XD w/Mount Pipe .130
(2) BTS-2500 ~ 172 (2) UMW D-06517 XD w/Mount Pipe 130
~, Horizon DUO 172 .Side Arm Mount [SO 302-1] ' 48
~
Horizon DUO ~. 172 ASP-955 48
T
MARK SIZE MARK SIZE
L
A ROHN 2.5 X-STR ' ROHN 1 5 STD
8 ~ ROHN 2 STD
MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
A572-50 50 ksi 85 k51
TOWER DESIGN NOTES
1. Tower is located in Duval County, Florida.
2. Tower designed for Exposure B to the TIA-222-G Standard.
3. Tower designed fora 120 mph basic wind in accordance with the TIA-222-G Standard,
4. Deflections are based upon a 60 mph wind.
5. TOWER RATING: 96,6%
MAX. CORNER REACTIONS AT BASE:
DOWN: 282 K
UPLIFT: -25? K
SHEAR: 35 K
AXIAL
53 K MOMENT
SHEAR 6421 kip-ff
60 K J ~
TORQUE 28 kip-ft
REACTIONS - 120 mph WIND
GPD Associates °d MAYPORT BU#: 812565
520 S. Main St. Suite 2531 Project: p010175.87
shit' .<~ ti
;I 1 r,l C1l!I^ Akron, OH 44311 creni: Crown Castle USA, Inc °ra"'n by cburton App'd'
Phone' (330) 572-2100 Code. TlA-222-G Date. 01/28/10 5caie NT;
FAX: 330 572-2101 Path: N~zolo~zotons~e7vaisa~el2ses,~~ Dwg Na E_.
Feedline Distribution Chart
0' -190'
,.... Round Flat
_ ~- ""'°°""" ~~- .~.....~.~.,,,,,,,, APP In Face APp Oui Face Truss Lep
Face A
,~00
185.00
180.00 ~
'~. ~ 172.00
I
1
it d
16000 161.00
_. _. 1 1 i
140.00 ~I
i 11
1 ~,
. _ _ _ _ _
a 3,, 130.00
1 .,
1
120 00
'
1 j'~
~r
v 1 I ~
O
100.00 ~ ',.
_ _..
N
O j ~
w
~ ~
' a
~ :
5
i ',.
^
W t
~ Q
~ ~ i
80.00' -
~,
O
Q
3
60.001 LL 9
~ ~
IL I j
i
'I. ~I ~
i,,.
-
~ _ _. _ _. ',, I
48.00 1
40.00
I ¢
[~
9 ' ~I
1
i
!
9
3 a 1
20.00 ...
jl
j I
8.00
0.00 j
_ 1
1
Face C
1 so oa
185.00 '
180.00
17200
181 00 1'
1 160.00
k
3
`
~ 3
F 3
e 140.00
130 00
I
$ 3
120.00
{
}
~ .
I QO
LL 100.00
£
~
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Q ~
Q vii
' c~ '-
~ Q
l J D
° _ ~ o w v
y LL
c
~ ~
O a
¢ ¢ ~ ~
LL
80.00
LL
O LL
^ <
c
~ 4
~
i
a
~ .80.00
~~ ? ~ 3.
48.00 3
'
f {
',. g
b +
{
40
.00
~ a
O
1
~
' ~ o ~ 20.00
o
8.00
N
LL
0.00
,~, CPD Associates °b' MAYPORT BU#: 812565
~`:~'.,'; 520 S. Main St. Suite 2531 Project 2010175.87
GI'!1I'~'1~~lI' Akron, OH 44311 ~~1ent Crown Castle USA, InC. Drawn byCbUffORApptl.
Phone: (330) 572-2100 Cotle TIA-222-G Date: 01/28/10 Scale NTS
FAX: 330 572-2101 Path:N~zoto~zotot~se~~RlsAtaussaen DwgNo E_7
Face B
\l
J~~ ~l~"~~ Job Page
,t MAYPORT BU#; 812565 1 of 20
CPD Associates Project Date
520 S. Main St. Suite ds ~I 2010175.87 11:32:42 01/28/10
Akron, OH 44311 Client
Phone: (330) 572-2/00
Crown Castle USA
III C. Designed by
Fax: ~330~ s~z-z~o~ , cburton
Tower In ut Data
The main tower is a 3x free standing tower with an overall height of 190.00 ft above the ground line.
The base of the tower is set at an elevation of 0.00 ft above the ground line.
The face width of the tower is 8.50 ft at the top and 27.68 ft at the base.
This tower is designed using the T[A-222-G standard.
The following design criteria apply:
Tower is located in Duval County, Florida.
Basic wind speed of 120 mph.
Structure Class II.
Exposure Category B.
Topographic Category 1.
Crest Height 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.
Local bending stresses due to climbing loads, feediine supports, and appurtenance mounts are not considered.
O tions
Consider Moments -Legs
Consider Moments -Horizontals
Consider Moments -Diagonals
Use Moment Ma~~ification
Use Code Stress Ratios
Use Code Safety Factors -Guys
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 .GD+W Combination
Distribute Leg Loads As Uniform
Assume Legs Pinned
Assume Rigid Index Plate
Ilse Clear Spans For Wind Area
Use Clear Spans For KUr
Retension Guys To Initial Tension
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
l'se ASCF. 10 X-Brace 1.y Rules
Calculate Redundant Bracing Forces
Ignore Redundant Members in FEA
SR Leg Bolts Resist Compression
All Lcg Panels Have Same Allowable
Oftset Girt At Foundation
Consider Feedline Torque
Include Angle Block Shear Check
Poles
Include Shear=torsion Interaction
Alwavs Use Sub-Critical Flow
Use hop Mounted Sockets
ll L
w
~Y
7
~~" Job Page
.
a
r
, MAYPORT BU#: 812565 2 of 20
GPD Associates Project Date
5305. Main St. Suue3531 2010175.87 11.32:42 01/28/10
,4kron, ON 443!! Client Designed by
Phone: (330) 572-2/00 CfOWiI CBStIe USA, InC.
Cf)Ut'fOll
F~1X.~ (330) 572-310!
Wind 180
~ Leg1j_
Win----~ P
~~~' ~
Leg C Z ~_
Face C
Wind Normal
Triangular Tower
Tower Section Geometr
tower tower Assernbtti ~ LJescnptiun Seuion Number JCLiiOn
Section Elevation /database Width of Length
Sections
~t _ _ ._. _ ~t __._ ~t
T l 190.00-180.00 8.50 I 10.00
T2 tao.oo-160.00 ss4 I z~).oo
T3 160.00-140.00 8.G3 I 20.00
T4 14Q00-120.00 10.71 1 20.00
"CS 120.00-100.00 12.79 ] 20.00
T6 100.00-80.00 15.04 1 20.00
T7 80.00-60.00 17.54 1 20.00
T8 60.00-4Q00 20.18 I 20.00
T9 40.00-20.00 22.68 1 20.00
T10 20.00-(1.00 25 IR t 20.00
Tower Section Geometr cont'd
Tow~et~ .~~ lower _ . Uiago~l~ai ~ l3rncing~ ~~ ~.~~ ~ ~Hns ,~.~ llns ~ ~p Ciert.~ .. . Bottom Girt-.
Section E,'levation Spacing Type K Brace Ha~isattr rls D/fset Offset
F,nd
fi
_ R
„,_.w
_._. _... Panels
. , . .,
-.... ...... in
.
~ to -
.__ _ -
..._ ...~ _...
T1 --_r,,._ _-.
190.00-180.00 ..
S.UU ti Brace Down No Yes O.000U 0.0000
T2 180.00-160.00 6.67 K Brace Down No Yes 0.0000 0.0000
T3 160.00-140.00 6.67 K Brace Down No Yes 0.0000 0.0000
T4 140.00-120.00 6.67 K Brace Dow^ No Yes 0.0000 0.0000
TS 120.00-100.00 10.00 K Brace Down No Ycs 0.0000 0.0000
~~~ ~~~ Job Page
MAYPORT BU#: 812565 3 of 20
GPD Associates Project Date
510 S. Main St. Suite 1531 2010175.87 11:32:42 01 /28/ 9 0
Akron, OH 4431/ Client Designed by
Phone: (330) 572-1100 Crown Castle USA
IIIC.
FAX: (330) 572-1101 , CbUrtOn
„~, ,~.. ,~_ ., a.
Tower , ~,~~. _, mr,~
tower
Uingazal
t3rnc~ng
Section E[evation Spacing Tvpe
.Ft . _ ft
T6 100.00-80.00 10.00 K Brace Down
T7 80.00-60.00 10.00 K Brace Down
T8 60.00-40.00 10.00 K Brace Down
't9 40.00-20.00 10.00 K Brace Down
Tl0 20.00-0.00 20.00 KI Doum
~.,,~ , . ,<
ns ax,.- `Has n.~ w„. , .,,~....~
lop Girt . ~.
f~ottan flirt
K Brace ffori=onrn(.e Offset Offset
End
Panels
_ ~n ~n
No Ycs _ 0.0000 ........0.0000
No Yes 0.0000 0.0000
No Yes 0.0000 0.0000
No Yes 0.0000 0.0000
No Yes 0.0000 0.0000
Tower Section Geometr (cont'd)
~~ ~ .., ~.~
power .w_®n.Y .. ~
Leg ..~_~,.. u ~ ~~._~
Le„ ~ _.,~ ~ . b~.
Leg _.. ~~.~ ...__._
!)iagonal ..~ . ~ ,.. .~__~ ..~_.
Uingonal ~~.~ ~.,n. ~....,.~K.
Diagonal
Elevation Type Size Grade Type Size Grade
t
_., f.._
__
_ _... ...__._
~
_._.. __-
.
...,_..
-___ .. _..
TI 190.00-180.00 Pipe ROFIIV
2.5 X-STR A572-50 Pipe ROHM 2 STD A572-SO
(50 ksi) (50 ksi)
T2 180.00-160.00 Pipe ROHN 3 X-STR A572-50 Pipe IZOHN 2 X-STR A572-50
(50 ksi) (50 ksi)
T3 160.00-140.00 Pipe ROHN 4 X-STR A572.50 Pipe ROHM 2 STD A572-50
(50 ksi) (50 ksi}
T4 140.00-]20.00 Pipe ROHM 5 X-STR A572-50 Pipe ROIiN 2 S"I'D A572-50
(50 ksi) (50 ksi)
TS !20.00-100.00 Pipe ROHN 6 EFIS A572-50 Pipe ROHN 2.5 STD A572-50
(50 ksi) (50 ksi)
f6 100.00-80.00 Pipe ROAN 6 X-STR A572-50 Pipe ROHN 2.5 STD A572-50
(50 ksi) (50 ksi)
T7 8Q.00-60.00 Pipe ROHN 6 X-S'}"R A~72-50 Pipe ROHM 2.5 S'I'D A572-~0
(50 ksi) (50 ksi)
T8 60.00-40.00 Pipe ROI IN 8 GI IS A572-50 Pipe ROHN 3 STD A572-50
(50 ksi) (50 ksi)
T9 40.00-20.00 Pipe ROFIN 8 LHS AS72-50 Pipe ROHM 3 STD A572-50
(50 ksi) (50 ksi)
T1020.00-0.00 Pipe ROHM 8 EH A572-50 Pipc ROHN 2.5 EH A572-50
(50 ksi) (50 ksi)
Tower Section Geometr (cont'd
Lowu~ ~ No.
~ iL/aa C,Erd ~
~ Iv/id [;irt ~~~ iY/ut Gfrt ~
~ Hori=un~al ,.~ ..,, , ~ .~, ~ ,.u ~
Norrzontnl ~...~,. ~ ..,...... ,.
Hor~aonta!
Elevation of Type Size Grade Tvpe Size Grade
Mid
ft Gtrts
TI 190.00-180.00 None Flat Bar A36 Pipe ROHM I.5 STD A572-50
(36 ksi) (50 ksi)
T2 180.00-160.00 None Flat Bar A36 Pipe ROHN 1.5 STD A572-50
(36 ksi) (50 ksi)
T3 160.00-140.00 None Flat Bar A36 Pipe IZOIiN 1.5 S"fD A572-50
(36 ksi) (50 ksi)
T4 140.00-120.00 None Flat Bar A36 Pipe ROHN 2 S`rD A572-50
(36 ksi) (50 ksi)
TS 120.00-100.00 None F{at Bar A36 Pipe ROHM 2 STD A572-50
(3G ksi) (50 ksi)
T6 100.00-80.00 None Flat Bar A36 Pipe ROI IN 2 STD A572-50
(36 ksi) (50 ksi)
T'7 80.00-60.00 None Flat Bar A36 Pipe IZOHN 2.5 STD A572-50
(3fi ksi) (50 ksi)
[1~
7 ~~~~" Job Page
,
k MAYPORT BU#: 812565 4 of 20
GPD Associates Project Date
S20 S. Main Sz. Suite 2531 2010175.87 11:32:42 01 /28110
Akron, OH 44311 Client Designed by
Phone: (330) 572-2100 GfOWtI Castle USA, 1nC.
CbUrfofl
FAX: (330) 572-2101
~~~ ~~ ~Ton~er~~ ~~ No. ~~ ~ Mtd Girt~~~~ ~"~ ~f~ ~ ~~M~d Gtrt ~~ ~~~~Mtd Girt" ~ ~"~Ha•r. ontnl~ ~ ~ , • Ha iu~ntal ~ ~• ~~ ~Hm~tzontal ~~
Elevation of Type Sipe Grade Type Size Grnde
Mid
f __ Girts _ _
__
f8 60.00-40.00 None Flat Bar A36 Pipe ROHN Z.5 STD A572-50
(36 ksi) (50 ksi)
T9 40.00-20.00 None Flat Bar A36 Pipe ROHM 2.5 STD A572-50
(36 ksi) (50 ksi)
T10 20.00-0.00 None Flat Bar A36 Pipe ROFIN 2.S S'fD A572-50
(36 ksi) (50 ksi)
Tower Section Geometr cont'd)
_~~~ ~ g lnner8rncing
l o~~rrr ~~~~Secondary Secondary, Hoi r_onta[~~~~ Secondm•c ~ "loner Bracing ~ loner Brncin S~_e ~~~~ ~~"~~~~
Elevation Horizontal Type Size Horiaonad Tvpe Grade
Grade
Tl 190 00-180.00 Solid Round A572-50 Equal Angle L2x2x 1/8 A
(50 ksi) (36 ksi)
"C2 180.00-160.00 Solid Round A572-50 Equal Angle L2x2xi18 A36
(50 ksi) (36 ksi)
T3 160.00-140.00 Solid Round A572-50 Equal Angle 1.2x2x1/8 A36
(50 ksi) (36 ksi)
T4 140.00-120.00 Solid Round A572-50 Equal Angle L2x2xl/8 A36
(50 ksi) (36 ksi)
TS 120.00-100.00 Solid Round A572-50 Equal Angle 1.2x2x1/8 A36
(50 ksi) (36 ksi)
T6 100.00-80.00 Solid Round A572-50 Equal Angle L2 1/2x2 112x3116 A36
(50 ksi) (36 ksi)
T7 80.00-60.00 Solid Round A572-50 Equal Angle L3x3x3/16 A36
(50 ksi) (36 ksi)
T8 60.00-0.0.00 Solid Hound A572-50 [:qual Angle f.3 62x3 t/2x114 A36
(~0 ksi) (36 ksi)
"1940.00-20.00 Solid Round A572-50 Equal Angle L31i2x31/2x I/4 A36
(50 ksi) (36 ksi)
T1020.00-0.00 Solid Round A572-50 Pipe R01iN 2 STD A572-50
(50 ksi}
,.
, .,.:.., .a, ,.... ( ksi)
50 ,...,~....,.
Tower Section Geometr (cont'd)
Tower Redundant Redundant Redundant k I•actoJ-
Elevation Bracing Type Sipe
Grade
..._. _ _.
TIO A36 Horizontal (1)
Pipe
ROHN 1.5 S"fD
20.00-0.00 (36 ksi) Diagonal (1) Pipe ROHN l.5 STU 1
Hip (]) Pipe ROHM 1.5 STD 1
Hip Diagonal ROH~J 3 5 STP I
Tower Section Geometr cont'd
~~~ ~(13V+E'Y
Job Page
5 of 20
MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01 /28/10
szo S. Main St. Suite 253 / .
Akron, OH 4431 / Client Designed by
Phone: (330) 572-3/00 Crown Castle USA, InC. CbUfl011
FAX.' (330) 572-210/
Tower ~ Gusset ~ ~ C~'usset Vussu tirade ~l ~llust hactor Adjust Weight Mult. Double Angle Double Angle
Elevation Aren Thickness At Factor Stitch Bol! Stitch Bolt
(perfiice) A,~ Spacing Spacing
Diagonals Horizontals
t
/t
rn
_
u~
an
T~l ~ ^
0.00 0.0000 A36 _ I 1 I 36.0000 36.0000
190.00-180.00 (36 ksi)
T2 0.00 0.0000 A36 1 1 I 36.0000 36.0000
180.00-160.00 (36 ksi)
T3 0.00 0.0000 A36 1 I 1 36.0000 36.0000
160.00-140.00 (36 ksi)
T4 0.00 0.0000 A36 I l 1 36.0000 36.00(x)
140.00-120.00 (36 ksi)
TS 0.00 0.0000 A36 l 1 I 36.0000 36.0000
120.00-100.00 (36 ksi)
1'6 0.00 0.0000 A36 I I I 36.0000 36.0000
100.00-80.00 (36 ksi)
T7 80.00-60.00 0.00 0.0000 A36 I ! 1 36.0000 36.OOW
(36 ksi)
T8 60.00-40.00 0.00 0.0000 A36 I I I 36.0000 36.0000
(36 ksi)
T9 40.00-20.00 0.00 0.0000 A36 1 I 1 3(1.0000 36.0000
(36 ksi)
T1020.00-0.00 0.00 0.0000 A36 I I 1 36.0000 36.0000
(36 ksi)
Tower Section Geometr cont'd
,,~.~. ,,
TOW(.Y .. ,~~~,......
Leg M~.M,., ~.. ,....,.,. ~..
Diagonal C ~~~ Top Girt .,~ ..,~,r.~A
Bottom Girt dm,.,. ~. U ..
Mid Grrt ,.~.,... ,.....~,h.......... ~.,.,~..~,.,....
Long Horizontni Short Horizonutl
Elevation
t
f
Net Width Cl ;Vet Width U Vet Width U ~ Net U Net U Net U Net U
Deduct Deduct Deduct ' Width Width Width ~ Width
in in in ~ Deduct 1 Deduct `; Deduct `: Deduct
t
,..
.
-, . in ~ in in in
-
Tl 0.0000 l 0 0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 f 0.0000 0.75
190.00- 180.00
~
T2 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 ' 0.0000 0.75 ~ 0.0000 0.75 '.~ 0.0000 0.75
180.00-160.00['.
f3 ~ 0.0000 1 0.0000 0.75 0.0000 0.75 .0.0000 0.75 : 0.0000 0.75 10.0000 0.75 0.9000 0.75
IG0.00-140.00;
T4 ~ 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ~i 0.0000 0.75 0.0000 0.75
140.00-120.00
TS 0.0000 1 0.0000 0.75 0.0000 0.75 40000 0.75 401100 0,75 0.0000 0.75 0.0000 0.75
IZ0.00-]00.00
T6 0.0000 1 0.0000 0.75 0.0000 0.75 .0.0000 0.75 '. 0.0000 0.75 0.0000 0.75 0.0000 0.75
100.00-80.00 s
T7 80.00-b0.00€ 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 ' 0.0000 0.75 ` 0.0000 0.75
T8 60.00-40.0 0.0000 1 0.0000 0.75 0.0000 0.75 0.0000 0.75 0.0000 0.75 .0.0000 0.75 0.0000 0.75
T9 40.00-20.0(1;, 0.0000 I 0.0000 0.75 0.0000 0.75 0.0000 0.75 i 0.0000 0.75 ' 0.0000 0.75 0.0000 0.75
T10 20.00-O.OQ 0.0000 1 0.0000 0.75 n_0000 0.75 0.0000 475 ~ 40000 n 75 0.0000 9 ~s a00o0 0 ~5
Tower Section Geometry (cont'd)
~,~ ~,~~~'
~
Job Page
6 of 20
" MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01/28/10
5205. Mainst. Suite 253/ .
Akron, OH 4431 / Client Designed by
Phone. (330) 572-2/00 Crown CaStl@ US'A, IIIG CbUft0ll
FAX: (330) 572-2101
,,~•~Towu~ Leg Leg Dirtgonnl ~,,. .Top Girl ,a , ,., „ Bottom (;irt., w, ~~.. ~, , ._
id Girt g ..,
won Hoir~o~,;,,, )'hors HorL
ontal
Elevation Connection
ft Type
Boh Size No -. Boh Size No -bolt Sc ~ Nn. Ijuit Sr_e 'v'o Ro(t S're .No. Bolt Size Nn Boh Size No.
in in in in
_ _. in in
~ in
~~
TI ~. _.,
Flan e w ._
0.75
00 ..._ .
4 . ._ .... _
r 0.6250 _
3 U.625U a ~i c~Z~u 0 0.6250 0 0.6250 2 0.6250 0
190.00-180.00 A325N '~ A325N A325N A325N A325N' ' A325N A325N
T2 Flange 0.8750 4 ? 0.(1250 3 ~ 0.6250 0 0.6250 0 ~ 0.6250 0 'f 0.6250 2
' 0.6250 0
180.00-160.00 A325N ` A325N ~ A325N ~ A325N ~ A325N A325N = A325N
T3 Flange 1.0000 4 0.6250 3 0.6250 0 '> 0.6250 0 0.6250 0 0.6250 2 ! 0.6250 0
160.00-140.00 A325N A325N A325N ' A325N A325N
~ A325N ' A325N
T4 Flange 1.0000 6 ~ 0.6250 3 0.6250 0 0.6250 0 0.6250
` 0 0.6250 2 0.6250 0
[40.00-IZ0.00 A325N A325N A325N A325N 4 A325N
~ A325N ' A325N
TS Flange 1.0000 6 E 0.6250 3 0.6250 0 0.6250 0 ~: 0.6250 0 0.6250 2 0.6250 0
720.00-100.00 A325N s A32Si`1 A325N ~ A325N A325N )A325N ; A325N
T6 Flange ].0000 6 ~; 0.6250 3 ~ 0.6250 0 ~? 0.6250 0 Q6250 0 0.6250 2 0.6250 0
100.00-80.00 A325N ~ A325N , A325N A325N A325N A325N A325N
~
T7 80.00-60.00 Flange 1.0000 8 0.6250 3 7 0.6250 0 '. 0.6250 0 0.6250 0 i 0.6250 2 ' 0.6250 0
A325N A325N i A325N
r A325N f A325N A325N A325N
T8 60.00-40.00 Flange 1.0000 8 0.6250 3 0.6250 0 0.6250 0 0.6250 0 ;' 0.6250 2 0.6250 0
A325N ! A325N A325N 4 A325N A325N A325N ! A325N
T9 40.00-20.00 Flange 1.0000 8 ~` 0.6250 3 j 0.6250 0 '~. 0.6250 0 0.6250 0 ~" 0.6250 2 ~ 0.6250 0
A325N ! A32SN t A325N ~' A325N A325N ~ A325N ~ A325N
T1020.00-0.00 Flange 1.0000 IO 0.6250 3 0.6250 0 '; 0.6250 0 0.6250 0 0.7500 2 0.6250 0
A354-BC A325N A325N ~ A325N ~ AJ'SN A~25N ,A325N
Feed Line/Linear A urtenances -Entered As Round Or Flat
__..~ Y ~ . ~
Description ~ ,
Fnce tiM~,.~ ~ .~
gllow _ ..... _.~...
Component r ~~. , ..
Placement _. ~ ...., ,..
Face ~,,. ~._ .. _a_
Laternl _ ...
#
# ..~ ... a~
Clear n ..~.~ _... _ ~.,__
G(tdth or Pcrimuer
6~eigiu
or Shield Type Offset Offset Per .Syncing Diameter
Leg ft in (Frac f~Wj Rnrr in In in plf
LDF7-SOA B No Ar (CaAa) 185.00 - 8.00 -1.0000 0.4 I 1 1 I 1.0000 1.9800 0.82
(I-5/8 FOAM)
Feedline B No Af (CaAa) 185.00 - 8.00 -L0000 0.4 I I 3.0000 3.0000 8.40
Ladder (A~
LDF7-SOA A No Ar (CaAa) 130.00 - 8.00 0.0000 0.4 18 9 1.0000 L9800 0.82
(l-5/8 FOAM)
Feedline A No Af (CaAa) (30.00 - 8.00 0.0000 0.4 ! I 3.0000 3.0000 8.40
Ladder (At)
LDF7-SOA C No Ar (CaAa) 161.00 - 8.00 -1.0000 -0.05 1 I 1.0000 1.9800 0.82
((-5/8 FOAM)
LDFS-SOA C No Ar (CaAa) 16 L00 - 8.00 -1.0000 -0.04 I I 1.0000 1.0900 0.33
(7/8 FOAM)
LDF7-SOA C No Ar (CaAa) 185.00 - 8.00 -L0000 -0.31 I 1 L0000 1.9800 0.82
(l-5/8 FOAM)
LDF4-SOA C No Ar (CaAa) 48.00 - 8.00 -1.0000 -0.3 1 I 0.11300 0.6300 0.15
(1/2 FOAM)
597-6013(5/16
~~ C No Ar (CaAa) 172.00 - 8.00 0.0000 -0.4 18 18 0.3125 0.0000 0.03
)
LDFG-SOA(I/
C
No
Ar (CaAa)
172.00 - 8.00
0.0000
-0.4
I
1
1.5500
1.5500
0.66
2")
2" Flex C No Ar (CaAa) 172.00 - 8.00 0.0000 0.4 3 3 2.0000 2.0000 0.32
C OndUlt
Feedline C No Af (CaAa) 172.00 - 8.00 0.0000 -0.4 1 I 3.0000 3.0000 8.40
I adder (At)
Job Page
~~ ~~'~ MAYPORT BU#: 812565 7 of 20
Project Date
GPD Associates
87
2010175
11:32:42 01128/10
520 S. Main Sr. Suite 253/ .
Ak,-on, OH 443/1 Client Designed by
Phone: (330) 572-2100 Crown C8Stl0 USA, ~nC. CbUftOn
FAX: (330) 572-2101
Discrete Tower Loads
Description pace Ujjset ~ UjJsua: Azimuth Placement C',iA,~ C,,A,, Weight
or Type Horz Adjustment Front Side
Geg Latest
Vert
ft ~ It ft, ft_ K
ft
ft
(4) PD10176 w/Mount Pipe A From Face 4.00 0.0000 185.00 ~o Icc 9.35 3.13 0.04
0.00
0.00
(4) PD10176 w/Mount Pipa B From Face 4.00 0.0000 185.00 No Ice 9.35 3.13 0.04
0.00
0.00
(4) PD10176 w/Mount Pipe C From Face 4.00 0.0000 185.00 No lce 9.35 3.13 0.04
0.00
0.00
Sector Mount [SM 510-I] A From Face 2.00 0.0000 185.00 ho Ice 19.84 15.80 0.80
Q00
0.00
Sector Mount GSM 510-I] B From Face 2.00 0.0000 155.00 No lce 19.84 15.80 0.80
0.00
0.00
Sector Mount [SM 510-1] C From Face 2.00 0.0000 ! 85.00 No Icc 19.84 ] 5.80 0.80
0.00
0.00
T-Arm Mount [TA 602-ij B From Leg 2.00 0.0000 172.00 No Ice 728 3.02 0.26
0.00
0.00
Side Aim Mount [SO 101-1) C From Leg 0.50 -60.0000 172.00 No Ice 3.75 1.28 0.08
-0.87
0.00
Side Arm Mount [SO 101-1] A From Leg 0.50 -60.0000 172.00 No Ice 3.75 1.28 0.08
-0.87
0.00
P90-17-XXW2-RR w/ Mount A From Leg 1.00 -60.0000 172.00 No Ice 6.54 3.24 0.06
Pipe -1.73
-2.00
P90-17-XXW2-RR w/ Mount B From Leg 4.00 -80.0000 172.00 No Icc G.54 3.24 0.0G
Pipe 0.00
0.00
P90-17-XXW2-RR w/ Mount B From Leg 4.00 0.0000 172.00 No Icc G.54 3.24 0.06
Pipe 0.00
0.00
(4) CCDP-670-1W A From Leg 1.00 -60.0000 172.00 No lee 0 ~6 0.16 0.00
-1.73
-2.00
(4) CCDP-670-1 W 6 From Leg 4.00 -80.0000 172.00 No Ice 0.)6 0.16 0.00
0.00
0.00
(4} CCDP-670-1 W B From Leg 4.00 0.0000 172.00 No Icc O.SG 0.16 0.00
0.00
0.00
(2) DAP Vx RF A From Leg 1.00 -60.0000 U2.00 No Ice 2.27 2.27 0.03
-1.73
0.00
(2) DAP Vx RF B From Leg 4.00 -80.0000 172.00 No Ice 2.27 2.27 0.03
0.00
0.00
(2) DAP Vx RF B From Leg 4.00 0.0000 172.00 No Ica 227 2.27 O.Q3
0.00
0.00
Job Page
~~~ryf~ ~,~~"~'~ MAYPORT BU#: 812565 8 of 20
Project Date
GPD Associates 87
2010175 11:32:42 01 /28/10
5lO s. Mnin St. Suite ?531 .
Akron, OH 44311 Client Designed by
Phone: ~330~ s7z-a~oo Crown Castle USA, Inc. cburton
FAX': (330) 572-2101
Description ~Fnce Offset O)Jsets: A~iniutli Plnc~ment C',~A.i C~A,~ Weight
or Type Horz Adj:2stmenl Front Side
Leg Lnternl
Vert
ft ~ ft ft' ft' K
ft
~
(2) BTS-2500 A From Leg ].00 60.0000 172.00 No Ice 2.12 096 U.U4
-1.73
0.00
(2) BTS-2500 B Prom I-eg 4.00 -80.0000 172.00 No Ice 2.12 0.96 0.04
0.00
0.00
(2) BTS-2500 B Prom Lag 4.00 0.0000 172.00 No Icc 2.12 0.96 0.04
0.00
0.00
Horizon DUO A Prom Lag L00 -46,0000 172.00 ~'o Icc 0.55 0.34 0.01
-1.73
0.00
Horizon DUO B Prom Leg 4.00 -61.0000 172.00 No Ice 0.55 0.34 0.01
0.00
0
0
Horizon DUO C From Leg .0
1.00 -63.0000 172.00 No Icc 0.55 0.34 0.01
-1.73
0.00
Sector Mount [SM 302-I ] A Prom Leg 1.88 20.0000 130.00 Nn Ice 18.21 10.89 0.49
0.69
0.00
Sector Mount [SM 302-t] B From Leg L33 -20.0000 130A0 No Icc 18.21 10.89 0.49
-O.G9
0.00
Sector Mount [SM 302-1 J C From Leg 1.00 60.0000 130.00 No Ice 13.21 10.89 0.49
1.73
0.00
(2) UMWD-06517-XD A From Leg 3.76 20.0000 130.00 No Ice 6.04 5.48 0.04
w/Mount Pipe 1.37
0.00
(2)UMWD-06517-XD S From Leg 3.76 -20.0000 130.00 No Ice 6.04 5.48 0.04
w/Mount Pipe -1.37
0.00
(2)UMWD-06517-XD C From Leg 2.00 60.0000 130.00 No Ice 6.04 5.48 0.04
w/Mount Pipe 3.46
0.00
TMBX-6517-R2M w/Mount A From Leg 3.76 20.0000 130.00 No Ice 6.02 5.22 0.04
Pipe 1.37
0.00
TMBX-6517-R2M w/Mount B From Leg 3.76 -20.0000 130.00 No Ice 6.02 5.22 0.04
Pipe -1.37
0.00
TMBX-6517-R2M w/ Mount C From Leg 2.00 60.0000 13Q00 No Ice 6.02 5.22 0.04
Pipe 3.46
0.00
(2) KRY 112 7] A From Leg 3.76 20.0000 130.00 No lce 0.73 0.43 0.01
1.37
0.00
(2) KRY 1 12 71 B From Leg 3.76 -20.0000 130.00 No Ice 0.73 0.43 0.01
-1.37
0.00
(2) KRY 1 12 71 C From Leg 2.00 60.0000 130.00 No Icc 0.73 0.43 0.01
3.46
0.00
FTW200VS12UB A From Leg 3.76 20.0000 130.00 No Icc 0.47 0.18 0.01
1.37
0.00
~'~~~ ~,~~~~~
.lob Page
9 of 20
MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01 /28/10
520 S. Main St. Suite 2531 .
Akron, OH443!l Ctient Designed by
Phone: (330) 572-2100 Crown CaSf~e USA, ~nC.
CbUPfOn
FAX: (330) 572-2/01
Description Fnce Offset Offsets; A_~rnuth Placement
or Type l~lo~z Acljusdmenl
Leg Lateral
Ve~•r
fl ° fF
~
1
...
_._~ ~
J'
..
..__.
-
ETW200VS12UB ~ B Prom Leg 376 -20.0000 130.00
-1.37
0.00
ETW200VS12UB C From Leg 2.00 60.0000 130.00
3.46
0.00
ASP-955 A From Leg 2.00 -60.0000 48.00
3.46
1.00
Sidc Arm Mount [SO 302-1] A From Leg 1.00 -60.0000 48.00
i.73
0.00
c ~:1,, C A,, W'eighr
hl•ont Side
fit' fr' K
Vo Ice ...
0.47
0.18
0.01
No lce 0.47 0.18 0.01
No Ice 0.44 0.44 0.00
No Ice 1.67 3.27 0.06
Dishes
.~,..... ~.,e ....~_..,~~ ~~ ~a. ~_.~
Description Face Dlsh U~f.,cr U~~scts: ~l~.ntuth 3 d8 h:k~iarwn Uurside Aperture ll eight
or Type Type Hot= Adjustment Beam Dimn~ver Arrn
Leg Lateral Width
Vert
_.
Ir _
f.
_ Ir _ _
.
f~
K
VHLPZ-18 A Paraboloid From L00 -46.0000 172.00 2.17 No Ice 3.72 0.03
w/Shroud (HP) Leg -1.73
0.00
VHLP2-18 B Paraboloid Prom 4.00 -61.0000 172.00 2.17 No Ice 3.72 0.03
w/Shroud (HP) Leg 0.00
0.00
VHLP2-11 C Paraboloid w/o Prom 1.00 -63.0000 172.00 2.17 No [ce 3.44 0.03
Radome Leg -1.73
0.00
P-21A48 B Paraboloid w/o From 0.50 0.0000 16L00 4.21 No Ice 13.90 0.11
Radome Leg 0.00
0.00
HP6-122 C Paraboloid From 0.50 0.0000 161.00 G.00 No Ice 28.27 0.14
w/Shroud (HP} Leg 0.00
0.00
Maximum Tower Deflections -Service Wind
~~,~ o..H.. .~.~.
Section m~....,~......, ,,,
Elevation ..,~w .,...,.~, .~. ~., ...
Hor_. ~.,.~~ ~,a
Cov n.,~, ...... ~ _...
Til! ,..:,
. ~~,~s7
No. Deflection Gond
ft
_. in Comb. °
Tl
190 - 180
2.025
29 ___
0.0904 _ _.
0.0317
"P2 180 - 160 1.833 29 0.0904 0.0316
T3 160 - 140 1.452 29 0.0846 0.0263
T4 140 - 120 1.103 29 0.0736 0.0168
TS 120 - 100 0.798 29 0.0627 0.0107
T6 (00 - 80 0.551 29 0.0504 0.0074
"f7 80 - 60 0.350 29 0.0396 0.0050
Rl~
~ ~`~'~'~
Job Page
10 of 20
r MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01 /28/10
520 S. Main St. Suite 1531 ,
Akron, OKa43/I Client Designed by
Phone: (330) 572-1100 Crown Castle USA, Inc. cburton
FAX: (330) 572-2/01
Section Elevntion Horz. Uov. lru li+isr
No. Deflection Load
t in <' rnh °
~~ ~
T8...._.. ~~ 60 - 40 0.199 29 0.0281 0.0033
T9 40 - 20 0.092 29 0.0180 0.002 I
T10 20 - 0 0.029 35 0.0077 0.001 I
Critical Deflections and Radius of Curvature -Service Wind
Elevation Appurtenance
185.00 (4) PDlOl76 w/Mount Pipe
172.00 V H LP2-18
161.00 P-21 A48
130.00 Sector Mount [SM 302-1]
48.00 ASP-955
Gov. Ucjlectian ~~~ ~ ~~~ Tilt~~~~ ~ ~~ /list ~~~~ ~ ~~~~~ ~Radiusof ~~~~~~~~~~
load Curvnrure
('nnJ~ in t
2`1 1.929 ~ ~~ ~~ 0.090$ ~ 0.0318 748477
29 L679 0.0890 0.0303 409932
29 1.471 0.0850 0.0267 126125
29 0.944 0.0682 O.OI33 90915
29 0.130 0.0220 0.0026 118272
Maximum Tower Deflections -Desi n Wind
__ ___
. x~ ....._.. ,....,.,.~ p..w,..,..r ~. .,,,. ._,
Section Elevation Hors. f;ov. h/t l ,cist
No. Deflection Load
t
f in Crnnb.
_
.
__
_. °
_.......
~... _.
TI ,._ _ _..,
.._. _.
190- 180. .~ _,.
12.428.., _ .
.
.._
...
8 _.
0_>410
0.2029
'r2 180 - 160 l L279 8 0.5409 0.2020
T3 160 - 140 8.983 8 0.5107 0.1683
1'4 140 - 120 6.849 8 0.4487 0.1076
TS 120 - 100 4.976 8 0.3838 0.0684
T6 100 - 80 3.444 8 03097 0.0470
T7 80 - 60 2.198 8 0.2438 0.0318
T8 60 - 40 1.2,55 8 0.1737 0.021 I
T9 40 - 20 0.590 8 0.1 1 14 0.0135
T 10 20 - 0 0.178 20 0.0477 0.0069
Critical Deflections and Radius of Curvature -Desi n Wind
,~ ...,.
Elevntion
Appurtenance
C;av.
U~flce'.an ~...., ,..
Tilr ...u...
mist ~. , ~,.,....~,..,u~.~.,~,,,,
Radius of
Load Curvature
f! .
, ~ _
~
_~ Comb.
~~
~ in
~~-
.~
. ~ ,fi
-~ . _~_
185.00 p
(4) PDIUI ib o., ~luunt Pi
e 8 11.855 0.5417 0?033 137680
172.00 VHLP2-IS 8 10.354 0.5340 0.1939 108463
161.00 P-21A48 8 9.096 0.5132 0.1709 25041
130.00 Sector Mount (SM 302-I J 8 5.873 0.4170 0.0847 15164
48.00 ASP-955 8 0.826 0.1361 0.0163 19175
Bott Desi n Data
~~~~ ~~~~
Job Page
11 of 20
MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01 /28110
52o S. Main St. Suite 253 / .
Akron, OH 443/ 1 Client Designed by
Phone: (330) 572-2100 Crown C8Stl8 USA, If1C. CbUft011
FAX. (330) 572-210/
Jeu~ai Elevatton Component Bolt Bolt Sipe tVumb~r Maxrmuw
No. Type Grade Of Load per
ft in Balts Bolt
K
`!'I
190 _
Leg __ .
A325N
0.7500
4 _
0.12
Diagonal A325N 0.6250 3 1.03
Horizontal A325N 0.6250 2 1.15
T2 180 Leg A325N 0.8750 4 4.36
Diagonal A325N 0.(1250 3 3.00
Horizontal A325N 0.6250 2 2.45
T3 160 Leg A325N 1.0000 4 12.22
Diagonal A325N 0.6250 3 2.91
Horizontal A325N 0.6250 2 2.63
T4 140 Leg A325N 1.0000 6 13.07
Diagonal A325N 0.6250 3 3.41
Horizontal A325N 0.6250 Z 3.52
15 120 Leg A325N 1.0000 6 17.68
Diagonal A325N O.G250 3 4.14
Horizontal A325N O.G250 2 3.72
"C6 100 Leg A325N 1.0000 6 22.69
Diagonal A325N 0.6250 3 3.98
Horizontal A325N Ob250 2 3.90
T7 80 Leg A325N 1.0000 8 20.40
Diagonal A325N 0.6250 3 3.95
Horizontal A325N 0.6250 2 4.15
t8 60 Leg A325N 1.0000 8 23.62
Diagonal A325N 0.6250 3 4.34
Horizontal A325N 0.6250 2 4.78
1'9 40 Leg A325N 1.0000 8 26.84
Diagonal A325N 0.6250 3 4.49
Horizontal A325N 0.6250 2 5.18
T10 20 Leg A354-BC 1.0000 10 22.50
Diagonal A325N 0.6250 3 6.53
Horizontal A325N 0.7500 2 5.42
Allowable Ratio Allownblc Crdena
Load loa d Ratio
K AI(o~able
29
82
1 _.
Bolt Tension
. 0.004 -
12.43 1 1 Bolt Shear
0 083
12.43 I Bolt Shear
0 093
4(1.59 p
~' 1 Bolt Tension
0 107 ,,
12.43 0,241 ~~ 1 Bolt Shear
12
43 - 1 Bolt Shear
. 0.197 ~
53.01 I Bolt Tension
0 230
12.43 I Bolt Shear
0 234
12.43 1 Bolt Shear
0 ~ 12
53.01 y 1 Bolt Tension
(147
12.43 ~'~ 1 Bolt Shear
0 X74
12.43 t~~ ] Bolt Shear
0 28~ ~
53.0! '~ I Bolt Tension
p 334 ,
12'43 0,333 ~{~'~~ 1 Bolt Shear
12,43 1 Bolt Shear
0 299
53.01 1 Bolt'I'ension
0 428
12.43 '~" I Bolt Shear
p.320 ~,
43
12 ~`' 1 Bolt Shear
. 0 314 ~,
53.01 .z" 1 Bolt Tension
0 185 ,
12.43 I Bolt Shear
0 318
12'43 1 Bolt Shear
0.334 ~
53.01 1 Bolt Tension
0,446 ':
12.43 ~"_~ I Bolt Shear
0.349
12.43 0 385 ~?n'~~x 1 Boft Shear
53.01 1 Bolt Tension
0 506 ~
12.43 1 Bolt Shear
0.361
12.43 ] Bolt Shear
0.417 -
_55.22 ] Bolt Tension
0 407 -
12.43 0,525 ~ I Bolt Shear
17.80 I Bolt Shear
0 30~
Com ression Checks
Leg Design Data (Compression)
~~ ~~~ Job Page
2
f 20
MAYPORT BU#: 812565 1
o
GPD Associates Project Date
520 S. Main St. Suite 2531 2010175.87 11:32:42 01/28/10
Akron, OH 4431 / Client Designed by
Phone: /330) 572-2/00 Crown Castle USA, ~f1C.
CbUPt011
FAX: (330) 572-2101
.~k,< ~,<
Section
Ntevnt7on
Jize
L
I„
r<lir
,I
P„ , .:
~P„ ~,:<, ~ ,...~
Ratro
No, Pu
ft ft ft in~ K K ~p
~~ f 1 ~ ~ ~ 190 180 -~ ~~~~~~~ ~~ ~~ ROHN 2.5 X~~~STR _ ~~ ~~ ~ 10 00 ~~
5.00
64J
~~
2.2 _,>
I .-~6
i4.~ f
o.UZi)
K= I.O(1
T2 180 - 160 ROHN 3 X-STR 20.00 6.67 70.4 3.0159 -22.92 94.46 0.243 '
K=1.00 fig'`
I'3 160 - 140 ROHM 4 X-STI2 20.04 6.68 54.3 4.4074 -56.75 159.90 0.355 ~
00
K=1
,,
.
T4 140- 120 ROHM 5 X-S'CR 20.04 6.68 43,6 6.1120 -89.35 239.38 0.373'
K=1.00 irk
T5 120 - 100 ROHN 6 EHS 20.04 10.02 54.0 6.7133 -118.90 244,02 0.487'
K=1.00
T6 100 - 80 ROHN 6 X-STR 20.05 10.03 54.8 8.4049 -15 L55 303.62 0.499 '
K=1.00
T7 80 - 60 ROHN 6 X-STR 20.06 10.03 54.8 8.4049 -181.63 303.58 0.598'
K=1.00 ./
T8 60 - 40 ROHN 8 EHS 20.05 10.03 41.2 9.7193 -210.95 386.31 0.546'
K=1.00
T9 40 - 20 ROHN 8 EHS 20.05 10.03 41.2 9.7193 -240.63 386.31 0.623 '
K=1.00
T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 12.7627 -255.17 505.43 0.505 '
K=! .00
~ P„ / rpP~ controls
Dia onal Desi n Data Com ression
. ~.,~
Section ._.,~a., . ~,.,~,~.
Elevation . ~......, _ .. ~ .. ~
Size .w ~..,r..._..,~...
L ,.~~.
L„
l~(,, ~ .:..
q
N„ ,m
~P„
korio
No. P„
fi ft ft in' K
~ K ~ p
1 19U - 18D ROHN 2 5 t'D 6.58 6.39 97.4 1.0745 3 10 24.15 0.129
K=1.00
T2 180 - 160 ROHN 2 X-STR 794 7.67 120. t 1.4773 -9.00 23.14 0.389'
K= l .00 `
T3 160 - 149 ROHN 2 STD 8.55 8.25 125.8 1.0745 -8.44 15.33 0.551 '
K= i .00 ;,,
T4 140 - 120 ROHN 2 STD 9,24 8.91 135.8 1.0745 -10.22 13.17 0.776'
K=1.00
TS 120 - 100 ROHN 2.5 STD 12.52 12.06 152.7 1.7040 -12.43 16.50 0.753 '
K= L00 ~„
T6 100 - 80 ROHN 2.S S"fD 13.31 12.89 163.2 1.7040 -1 1.95 14.45 0.827'
K=1.00 ~`
T7 80 - 60 ROHN 2.5 STD 14.21 13.82 175. I 1.7040 - 11.84 (2.56 0.943 '
K=1.00 '`
T8 60 - 40 ROHN 3 S'CD 15.12 14.64 151.0 2.2285 - 13.01 22.07 0.589 '
K=1.00
T9 40 - 20 ROHN 3 STD 16.08 15.62 161.1 2.2285 -13.47 19.40 0.695 '
K=1.00 ~'
T10 20 - 0 ROHN 2.5 EH 24.33 12.17 158.0 2.2535 -19.58 20.40 0.960'
K=1.00
~~ ~~~~~ Job Page 13 of 20
MAYPORT BU#: 812565
Project Date
GPD Associates 87
2010175 11:32:42 01 /28/10
5?0 S. Mani St. Suite 2531 .
ab~on, OH 44311 Client Designed by
Phone: (_330) 572-?100 Crown C2Sll@ USA, If1C.
cburton
Pax: (330 5~2-aioi
~ P„ / ~P„ controls
Horizontal Desi n Data Com ression
Section
Elevntion ~
Size ,..a ,_ ~ ~
L ~ .. ~.
1.,, ft ~,~,.~~.
Kl/r m,. ~ ~v ~~~
A .. ~_ . da .,..N ,
P„
~P„
/tat~o
No. P„
ft ft fr in' K K gyp„
T,._.__
I ._.,, ... , ._- . ,,...
190 - 180 ~_ _
ROHN L~ STU
8.32
4.14 _
79.8 .. . __
0.7995 ~_
~~-~ ~ 27 _._._..,.
22.58 ..__a_
0.100'
K=1.00
T2 180 - 160 ROHM I.5 STD 8.60 4. I S 80.0 0.7995 -4.84 22.52 0.215 '
K=1.00 ~~`
T3 160 - 140 ROHN LS STD 10.01 4.82 92.9 0.7995 -5.25 19.14 0.274'
K=1.00 g,;
'F4 ! 40 - 120 ROHN 2 STD l Z. l0 5.82 88.7 1,0745 -7.04 27.21 0.259 '
K=1.00 ~,,:
1~5 120 - 100 ROHM 2 S"('D 13.92 6.68 101.9 1.0745 -7.43 22.64 0.328'
K=1.00 ,
"C6 100 - 80 ROHN 2 STD 16.29 7.87 120.0 1.0745 -7.8 I 16.86 0.463 '
K= l .00 `
T7 80 - 60 ROHN 2.5 STD 18.86 9.15 1 15.9 1.7040 -8.29 28.64 0.290'
K=1.00
T8 60 - 40 ROHM 2.5 STD 21.43 10.35 131.1 1.7040 -9.53 22.38 0.426 '
K=! .00 ~`
T9 40 - 20 ROHN 2.5 STD 23.93 11.60 1420 1.7040 -10.26 17.82 0.576'
K=1.00 ~'
T 10 20 - 0 ROHM 2.5 STD 25.18 12.23 154.9 1.7040 -10.85 16.05 0.676 '
K=1.00
~ P„ / ~P„ Controls
To Girt Desi n Data Com ression
Section Elevntion Sine
L
[,,, Kl/r
a
P„ .n4, ,m ,, ~...,
~P„ Ratio
No. P„
ft Ii
~
~~ ft in~ K
~ K ~P„
T] ~~~ 190 - 180 ROHN I.5 STD 8.50
~ 4.13 79.6 0.7995 -0 04 22.63 0.002'
K=1.00
~ P„ / ~P„ Controls
Redundant Horizontal 1 Desi n Data Com ression)
Section Elevation Size L L„ Kl/r a P„ ~P„ Ratio
No. P„
ft fi ft ;,r K K
_ ~p~
. _ ...T_
TI O 20 - 0 ROIiN 1.5 STD 6 29 5.93 114.4 0.7995 -4.43 13.01 0.340'
K=1.00 ~,,~'
R~.aJ~ ~ayV~,~
,`J Job Page
MAYPORT BU#: 812565 14 of 20
GPD Associates Project Date
520 S. Main St. Suite 2531 2010175.87 11:32;42 01/28/10
Akron, 0H 443!/ Client Designed b
Y
Phone: (330) 572-2/00
' Crown Castle USA
Inc.
F
ax: ~3.io~ spa-zio) , cburton
..~ H,,.,,.,, w.. ,~~..~ ..~ ., ,,.~ _ _
Seaton Elevation Sipe _ L G, ~~~ ~ Kl/r ~, ~h» ~~ P„
No. tpP„ Kntio
P„
~t ft ft irt' K /C ~P„
t P„ / ~P„ controls
Redundant Dia onal 1 Desi n Data (Com ression
,~~ a
Elevation
J'ize
L
L„
K!/r ~
9 P„ _ _
~P„
Ratio
Pu
ft
__. ._....._~
"
_.,...~.. _. .. ,,,.,_ ft
_..,.- . ft
_ ,_.-_
_. .. ,.,. ,.. itr' K K
_,.,
.
r ~P,
C10 20-0
RuHti LS STD
IL50
10.77
207.E
U.i9`1~ ~4.U5 ,...
.
,._
4.19 _....._ .. _.
0.966
K= L0 0 , :r
t P„ / ~Pn controls
Redundant Hi 1 Desi n Data Compression
~.e .~ .~. ~.. ~,, ..~~.,~.
Jection Elevation Stze I
„
__ _.
~.. ~ am. ,M, ~,
.,
hLr ~1 P„ gyp„ s ..._ ..~~,~~.
v~
Ratto
No. P..
._ ~
t ~ K
0 ~P„
T10 20-0 ROHN 1.5 STD 62
9
6.2) t _
121.3 0.7))5 0
5 ~~~ 11.94 _
0.004'
K=1.00
~ P„ / ~P„ controls
Redundant Hi Dia onai Desi n Data Com ression
,. Sccnon~~ ~„~. ,,.,,..~~~..,_,,~.~,, .<.,.
levnlion Size _
L ~_~..~M ..,.„ ~,
L„ KI/r ~,, , ..x.~. ,.,,.,< _
A .
_f'„
¢P„ ~,. 2.,..a„
Ratio
No. P„
ft
~~~ ft
-~ ~ Jt
~ ~ ere' K K ¢P„
T 10 20 - 0 ROFITv 2.5 S7
D
15.07
15.07 190.9
1,7040 ~
-0.06 ~~~~
10.56
0.005'
K=1.00
~ P„ / t~P„ Controls
Inner Bracin Desi n Data Com ression
Jection
Clevation
Jr_,~ ~~ ~ [,
~ ~~ L„ ,~ ,.
P„ ~ ~.,~
atro
No. P„
~
Tl 190 - 180 L2x2x 1. S 4.Z6 4.26 128.6 0.4844 O.U4 6.54 0.006
K=1.00
,F,
T2 180 - 160 L2x2xl/8 4.30 4.30 129.8 0.4844 -0.08 6.44 t~
0.013 ~
~~ (t~~~~" Job Page
15 of 20
MAYPORT BU#: 812565
CPD Associates Project Date
5ZO S. Main St. Smite 2531 2010175.87 11;32:42 01 /28/10
Akron, ON 44311 Client Designed by
Phone: (_i30) 572-2100 Crown CaStl@ USA, II1C.
CbUrtOn
FAX: (330) 572-2101
.,~.,..~
Section :,~~, ~ .,.,.,,~
Elevouon m.,~_ ~,~,,, -, ..., .,,.
Siae ., a
L ~ ,. ,,,. ,
L„
kl,r
A
P„
~P„
Rario
No. P.,
ft ft ft in' K K ~p,~
~~K=1.00 _..
T3 160 - 140 L2x2x I/8 5.01 5.01 151. I 0.4844 -0.09 4.79 0.019 ~
K=1
00
. ~„
T4 140 - 120 L2x2x I/8 6.05 6.05 182.6 0.4844 -0.12 3.28 0.037
I<=1.00 F`
TS 120- 100 L2x2x1/8 6.96 696 210.0 0.4844 -0.13 2.48 0.052'
K=1.00 ~
T6 100 - 80 L2 1 /2x2 1 /2x3116 8.15 8.15 197.5 0.9020 -0.14 5.23 0.026 '
T7 80 - 60 L3x3x3/16 9.43 9.43 1899 1.0900 -0.14 6.83 0.021 '
K=1.00 '~
T8 60-40 L3 V2x3 1/2x1/4 10.71 10.71 185.2 L6900 -0.17 11.13 0.015 ~
K=1.00 '`
T9 40-20 L31/2x31/2x1/4 11.96 11.96 206.9 1.6900 -0.18 8.92 0.020'
K= L00
T 10 20 - 0 ROHN 2 STD 12.59 12.59 19 L9 1.0745 -0.19 6.59 0.029'
K=1.00
~ Y„ / ~P„ controls
Tension Checks
Le Desi n Data Tension
n.~ ~
Section ~, _n.....,,T . ,~: u,
Elevation ... ,..a~~ ,~
Size .....:.a .. .....
1, .,~ ..
L, ...
K!/r ...:e.. ,...,, ,.
,4
m
, ~,
P,
..,~._ r...~
¢P„
,..... ~.:..
H~
Rarro
No. P„
_ h
..
.
_.
.
..._ .. _,. . ~ _ fin,_ . _, fl
_. i n'
_
~ k
_..... k
. ,. ....
~ ~P,~
~~~
_.~
. ,.
T2 _
_._ ... „
.~
.
180 - 160 ..
ROHM 3 X-STR 20.00 6.67 70.4 „
3.(1159 U.44 135.72 0.129~~~
T3 IGO - 140 ROHN 4 X-STR 20.04 6.68 54.3 4.4074 48.86 198.34 0.246'
~-
9~
T4 140 - 120 RO}iN 5 X-STR 20.04 6.68 43.6 6.1120 78.44 275.04 0.285 ~
T5 120 - 100 ROHN 6 EHS 20.04 10.02 54.0 6.7133 106.09 302.10 0.351 '
T6 100 - 80 ROHM 6 X-STR 20.05 10.03 54.8 8.4049 ! 36.13 378.22 0.360 ~
T7 80 - GO ROHN 6 X-STR 20.06 10.03 54.8 8.4049 163.21 378.22 0.432 '
T8 60 - 40 ROHM 8 8}iS 20.05 10.03 41,2 9.7193 188.96 437.37 0.432 ~
T9 40-20 ROHNBGHS 20.05 10.03 41.2 9J193 214.70 437.37 0.491'
T10 20 - 0 ROHN 8 EH 20.05 10.03 41.8 12.7627 225.54 574.32 0.393 '
f[ ~, ~~
I~` Job Page 16 of 20
. MAYPORT BU#: 812565
Project Date
CPD Associates 87
2010175 11:32:42 01128/10
520 S. Mnin St. Suite 2531 .
Akron, OH 443/ i Client Designed by
Phone: (330) 571,-2100 Crown Castle USA, Inc.
CbU11:011
FAX: (330) 572-2101
~ P„ / ~P„ controls
Dia onal Desi n Data Tension
Section Eternuon ~ Jize~~ ~~ L ~ L„ Kl/r A ~~~ P„ mP„ Rntio
No. P„
ft ft Jt In' K K
~ ~ ~ ~p,~
~~-~
T1 __.
190 - ] 80
ROHN 2 STD
6.58
~ ~ 6.39
97
4
1.074.5
~
3.03
48.35
0.063 '
1~l
T2 180 - 160 ROHM 2 X-STR 7.94 7.67 120.1 !.4773 8.91 G6.48 0.134'
{;
T3 160 - 140 ROHN 2 STD 8.14 7.84 1125 L0745 8.65 48.35 0.179'
~,
T4 140 - 120 ROHM 2 STD 9.24 8.91 ] 35.8 L0745 10. I I 48.35 0.209 '
T5
120 - 100
ROI1N 2.5 STD
12.52
12.06
152.7
1.7040
12.25
76.68 ~~~°
O.I60'
s
T6 100 - 80 ROHM 2.S STD ] 3.31 12.89 163.2 1.7040 11.72 76.68 Q 153 '
T7 80 - 60 ROHN 2.5 STD 14.21 13.82 175.1 1.7040 11.54 76.68 0.150'
TS 60 - 40 ROHM 3 STD 15.12 14.64 151.0 2.2285 12.57 100.28 0.125 '
T9 40 - 20 ROHN 3 STD 16.08 15.62 l 6 I . I 2.2285 1298 100.28 0. ] 29 '
".
TIO 20-0 ROHN 2.5I3H 2433 12.17 158.0 2.2535 19.19 101.41 0.189'
~ P,, / GAP„ controls
Horizontal Desi n Data (Tension)
Section
Elevation
Sa:e
!_
Lw
K!/r
A
P„ .u
~P„ .. .,..
Rn)io
No. P„
ft ft f~ rn' K K ~p
1'1 19U - 180 ROHN LS S 1 D 8.52 4.14 728 0.7995 2.31 35.98 0.064'
T2 180 - 160 ROHN I.5 STD 8.60 4.15 80.0 0.7995 4.90 35.98 0.136'
~P
T3 160- 140 ROHN 1.5 STD 10.01 4.82 92.9 0.7995 5.24 35.98 0.146'
T4 140 - 120 ROHN 2 STD 12.10 5.82 88.7 1.0745 Z02 48.35 0.145 '
TS 120 - 100 ROFIN 2 STD 13.92 6.G8 IOL9 1.0745 7.35 48.35 0.152 ~
T6 100- 80 ROHM 2 STD 16.29 7.87 120.0 !.0'745 7.74 48.35 0.160'
T7 80 - 60 ROHN 2.S STD 18.86 9.15 115.9 1.7040 8.24 76.68 0.108 '
'I'8 60 - 40 ROHN 2.5 STD 21.43 10.35 131.1 1.7040 9.57 76.68 0.125 '
g ~r~ ~~~~~
aft l Job Page
MAYPORT BU#: 812565 17 of 20
GPD Associates Project Date
520 S. Mnin St. Suite 1531 2010175.87 11:32:42 01 /28/10
Akron, OF14431 / Client Designed b
Y
Phone: (330) 572-2100 Crown Castle USA
Inc.
FAX: (330)57?-101 , CbUI'jOn
Jectiwi b(evaUon Seze 1. !_„ hLr 4 I'„
~P„
Ratio
No Pu
.. .. . _.T_ __ ~~~ __ . _. It ft in' K K ~p
T9 40 - 20 ROHN 2.5 STD 23.93 1 LGO 147.0 i JG-}U I U.3 i 76.68 0.135
~~
T! 0 20 - 0 ROAN 2.5 STD 25.18 12.23 154.9 1.7040 10.63 76.68 0.139 '
~~
~ P„ / ~P„ controls
To Girt Desi n Data Tension
Jectio~i Elevation Size L !„ K!/r 9
~P Raria
No. P„
fi ft fr in' K K ~P„
T 1 100 - 180 ROHN 1.5 S f D 8.50 4.13 79.6 OJ495 0.04 i~.9
8 0.001 '
~~
~ P„ / ~P„ controls
~ P„ / ~P„ controls
Redundant Dia onal 1) Desi n Data (Tension
sE~tio~_.~ .:.. ~ ,~~.
n Elevation w., ..vn
Size L
~ G~ ~
K!/r ~
~~ q,.~, . p ~~
~Y„~~,
, ,~ Ratiod~~
No. P„
fr
'
~~~ fr
~~
~~ fr ~n' K K rpP,~
1
!0 2
0
0 - R(~HV I.~STD
11.50 10.77 207.6
~ -
0.7995 4.~> 25.90
56 ~
~~0_I~~
~ P ~ / ~R, controls
Redundant Hip Diagonal Design Data (Tension)
~,
~
~,~
~,~~~~~
~ Joq Page
'
''
'
"
" MAYPORT BU#: 812565 18 of 20
GPD Associates Project Date
Sz0 S. Main St. Suite 2531 2010175.87 11:32:42 01 /28/10
Akron, OH443/I Client Designed by
Phone: (330) 572-2100 Crown C8St~2 USA, 111 C.
CbUI-1011
FAX: (330) 572-2101
Jection Elevation Jtze -. L _ L,,.. klir ~ __ / . ~P„ _ K,r~~o
No. P„
ft ft ft i n' K K ~ p,~
_.. .
T10 20 - 0 ROHN 2.5 S'iD 15.07 15.07 190.9 1.7040 0 09 55.21 0.002~~ ~~
~ P,, / ~P„ controls
Inner Bracin Desi n Data Tension
r...,,~
Section ~~ ...., ..:..Po.v,..u ,.
Elevation ,~ .H...., ...~,,, aF.,.:
Size .... .,..wu~.~
I, ,~w, ,... ,
L„ ., ~...m
Klh- wn . .. .....
A . .. ... y,~
P„ .~,~,~.~...
~P„ ~ ,.~.u.~ .m ...«
Ratio
No. Pu
ft ft fi in' K K ~p,~
T1 190-]SO L2x2xl/8 4.26 4.26 81.G 0.4844 0.04 15.69 0.003'
f
T2 180 - 160 L2x2x I/8 4.30 4.30 82.4 0.4844 0.08 15.69 0.005 ~
°,~
T3 160 - 140 L2x2x I/8 4.31 4.31 82.6 0.4844 0.09 15.69 0.006 ~
"f4 240 - 120 L2x2x I/8 6.05 6.05 115.9 0.4844 0.12 15.69 0.008 ~
TS 120-100 L2x2x1/8 6.96 6.96 133.3 0.4844 0.13 15.69 0.008'
T6 (00-80 L21/2x21/2x3/l6 8.15 8.15 ]25.6 0.9020 0.24 29.22 0.005'
T7 80-60 L3x3x3/16 9.43 9.43 120.5 L0900 0.14 35.32 0.004
T8 60 - 40 L3 1/2x3 !/2x 1/4 10.71 10.71 I 1 Z9 1.6900 0.17 54.76 0.003
~,.
T9 40-20 L3 l/2x31/2xl/4 11.96 11.9G (31.7 1.6900 (1.18 54.76 0.003'
T10 20-0 ROHN 2 STD 12.59 12.59 192.9 1.0745 0.19 48.35 0.004 ~
°'
~ P„ / ~P„ controls
Section Ca acit Table
_. , ~ _
Section ..
Elevation _
Component r. ~....~. , d , ti. ~
Size ~ .~ ~.~,. ~
Critical . ,._..~ ....~.~
P ~~
BP~~~,,,, .~ .,. ~..,.., y~ w~..~
Pass
Na
. ft
.
..... Type
.
..
.
.
.. Element K K ('npacim Pail
r_...,, .. _
.~
T1 __ ...
.
190 180 . ~ g.
,....,,,, ,
...
..-
...
Le ... ........~.
KOHN 2.5 X STR
2
-L40
i4.51
2.U
Pass
Diagonal ROHN 2 STD 1 ] -3.10 24.15 12.9 Pass
Horizontal ROHN 1.5 STD 10 -2.27 22.58 10.0 Pass
Top Girt ROHN LS STD 4 -0.04 22.63 0.2 Pass
Inner Bracing L2x2x 1/8 16 -0.04 6.54 0.6 Pass
T2 180 - 160 Leg ROHM 3 X-STR 29 -22.92 94.46 24.3 Pass
Diagonal ROHN 2 X-STR 36 ->.00 23.14 38.9 Pass
Horizontal ROHM 1.5 STD 34 -4.84 22.52 21.5 Pass
Inner Bracing L2x2xl/8 40 -0.(18 6.44 1.3 Pass
T3 160 - 140 Leg ROHN 4 X-STR 68 -56.75 159.90 35.5 Pass
Diagonal ROHN 2 STD 72 -8.44 15.33 55.1 Pass
~, j~ ~„~~~ Job Page 19 of 20
MAYPORT BU#: 812565
GPD Associates Project Date
52o S. Main St. Suite 153 2010175.87 11:32:42 01128/10
Akron, OH 4431/ Client Designed by
Phone: (_330) 57?-2100 (,'fOWll CaStil@ USA, IIIC.
cburton
Fax ~330~ sn-~ioi
Section Elevation Component Jize Cnticnl P r~P„~o-,~„ ~ Pass
No ft Tvpe Element K K Capacity Fai!
Horizontal RUHN i.5 SID 70 -5.25 19.14 27.4 Pass
Inner Bracing L2x2x1/8 79 -0.09 4.79 1.9 Pass
T4 140 - 120 Leg ROHN 5 X-STR 107 -$9.35 239.38 37.3 Pass
Diagonal ROHN 2 STD 110 -10.22 13.17 77.6 Pass
Horizontal ROHN 2 S"CD 109 -Z04 27.21 25.9 Pass
28.3 (b)
Inner Bracing L2x2xl/8 118 -0.12 3.28 3.7 Pass
TS 120 - 100 Leg ROHN 6 EHS 146 - 118A(1 244.02 48.7 Pass
Diagonal ROHN 25 S1'D 153 -12.43 16.50 75.3 Pass
Horizontal ROHM 2 STD I S 1 -7.43 22.64 32.8 Pass
Inner Bracing L2x2x I/8 157 -0, 13 2.48 5.2 Pass
T6 100 - 80 Leg ROHN 6 X-STR 173 -I SI.SS 303.62 49.9 Pass
Diagonal ROHN 2.5 STD 180 - 11.95 14.45 82.7 Pass
Horizontal ROHN 2 STD 178 -7.81 16.86 46.3 Pass
Inner Bracing L2 1/2x2 1/2x3/IG 184 -0.14 5.23 2.6 Pass
I'7 80 - 60 Leg ROHN 6 X-STR Z00 -181.63 303.58 59.8 Pass
Diagona! ROHN 2.5 STD 207 -I 1.84 12.56 94.3 Pass
Horizontal ROHN 2.5 STD 208 -8.29 28.64 29.0 Pass
33.4 (b)
Inner Bracing L3x3x3/I6 21 I -0.14 6.83 2.1 Pass
T8 60 - 40 Leg ROHN 8 EHS 227 -210.95 386.31 54.6 Pass
Diagonal ROHM 3 STD 234 -~3.OI 22.07 58.9 Pass
Horizontal ROHN 2.5 STD 232 -9.53 22.38 42.6 Pass
Inner Bracing L31/2x3 VZxI/4 239 -0.17 11.13 1.5 Pass
T9 40 - 20 Leg ROI IN 8 GHS 284 -240.63 386.31 62.3 Pass
Diagonal ROhIN 3 STD 261 -13,47 19.40 69.5 Pass
Horizontal ROHM 2.5 STD 259 -! 0.26 17.82 57.6 Pass
Inner Bracing L31/2x31/2x114 268 -0.18 8.92 2.0 Pass
'1'10 20 -0 Leg ROI~N 8 HH 281 -255.17 505.43 50.5 Pass
Diagonal ROHN 2.5 EH 294 -19.58 20.40 96.0 Pass
Horizontal ROHN 2.5 STD 290 -10.85 16.05 67.6 Pass
Redund Horz 1 ROHN LS STD 288 -4.43 13.01 34.0 Pass
Bracing
Redund Diag 1 ROHN I.5 STD 289 -4.05 4.19 96.6 Pass
Bracing
Redund Hip 1 ROHN 1.5 STD 297 -O.OS 1 1.94 Q4 Pass
Bracing
Redund Hip Diagonal ROHN 2.5 STD 307 -0.06 10.56 0.5 Pass
Bracing
Inner Bracing ROHN 2 STD 310 -0.19 6.59 2.9 Nass
Summary
Leg (T9) 62.3 Pass
Diagonal
IO
' 9G.0 Pass
j
(
C
torizontal
67.6
Pass
(Tloj
Top Girt 0.2 Pass
(TI)
Redund 34.0 Pass
Horz 1
Bracing
(T 10 )
Redund 96.G Pass
Diag 1
Bracing
(T10)
Redund Hip 0.4 Pass
1 Bracing
(T l o>
Redund }{ip O.S Pass
Diagonal
~1~~ ~D~~t~ Job Page
MAYPORT BU#: 812565 20 of 20
GPD Associates Project Date
S20S. MninSt. Suite 253/ 2010175.87 11:32:42 01/28/10
Akron, O/i44311 Client Designed by
Phone: (330) 572-2/00 Crown C8Stl2 USA, IIIC.
CbUYtOn
FAX: (330) 572-?101
Section ~~~Gtevnnon C'ompo~.uar Ji,.e ~ t'rui~,n '
f raP~~u,~,, sass
No. f~ Tvpe Elnnreni ti K Capnrin Fnil
Bracing ~ ~.
(T 10)
Inner 5.2 Pass
Bracing (TS)
Boh Checks 52.5 Pass
RATING = 96.6 Pass
Program Version 5.3.1.0- 10/3/2008 File:Na2010/2010175/87/RIBA/812565.eri
Crown Castle USA, Inc.
190 Ft Self Support Tower Structural Analysis
Project Number 2010175.87, Application 93860, Revision 5
APPENDIX B
BASE LEVEL DRAWING
January 28, 201 D
CCI BU No 812565
Page 10
RISATower Report -version 5.3.1.0
mI
a
y
m
r'
m
m
r
6
A
D
~2
2
L
A
a
y~ r
Hy
CO m
~ ..
~7.m
Z
~C
8~
~~
~a
~~
0
m~
~~
m
A
~p
~ ~
W 'r~
~;:,
~ -
(N
o
ev'c
~ ~
'x ~
x
m~
i
m~
`~
'"~°
~'
~~ ~~ ~~
` ri"~'~~fl,~. City of Atlantic Beach
~, ,'.w,;~•~. Buiiseing Department
=~ .,~yty 800 Seminole Road
r~ Atlantic Beach, Florida 32233-5445
~~~~~=°~' Phone (904) 247-5826 Fax (904) 247-5845
rJtt ~r E-mail: building-dept@coab.us
City web-site: http://www.coab.us
APPLICATION NUMBER
(To be assigned/by the Building Department.)
!~-~
Date routed: 9 ~~
AP~L~CA~I®GV R~\/I~VU a4N®1'~AC~61~G t~®R~I
'r®perty A~~9ress/:V /~/~-y~L~la;~ ~--T~fc.L
Ilcant: ~-
pP (~6 ~fi'~~~~ C
Dena ent review required Yes No
Building
anning & Zoning
Tree Administrator
Public Works
Public Utilities
Public Safety
Fire Services
Re~lewfee _~~~~_ ~ ~~,M, f~ ~r.~t ~Dept~S,lgn~~ture~ ~ 3N;~, k~ ~~ 3
Other Agency Review or Permit Required Review or Receipt
of Permit Verified i3 Date
Florida Dept. of Environmental Protection
Florida Dept. of Transportation
St. Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
Reviewing Department
(Circle one.)
BUILDING \
PLANNING & ZONING
TREE ADMIN.
PUBLIC WORKS
PUBLIC UTILITIES
PUBLIC SAFETY
FIRE SERVICES
APP CATION STATUS
First Review: Approved. ^Denied.
Comments:
/~~~ 7_ o r -i p
Reviewed by: `~6~' Date:
Second Review: ^Approved as revised. ^Denied.
Comments:
Reviewed by:
Ti~ird Review: ^Approved as revised. ^Denied.
Comments:
Reviewed by:
Date:
Date:
Revised 05!14109
BUILDING PERMIT APPLICATION
CITY OF ATLANTIC $EAC.I~:
800 Seminole Raad, Atlantic Beach, FL 32233
Office (904) 247-5826 Fax (904) 247-5845
~.I I ..1~~~ I.1 ICI >
Job Address: i 5~L`~ N1a~v~ Siy~?~-(•• _~„~ Permit Ntamber: ,1.0'` 0 ~!
Legal llescription -, - ~: e: r .~ .= Grr~V t-v~i~ ~ e:. '~ Parcel # - ~3 = ~ .. -• - . .~
it~,~{it-to~43+6~-tiv4~~ t~~~t.~c. 3Valuation of Work $ r~
~'t'-~C~ vc~
Ctass of Work (circle one): New Addition CAlterai~i~._,.. Repair Move Demolition poolJspa window/door
Use of existing/proppused strnctare(s) (c~rcte one}:. C'"Commerc'ial";'~ IZesidentiat
Tf an existing stri~eture, is a fire sprinkler system ~nstailled?~ircTone): Yes No ~A;~
Florida Product A proval #~
Tor rnuttipte products use product approva arm
Describe in detail the type of wank tv be perfarmed: ~:c.~aioytl<~U~~ vc~t.~la.cc'yyte.~v-~1- C~vt ~~.isi~yiGi
a~.te ~.,vy~u ,~,~ti.,~.r,~=ti yviS izx.~<'t/ ........_..._.
PropertYQwner information:
Name: C:-iec~ U.}ifel,~_.S L~LC__ ____._ _.Y.•_Address: ~-+~~ir~t•a r"rxLillvyt ~~~~•4-
City lurl~~lcuncl. Statew,~;Z.ip_`T~.G~3•~ Phone ~1~-i~~•ti~•1-'~S~tn.
E-Mail or Fax # (Optional) vv>•;~ e , vtix: ~'' DyWc-te~yiv~ ~!~.~c?,_v. c:.c> y~ ____.____
Contractor 1[nfornxation:
Company Name: ~ Cvvri tyicva-~>c~t,~~l-~:cl _._..._.___ Qualifying Agent: ~'ovutlc,l C. Nttact•~e'.u __..._
Address: l~t^:c~~.~T~ury~~ G~~k:.s__ ~ ~~1v,rt,TSv.i~k' 15~~ .~._.. __ City.Ye.~~ru~tc~ ~Tevrzccc~. State .sL . __, Lip ~%t~=i-
_...
()Rice Phone ~)3•-y~,~- ttir/~~, _. Job Site/ C"ontact Number ~,~:~.~tg:~_~{ h~~ Fax # ,~,1~~-~ZQ;,~-•~}~3fit~
State Certifieatian/Registration # CG.C l~~ 1 S~ t~ I __......__.___. -_
Architect Name & Phone# _____ _-..--.--
l:;ngincer's Name & Phone # 1•t,'~L1c.ew
lee Simpte Title Holder Name and Ad
.Bonding Company Name and Address
Mortgage Lender Name and Address _
Application is ltcreby +nade to obtain a permit to rlo the work and installations as indicated. I certify that no work o+• installation hos commenced privy to lhr.
issuance of a permit and that all work will he pe+fornied to »zeet the standards of all laws regulating const+•:rction to this jurisdiction. Phis permit hccomer null
and void f tvnrk is not commenced -vithin six (6) months, a• if consU•uctian a• work i,r suv vended or abandoned fora errad of six (6) mozitlzs at any tune after
ww•k is cu+mnenced 1 understand that separate permits must be secured for l.TcctricallWvrk, Plwlrzbtng, Signs, ~etls, Pvots, ~urzzaceg Bviters, Healers,
Tnnks tuulAir Cvnrlitiaters, etc.
WARNING TO OWNER: YQUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVF,MENTS
TO YOUR PROPERTY. IF YOU INTENll TO OBTAIN FINANCING, CONSULT WITH
YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
1 hereG,~ certify that 1 have read and examined this~plicatian and know the same to Ge trz+e and correct. All provisio»s of•laws and ordinances gvverninir this
type o work wilt be comptied with whether speci red herein or not, The granting of a permit does not pre.,sume to gyve a:ztha•iry to violate or cancel the
provisions of any other federal, st ~, or Inca! lciw regulati construcliarr or the pet;formlznce of cansb'rzction.
Signature of Owner Z~!?:~~:••=---;-._ Signature of Co~ltractor _..__.._
Print Name ~L~tiL ~v~ I ~ Print Name ...~ip!f1(~.~~.......,~~,,..~.....~. .K1,.E,,..
Sworn to and subscribed before me
this Uay of ~ ,?p -o __
NOtal'y Public NN.eueneloNeeNw.
$USIW 3. LEE
Comm 1~Od1E•11d
Exptses 12t3tZ010
oN FlorfQa Ndazyt~n~ M'za
N.N.NNee.eNe./H..N.NtN.NeeN.Ne
Swain to and s~ibscribed before me
this ~ Day of ~~n E. . 201
~'""' Teei~a N: Miller
` P`~4';
Commission # DD611975
~a' Expires November 28, 2010
,'~:
. , : ~1`~ BondsE Tloy Fain InwrMlee, Inc 8003ES7018
Revised 01.2b.10