GOHFN WOLF _PG_ ATTORNEYS AT LAW May 2, 2014 Attorney Melanie Bachman Acting Executive Director Connecticut Siting Council Ten Franklin Square New Britain, CT 06051 Re: Notice of Exempt Modification Crown Cas#!e/T-l►,!lobile co~loca#ion Site ID CT11117 922 Danbury Road, Wilton Dear Attorney Bachman: JULIE D. KOHLER PLEASE REPLY TO: BfIC~C~ep01't WRITER'S DIRECT DIAL: ~ZO3~ 337-4~ r J7 E-Mail Address: [email protected]This office represents T -Mobile Northeast LLC ("T -Mobile") and has been retained to file exempt modification filings with the Connecticut Siting Council on its behalf. In this case, the Crown Castle ("Crown") owns the flagpole tower and related facility at 922 Danbury Road, Wilton, Connecticut (latitude 41.2563556 /longitude -73.433872). T - Mobile intends to replace three antennas and related equipment at this existing telecommunications facility in Wilton ("Wilton Facility"). Please accept this letter as notification, pursuant to R.C.S.A. § 16-50j-73, of construction which constitutes an exempt modification pursuant to R.C.S.A. § 16 -50j -72(b)(2). In accordance with R.C.S.A. § 16-50j-73, a copy of this letter is being sent to the First Selectman William F. Brennan, and the property owner Remo —Wilton Asssociates. The existing Wilton Facility consists of a 90 foot tall flagpole facility. The facility currently supports the equipment of T -Mobile at a centerline of 85 feet. T -Mobile plans to replace three antennas and replace them with three antennas at an elevation of 85 feet. (See the plans revised to April 17, 2014 attached hereto as Exhibit A). T - Mobile will also replace an equipment cabinet, replace three existing GMA with six proposed GMAs, and reuse existing coax cable. The existing Facility is structurally capable of supporting T -Mobile's proposed modifications, as indicated in the structural analysis dated April 24, 2014 The online Connecticut Siting Council database does not include an approval by docket or petition for this facility so there are no specific limitation on the antenna configuration, however there has been at least one notice of intent filed, specifically EM-CING-161-111114. 11 IS BROAD STREET IS8 DEER HILL AVENUE 32O POST ROAD WEST 6S7 ORANGE CANTER ROAD P.O. BOX IH21 DANBURY, CT 06810 WESTPORT, CT O6HHO ORANGE, CT OC)47~ BRIDGEPORT, ~ ~6~1-182.1 ~L: (2~3~ ~922~~~ ~L: (2~3~ 222-134 'I~c.: (203) 298-4066 'I~t: (203) 368-0211 Fp.~c: (203) 791-8149 Svc: (203) 227-1373 Fax: (203) 29811068 Fax: (203) 3949901
41
Embed
GOHFN PG WOLF - Connecticut · calculated for a mixed frequency site as evidenced by the engineering exhibit attached hereto as Exhibit C. For the foregoing reasons, T-Mobile respectfully
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This office represents T-Mobile Northeast LLC ("T-Mobile") and has been retained tofile exempt modification filings with the Connecticut Siting Council on its behalf.
In this case, the Crown Castle ("Crown") owns the flagpole tower and related facility at922 Danbury Road, Wilton, Connecticut (latitude 41.2563556 /longitude -73.433872). T-Mobile intends to replace three antennas and related equipment at this existingtelecommunications facility in Wilton ("Wilton Facility"). Please accept this letter asnotification, pursuant to R.C.S.A. § 16-50j-73, of construction which constitutes an exemptmodification pursuant to R.C.S.A. § 16-50j-72(b)(2). In accordance with R.C.S.A. § 16-50j-73,a copy of this letter is being sent to the First Selectman William F. Brennan, and the propertyowner Remo —Wilton Asssociates.
The existing Wilton Facility consists of a 90 foot tall flagpole facility. The facilitycurrently supports the equipment of T-Mobile at a centerline of 85 feet.
T-Mobile plans to replace three antennas and replace them with three antennas at anelevation of 85 feet. (See the plans revised to April 17, 2014 attached hereto as Exhibit A). T-Mobile will also replace an equipment cabinet, replace three existing GMA with six proposedGMAs, and reuse existing coax cable. The existing Facility is structurally capable of supportingT-Mobile's proposed modifications, as indicated in the structural analysis dated April 24, 2014
The online Connecticut Siting Council database does not include an approval by docket or petition for this facilityso there are no specific limitation on the antenna configuration, however there has been at least one notice ofintent filed, specifically EM-CING-161-111114.
11 IS BROAD STREET IS8 DEER HILL AVENUE 32O POST ROAD WEST 6S7 ORANGE CANTER ROAD
The planned modifications to the Wilton Facility fall squarely within those activities explicitlyprovided for in R.C.S.A. § 16-50j-72(b)(2).
1 . The proposed modification will not increase the height of the tower. T-Mobile'sreplacement antennas will be installed at the 85 foot level. The enclosed tower drawingconfirms that the proposed modification will not increase the height of the tower.
2 . The installation of the T-Mobile replacement equipment in the existingcompound, as reflected on the attached site plan, will not require an extension of the siteboundaries. T-Mobile's proposed equipment will be located entirely within the existingcompound and concrete pad as shown on Sheet L-1 of Exhibit A.
3 . The proposed modification to the Facility will not increase the noise levels at theexisting facility by six decibels or more.
4 . The operation of the replacement antennas will not increase the total radiofrequency (RF) power density, measured at the base of the tower, to a level at or above theapplicable standard. According to a Radio Frequency Emissions Analysis Report prepared byEBI dated April 16, 2014 T-Mobile's operations would add 1,365% of the FCC Standard.Therefore, the calculated "worst case" power density for the planned combined operation atthe site including all of the proposed antennas would be 6.695% of the FCC Standard ascalculated for a mixed frequency site as evidenced by the engineering exhibit attached heretoas Exhibit C.
For the foregoing reasons, T-Mobile respectfully submits that the proposed replacementantennas and equipment at the Wilton Facility constitutes an exempt modification underR.C.S.A. § 16-50j-72(b)(2).
cc: Town of Wilton, First SelectmanCrown Castle CorporationRemo-Wilton Associates LLCHalene Fujimoto, HPC
Sincerely,
Julie .Kohler, Esq.
William F. Br an
N
STRUCTUAL NOTE:
PROPOSED INSTALLATION, EXIST MOUNTS AND FLAGPOLE
Td BE STRUCTURALLY ANALYZED BY A STATE LICENSED
P.E. (TO BE COORDINATED BY OTHERS)
X0Q
nnnnnc~rn T
\1/11'1 ll r
EXIST METER AND TELCO
BOARD (BY OTHERS)
EXIST BUILDING
EXIST AND PROPOSED
~{fT-MOBILE EQUIPMENT
(SEE PLAN 2/L-1)
EXIST T-
MOBILE
200A POWER PANEL
EKIST T-
MOBILE
GPS & LMU
EXIST FIBER
CABINET
(BY OTHERS)
EXIST TELCO
BACKBOARD
XI
__ _ --
~ ~ ~
x
', ~~ ~
I `"
EXIST CABLE BRIDGE
/
(BY OTHERS)
X
EXIST
x T-MOBILE
CABLE BRIDGE
EXIST 90' FLAGPOLE
SITE PLAN
~~2L-1
SCALE;
1 /4" = 1'-0°
PROPOSED (6)
T-MOBILE GMA TO
REPLACE EXIST (3)
EXIST (12) 7/8''
COAX CABLES
ROUTED ALONG
EXIST CABLE BRIDGE
CONFIGURATION
4B
REFER TO LATEST T—MOBILE RF DATA
SHEET FOR FINAL R
F DESIGN & BOM.
0
1 2
3
ORIGINAL SIZE IN INCHES
• PLANNING
SURVEYING
• ENGINEERWG
• CONSTRUCTION
MANAGEMENT
TECTONIC Engineering 8c Surveying
Consultants P.C.
1279 Route 360
Newburgh, NY 12550
Phone: (845) 567-6656
Fax: (845) 567-8703
• • T ~ MobileNORTHEAST LLC.
T-MOBILE NORTHEAST, LLC.
PHONE (973) 686-6500
4 SriVAN DRIVE
PARSIPPANY, NJ 07054
T-MOBILE
LANDLORD
RF
CONSTRUCTION
PROJECT NUM6ER
DESIGNED BY
6644.CT17717C TN
/p~ 04/17/14 FOR COMMENT
ry•A5 0
ISSUED BY
DAiE
CT11117C
WILTON/GEORGETOWN/RT7
922 DANBURY ROAD
WILTON, CT 06897
EXIST T-MOBILE
CONCRETE PAD
EXIST EQUIPMENT
(BY OTHERS) (TYP)
EXIST ACCE
GATE (TYP)
EXIST CONCRETE
PAD (BY OTHERS)
2 EQUIPMENT PLAN
L-1
SCALE: 1 /2" = 1'-0"
EXIST FENCE
T/EXIST
FLAGPOLE
90'-0"fAGL
~ REPLACEMENT
T—MOBILE ANTENNA
• PLANNING
SURVEYING
• ENGINEERING
CONSTRUCTION
MANAGEMENT
TECTONIC Engineering & Surveying
Consultants P.C.
1279 Route 300
Newburgh, NY 12550
Phone: ($45) 567-6656
Fax: (845) 567-8703
• T • •Mobile •1~TORTHEA5T LLC.
T-MOBILE NORTHEAST, LLC. PHONE: (973) 686-6500
4 SYLVAN DRIVE
PARSIPPANY, NJ 07054
EXIST 90'-0"±
AGL FLAGPOLE
c,~MMq
~F~ToR
REPLACEMENT T—MOBILE
GAMMA SECTOR ANTENNA
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T—MOBILE ALPHA
SECTOR ANTENNA
O
REPLACEMENT T—MOBILE
Q
BETA SECTOR ANTENNA
wm
2 ANTENNA PLAN
L-2
SCALE: 3/4" = 1'-0"
PROPOSED T—MOBILE
6102 CABINET TO REPLACE
EXISTING S8000 CABINET
JCE
T—MOBILE
LANDLORD
RF
CONSTRUCTION
PROJECT NUMBER
DESIGNED BY
ssaa.cr~„no ~
/0\ 04/17/14 FOR COMMENT
„YAS o
fSSUED BY
DATE
SITF
CT11117C
WI LTON /GEORGETOWN /R T7
922 DANBURY ROAD
WILTON, CT 06897
;ISTZADE
CONFIGURATION
4B
REFER TO LATEST T—MOBILE RF DATA
SHEET FOR FINAL R
F DESIGN & BOM.
0
1 2
3
QRIGINAL SIZE IN INCHES
ELEVATION &
ANTENNA PLAN
SHEET NUMBER
L-2
ELEVATION
L2
SCALE: 3/16” = 1'-0"
PAUL j. FORA AND COMPANY5 T R U C T U R A L E N G f I~! E A R S?50 East Broad Street • Suite 60D + Cglumbusr Ohio 43215-37D$
Date: Aril 24, 2014
Andrew Bazinet Paul J. Ford anc! CompanyCrown Castle 250 East Broad St, Suite 6004& Broadway Columbus, OH A~3215Albany, NY 12204 614221.5679
Subject: Structural Analysis Re~art1
Carrier Designafion, T-Moblte Co-Locate! Carrier Site Number: CT11117C
Carrier Site Narne: Wilton/GeorgetownlR#7
Crown Gasfle Designation: Crown Castle BU Number: 829115gown Castle Site Name: WiltonlGeorgetownlRt7Crown Castle JD~ Job Number: 259553Crown Gastle Work Order Number: 751467Crown Castle Application Number: 216340 Rev. 3
Engineering Firm Besignafion: Paul J. fiord and Company Project Number: 37514-Q966
~' Pau! J. Ford and Company is pleased to submit Phis "Structural Analysis Report" to determine the structuralintegri#y 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 639862, in accordance;~ v~rith application 21634fl, revision 3,
The purpose of the analysis is to deterr~tine acceptabi;ity of the tower stress level. Based on our analysis wehave determined tF~e tower stress Isvei for the structure and founda4on, under the following load case, to be:
LC 5: Existing ~ Proposed Equipment Sufficient CapacityHots: See 7aBla 1 and Tab{e 11 for the proposed and existing loading, respectively.
The structural analysis was perFormed far ti~is tower in accordance with the regt~iremen#s of TIA/EfA-222-F'Structural Standards for Steel Antenna Towers and Antenna Supporting Strut#ures using a fastest mile wind
`~ speed of 85 mph with no ice, 37.6 mph with 0.75 Inch ice thickness and 50 mph under service loads.
We at Pau! J. Ford and Company apprecia#e the opportunity of providing our continuing professional services toyou and Crown Casi[e. If you have any questions or need €urther assistance on this or any other projectspease us a calf.
Re ec Ily submitt b
la','~~U1t~ elf Fyr►Tr~~ i
Structural [designer i •,~~,~ q4~ q ~.~' ,
4~ ~~~ Fo ~=~:~ ~ ~e
tnxTower Report -version 6.1.4.9
APR ~ ~ 244
PAUL J. FORD AND COMPANYS T R U C T U R A L E N G I N E E R S250 East Broad Street • Suite 600 ~ Columbus, Ohio 43215-3708
Date: April 24, 2014
Andrew Bazinet Paul J. Ford and CompanyCrown Castle 250 East Broad St, Suite 60046 Broadway Columbus, OH 43215Albany, NY 12204 614.221.6679
Subject: Structural Analysis Report
Carrier Designation: T-Mobile Co-LocateCarrier Site Number: CT11117CCarrier Site Name: Wilton/Georgetown/Rt7
Crown Castle Designation: Crown Castle BU Number: 829115Crown Castle Site Name: Wilton/Georgetown/Rt7Crown Castle JDE Job Number: 259553Crown Castle Work Order Number: 751467Crown Castle Application Number: 216340 Rev. 3
Engineering Firm Designation: Paul J. Ford and Company Project Number: 37514-0960
Site Data: 922 Danbury Road, Wilton, Fairfield County, CTLatitude 41 ° 15' 22.964", Longitude -73° 26' 2.209"89.0625 Foot -Monopole Tower
Dear Andrew Bazinet,
Pau/ J. Ford and Company is pleased to submit this "Structural Analysis Report" to determine the structuralintegrity of the above mentioned tower. This analysis has been performed in accordance with the Crown CastleStructural Statement of Work' and the terms of Crown Castle Purchase Order Number 639862, in accordancewith application 216340, revision 3.
The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis wehave determined the tower stress level for the structure and foundation, under the following load case, to be:
LC5: Existing +Proposed EquipmentNote: See Table I and Table II for the proposed and existing loading, respectively.
Sufficient Capacity
The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-FStructural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile windspeed of 85 mph with no ice, 37.6 mph with 0.75 inch ice thickness and 50 mph under service loads.
We at Paul J. Ford and Company appreciate the opportunity of providing our continuing professional services toyou and Crown Castle. If you have any questions or need further assistance on this or any other projectsplease give us a call.
Respectfully submitted by:
Thomas J. Dehnke, E.I.T.Structural Designer
tnxTower Report -version 6.1.4.1
89.0625 Ft Monopole Tower Structural AnalysisProject Number 37514-0960, Application 276340, Revision 3
TABLE OF CONTENTS
1) INTRODUCTION
2) ANALYSIS CRITERIATable 1 -Proposed Antenna and Cable InformationTable 2 -Existing Antenna and Cable InformationTable 3 -Design Antenna and Cable Information
89.0625 Ft Monopole Tower Structural AnalysisProject Number 37514-0960, Application 276340, Revision 3
1) INTRODUCTION
April 24, 2014CCI BU No 829115
Page 3
This tower is a 89.0625 ft Monopole tower designed by Stealth in July of 2009. The tower was originallydesigned for a wind speed of 105 mph per TIA-222-G.
2) ANALYSIS CRITERIA
The structural analysis was performed for this tower in accordance with the requirements of TIA/EIA-222-FStructural Standards for Steel Antenna Towers and Antenna Supporting Structures using a fastest mile windspeed of 85 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
Center Number Number Feed
Mounting Line of Antenna Antenna Model of Feed Line Note
Level (ft) Elevation Antennas
Manufacturer Lines Size (in)
~~)- - --- - _
85.0 85.0 3 rfs celwave j APX16DWV 16DWVS-C -- j__ -- I -- JTable 2 -Existing 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 (in)
--(ft)
---
85.0 85.0 6 andrew ~ ETW190VS12UB ~ 12 (I) 7/8 1
i j 3 andrew TMBXX-6516-R2M -- ~ -- ~ 2
3 ~~ andrew ~ ETW190VS12UB ~~
6 kaelus DBC2046F1V2-176.0 76.0 ~ ---_~.__.__----
~~___.._
6 (I) 7/8 1j powerwave
P65-16-XLH-RR~ J technologies
Notes:1) Existing Equipment2) Equipment To Be Removed
(I) Coax mounted internally and shielded from the wind. See coax layout in Appendix B.
Table 3 -Design Antenna and Cable Information
Center Number Number FeedMounting Line of Antenna
Antenna Model of Feed LineLevel (ft) Elevation Antennas
Manufacturer Lines Size (in)
(ft)
.____~.~_._~~.~.! .-- --~~ -- ~ ..__-_--__.~~_ -- I --
3) ANALYSIS PROCEDURE
Table 4 -Documents Provided
Document I Remarks I Reference I Source
4-GEOTECHNICAL REPORTS~Dr. Clarence Welti, 10/13/2000 r 3594542 ~~ CCISITES
4-TOWER FOUNDATION PJF, 31908-0121, 07/22/2009 3886758 III' CCISITESDRAWINGS/DESIGN/SPECS A ~6i
4-TOWED AW NGS
TURER PJF, 31908-0121, 07/22/2009777970 CCISITES
tnxTower Report -version 6.1.4.1
89.0625 Ft Monopole Tower Structural AnalysisProject Number 37514-0960, Application 216340, Revision 3
3.1) Analysis Method
April 24, 2014CCI BU No 829115
Page 4
tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create athree-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.
This analysis may be affected if any assumptions are not valid or have been made in error. Paul J.Ford and Company should be notified to determine the effect on the structural integrity of the tower.
4) ANALYSIS RESULTS
Table 5 -Section Capacity (Summary)
Section Elevation (ft) Component Type Size Critical P (K) SF*P allow % pass /FailNo. Element (K) Capacity
~~~ 90 - 70~I Pole ~ MT 4" X 0.5 ~rn) 1 ~~ -1.32 I 329.78 I 76A ~ Passe
L2 Ii 70 - 35.9375 Pole P24x0.375 ~^~ -5.00 779.12 21.9 Pass
L3 I 31.9375 Pole P24x0.375 3 -8.45 ~ 779.12 50.1 Pass
L4 ~ ~0 93 5 Pole ~I P20x0.5 ~~4 ~'' -8.56 I 857.44 56.5 PassI
Structure Rating (max from all components) = 99.4%
Notes:1) See additional documentation in "Appendix C —Additional Calculations" for calculations supporting the %capacity
consumed.
tnxTower Report -version 6.1.4.1
89.0625 Ft Monopole Tower Structural AnalysisProject Number 37514-0960, Application 216340, Revision 3
F_177~,I71:I1
TNXTOWER OUTPUT
April 24, 2014CCI BU No 829115
Page 5
tnxTower Report -version 6.1.4.1
89.0625 Ft Monopole Tower Structural AnalysisProject Number 37574-0960, Application 216340, Revision 3
April 24, 2014CC/ BU No 829115
Page 6
Tower Input Data
There is a pole section.This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:
Tower is located in Fairfield County, Connecticut.Basic wind speed of 85 mph.Nominal ice thickness of 0.7500 in.Ice thickness is considered to increase with height.Ice density of 56 pcf.A wind speed of 38 mph is used in combination with ice.Temperature drop of 50 °F.Deflections calculated using a wind speed of 50 mph.A non-linear (P-delta) analysis was used.Pressures are calculated at each section.Stress ratio used in pole design is 1.333.Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are notconsidered.
Options
Consider Moments -LegsConsider Moments -HorizontalsConsider Moments -DiagonalsUse Moment MagnificationUse Code Stress RatiosUse Code Safety Factors -GuysEscalate IceAlways Use Max KzUse Special Wind ProfileInclude Bolts In Member CapacityLeg Bolts Are At Top Of SectionSecondary Horizontal Braces LegUse Diamond Inner Bracing (4 Sided)Add IBC .6D+W Combination
Distribute Leg Loads As UniformAssume Legs PinnedAssume Rigid Index PlateUse Clear Spans For Wind AreaUse Clear Spans For KL/rRetension Guys To Initial TensionBypass Mast Stability ChecksUse Azimuth Dish CoefficientsProject Wind Area of Appurt.Autocalc Torque Arm AreasSR Members Have Cut EndsSort Capacity Reports By ComponentTriangulate Diamond Inner BracingUse TIA-222-G Tension SpliceCapacity Exemption
Treat Feedline Bundles As CylinderUse ASCE 10 X-Brace Ly RulesCalculate Redundant Bracing ForcesIgnore Redundant Members in FEASR Leg Bolts Resist CompressionAll Leg Panels Have Same AllowableOffset Girt At FoundationConsider Feedline TorqueInclude Angle Block Shear Check
PolesInclude Shear-Torsion InteractionAlways Use Sub-Critical FlowUse Top Mounted Sockets
Pole Section Geometr
Section Elevation Section Pole Pole Socket LengthLength Size Grade ft
ft ftL1 90.00-70.00 20.00 MT 4" X 0.5 ASTM A513
D.O.M.(75 ksi)
L2 70.00-35.94 34.06 P24x0.375 A53-B-35(35 ksi)
L3 35.94-1.94 34.00 P24x0.375 A53-B-35(35 ksi)
L4 1.94-0.94 1.00 P20x0.5 A53-B-35
Feed Line/Linear A urtenances -Entered As Area
Description Face Allow Component ~ Placement Total CaAa Weightor Shield Type NumberLep ft ft~/ft olf
LDF5-50A(7/8") C No Inside Pole 85.94 - 0.94 12 No Ice 0.00 0.331/2" Ice 0.00 0.331" Ice 0.00 0.332"Ice 0.00 0.334" Ice 0.00 0.33
tnxTower Report -version 6.1.4.1
April 24, 201489.0625 Ft Monopole Tower Strucfural Analysis CCI BU No 829115Project Number 37514-0960, Application 216340, Revision 3 Page 7
Description Face Allow Component Placemenf Total CAAA Weightor Shield Type NumberLeg ft ff2/ft plf
LDF5-50A(7/8") C No Inside Pole 76.94 - 0.94 6 No Ice 0.00 0.331/2"Ice 0.00 0.331"Ice 0.00 0.332"Ice 0.00 0.334"Ice 0.00 0.33
User Defined Loads
DescriptionElevation Offset ~ Azimuth ~ Weight Fx F~ Wind Force CAA 9From Angle
Centroidft ft K K K K ft2
Flag 90.94 0.00 0.0000 No Ice 0.26 0.00 0.00 0.29 6.92Ice 0.41 0.00 0.00 0.07 8.95
Service 0.26 0.00 0.00 0.12 7.98
Discrete Tower Loads
Description Face Offset Offsets: Azimuth Placement CgAq CaA, Weightor Type Horz Adjustmen Front SideLeg Lateral t
Vertft ff ft2 ft2 Kft °ft
Canister Load1 C None 0.0000 90.00 No Ice 5.68 5.68 0.061/2" 5.93 5.93 0.13Ice 6.18 6.18 0.21
1" Ice 6.67 6.67 0.372" Ice 7.65 7.65 0.724" Ice
Canister Load2 C None 0.0000 80.00 No Ice 11.58 11.58 0.121 /2" 12.08 12.08 0.27Ice 12.57 12.57 0.42
5ectio Elevation Component Condition Gov. Force Major,4Yis Minor Axisn ft Type Load Moment MomentNo. Comb. K kip-ft kip-ftL1 90 - 70 Pole Max Tension 15 0.00 0.00 -0.00
TOWER DESIGN NOTES1. Tower is located in Fairtield County, Connecticut.2. Tower designed fora 85 mph basic wind in accordance with the TIA/EIA-222-F Standard.3. Tower is also designed fora 38 mph basic wind with 0.75 in ice. Ice is considered to
increase in thickness with height.4. Deflections are based upon a 50 mph wind.5. TOWER RATING: 76%
Paul J. Ford and Company oe~ 90-ft Fla Pole; 927 Danbu Rd.: Wilton, C250 East Broad St, Suite 600 PrOfeL~'31908-0721
Columbus, OH 43215 client ATTW-80583W-33R5 ora"'n by:TDehnke APP d'
Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /GAssumptions: 1) Rod groups at corners. Total #rods divisible by 4. Maximum total # of rods = 48 (12 per Corner).
2) Rod Spacing =Straight Center-to-Center distance between any (2) adjacent rods (same corner)
3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)
Site Data
B U#:Site Name:
App #:Anchor Rod Data
Qty: 4Diam: 2.25 in
Rod Material: A615-J
Yield, Fy: 75 ksi
Strength, Fu: 100 ksi
Bolt Circle: 27 in
Plate Data
W=Side: 25.5 in
Thick: 2.25 in
Grade: 50 ksiCli Distance: 1.75 in
Stiffener Data Weldin at both sides
Configuration: Unstiffened
Weld Type: *~Groove Depth: in "~"Groove Angle: degrees
Yield Linei/ Anchors 5t Stat c = t= BASE PLQtY~q r THICKNESS
~~~ Anchor, Typ.
STIFFENED CONFIGURATIONQ j i ASSl1MED M TOOL
G B.C.
0°
c~ ~' \ ~ i~P~e cieo~ sPo~e~O / at B.C. for Single
Anchor Cose
Sp ~~
G9,Q PoleF DIAM ~-/ D
Anchor Spo cing Some AsStiffener Spacing,Except for 5'anle CornerAnchor (Input Clear Space)
Stress Increase Factor
ASD ASIF: 1.333** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes
PL Ref. DataYield Line (in):
16.06Max PL Length:
16.06
CClplate 1.5 -Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 4/25/2014
Stiffened or Unstiffened, Interior Flange Plate -Any Bolt Material TIA Rev F
2 10 24 Round 3 1.50 24 0.5 0.192 0.126* Sections are numbered from the top of the tower down *` Mating Flange Plate Thickness at the bottom of canister section
Computer program £or the Strength Design of Reinforced Concrete Sections
Copyright O 1988-2011, STRUCTUREPOINT, LLC.All rights reserved
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10:10 AM
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STRUCTUREPOINT disclaims all responsibility in contract, negligence or other tort for any analysis, design
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STRUCTUREPOINT - spColumn v4.80 (TM) Page 2Licensed to: Paul J. Ford and Company. License ID: 60478-1036166-4-1E6CD-22701 04/25/14C:\Users\tdehnke\Desktop\37514-0960.co1 10:10 AM
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Eile Name: C:\Users\tdehnke\Desktop\37514-0960.co1Project:Column: Engineer:Code: ACI 318-08 Units: English
Run Option: Investigation Slenderness: Not consideredRun Axis: X-axis Column Type: Structural
Number Antenna Make Antenna Model Status Frequency Band Technology (Watts Channels Power point (d9d~ Height (ft) height Cahle Sie (dB~ loss EflP Value Percentage
Antenna Channel Numberof Composite Msample Ani nna analysis Cable loss Additional DensRy ➢ensiryNumber Antenna Make Antenna Madel 52tus Frequenry Band Technology (Watts) Channels Power point ~dBd~ Height (ft) height Cable 5lxe (dB) foss EPP Value Perrentage
Ia NFS APX160WJ-SfiDV✓JS-EA3~ Pazsive PCS-1950 MHz GSM/I/MT5 30 2 fi0 d.ZS BS 79 7/8" 1.2 D 11.535316 1240518 0.12405%
Antenna Channel Number of Composite ofsample Antenna analysis Cable loss Additional ~e~iry ~ensiry
Numher Antenna Make Antenna Model Status Frequency Bantl Technology Watts) Channels Power point (dBd) Heigh[(k) height Cable Sixe (dB) Loss ERP Value Percentage
la RFS AP%S6~WV-S6~NN5-E-A20 Passive PCS-1950 MHz GSM/UMTS 30 2 6D -3.25 85 79 ]/8" 1.2 D 21.535316 1.240518 a.124~596