HomeMy WebLinkAbout1000-122.-6-35.4 PROJECT INFORMATION DRAWING INDEX
SITE NAME:ELITE TOWERS POLE SITE ADDRESS: TOSS MAIN ROAD DWG#, DRAWINGTITLES AT&T
IWM NUMBER:WSNYJ0072890 SUFF KCO NY UNTY952 AOi ;COVER SHEET
t CO7 ;GENERAL NOTES
AT&T FA NUMBER:14209470 PROPERTY OUR SPOT CSITE OMPOUND
RIVERHEAD BUILDING SUPPLY CORP - CO2 COMPOUND PLAN
25O DAYIO COURT
71 RIVERHEAD,NY 11933 CO2A ELEVATION
PACE NUMBER:TBD CO3 EQUIPM PLANE
j COM _EQUIPMENT ANTENNA SPECIFICATION ANSCO
PTN NUMBER:2191AIHCSE SECTION: 122 coo ANTENNA PLANS(ALL SECTORS)
BLOCK' 06 - C04A ANTENNA MOUNT DETAIL(ALL SECTORS)
SCOPE OF WORK:E-SWAP ZONE: B-T. GENERAL BUSINESS C04B ANCILLARY MOUNT DETAILS(ALL SECTORS)
JURISDICTION: TOWN OFSOUTHOLD E01 GENERAL INFORMATION ®CENTERLINE
KEY MAP COORDINATES: E02 I ELECTRICAL&MOUNDING DETAILS
NE LINE DIAGRAM tALL SECTORS)
LONGITUDE: W 7Z 3 488t"(NAD 83))
c ? it GROUND ELEVATION:
12TAMSL
8 GROUNDING O
STRUCTUREHEIGHT: 11t0`-0"{GL�OT OF CONCEALMENT POLE)
€ APPLICANT I
: NEW CINGULAR WIRELESS PCS,LLCdlb &T
„€ I 1425 US HWY 206,SUITE#N2C04A
BEDMINSTER,NJ 07921
SITE LOCATIONS
£ _ 1 ENGINEER:
�- KMB DESIGN GROUP,LLC
uaj3 t gV{g- _ WALL,NJ OT7195UITE 209
PROJECT MANAGER:MICHAEL PERNA(f32)280-5623 j
z,. L PROJECT CONTACTS:
_ ANSCO ENGINEERING MANAGER: PATRICK CONNELL pnTF; REVISION
Fork - ANSCO CONSTRUCTION MANAGER: CHRIS PECORARO OEacRiRRON By all
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Cu!"!"Alidlo 4;'. CENTERLINE SITE ACQUISITION: VICTORIA BRENNAN I
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VMDI—AV `il i UTILSITY CONTACT:
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1(W)341-6378
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-`` CODES&STANDARDS KMB
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1 These documents are in Peeph-Pe&aW—bud-to ba It,acwrdance wfh the -REPLACEMENT OF EXISTING TELECOMMVNIGATION ANT€NNAS ON " GROUP,qq Wiowing codes&standards as apphcabla: :CONCEALMENT POLE.REMOVAL OF EXISTING RRH UNITS AT GROUND LEVEL kmbdg.com
INSTALLATION OF NEW RRH UNITS AT GROUND LEVEL.
12020 Building Coda of New York State
e f i 2020 Reedeneal Coda of New Yak Stale 3
I2020 Enenng Baking Code of New York State REMOVAL OF EXISTING RRH UNITS--�15 6
2020 F;m Code of Naw York State INSTALLATION OF NEW RRH UNITS=12 N.Y.(A2TI—F0FXJTN TtoN.a817M
2020 Plumb ng Coda of New Y.&Smote
2020 Mechanical Code of New Yark Sate i SCOPE OF WORK:E-SWAP
- - - i 20M Fuel Gas Cade of New York State
�JIs m o ra mo aw em 12020 Enemy Conservation Construction Cade of New York State
2020Property M�m—.n.Cadaof New York State
12017LWform Code Supplement of New Yark State ff
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g r NY LICENSE:086064 4r21/26
g to '—T -334.1050.BA8
SOOTHOLD TOWN 7055 MAIN ROAD36
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SUFFOLK COUNTY
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SPECIFICATIONS FOR SI"TOP 123 PLUS h
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OMSlOt4l-RENERAL REQUIREMENTS SECTION SIOIOSUNMAReecrc Stephen A. Bray
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PROFESSION\kL E\GLTER
EXPIRATION DATE:0"W28
NY LICENSE:OdKU 412V25
334.1050.BAS
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7055 MAIN ROAD
MATrITUCK,NY 11952
SUFFOLKCOUNTY
av b, FA#:14209070
]DIVISION 5-METALS
CO-LOCATION
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GENERAL NOTES
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GENERAL NOTES: AT&T
1. THE SUBJECT PROPERTY IS 'AS LOT 4,BLOCK 06,SECTION 122 AS SHOWN OF THE
I TOWN Of SOUTHOl0,SUFFOLK IK COUNTY,NEWW YORK.
—EXIjTINC ADJACENT 2. THE PROPOSED PROJECT IS AWELESS COMMUNICATIONS FACILITY.THE PROJECT
PROPER LINE(TYP) CONSISTS OF A EXISTING CONGEALMENT POLE WITH MULTIPLE ANTENNAS.NEW
EQUIPMEN IS
LOCATON I
A CONCRETE
LOCATE WIT
APPROXIM1AT
COMPOUND AT TO
BA ECODTHE CONCEALMENT POLE.TON
PROPOSED FACILITY IS NOT G
OF PROPERTY LINE(TYP} INTENDED FOR PERMANENT EMPLOYEE OCCUPANCY.OCCUPANCY WILL BE LIMITED TO
RE IODIC RE,POTABLE WATER,S TECHNICIANS APPROXIMATELY ANITARY SEWERS,ANOADDITIO AL SITE PARKING THEREFORE, ARE
NOT REQUIRED.
EXISTING 7'-0"HIGH CCHAIN_INK FENCE —479.35'(SCYr'A DEED) 3. FINALCONNEC ON TO ELECTRICAL AND TELEPHONE UTILITIES TO BE APPROVED BY THE ®CENTERLINE
Y.TH PRIVACY SLATS COMPOUND APPROPRIATE UTILITY COMPANY.
' ---EXISTING ONCRETE EQUIPMENT PAD : 4. THIS SET OF PLANS HAS BEEN PREPARED FOR THE PURPOSES OF MUNICIPAL AND AGENCY ,
r (@Y OTHERS) LINE PER SGW'.A DEED RE VIEW AND APPROVAL.THIS SET OF PLANS SHALL NOT BE UTILIZED AS CONSTRUCTION
: DOCUMENTS UNTIL ALL DRAWINGS HAVE BEEN REVISED TO INDICATE°ISSUED FOR k
-20 0^v' CONSTRUCTION."
—i &2 STORY FR.BUILDING 31.42 €
5. ALL MATERIALS,WORKMANSHIP AND CONSTRUCTION FOR THE SITE IMPROVEMENTS
SHOWN SHALL BE IN ACCORDANCE WITH:
A. CURRENT PREVAILING MUNICIPAL ANOtOR COUNTY AUTHORITY SPECIFICATIONS.
$ ( ' LAND N Sv Fr 04K COUNTY`R'ATER AUT1VORi?Y �v g, E CUR RENT PREVAILING U T AILLIINGUILIIY COMPANYAUTHORITY SPECIFICATIONS,STANDARDS
S,C.T.M,1000-12@2 06 35.9 AND REQUIREMENTS. J i
R.0 d+ I
'oo ( 537'56'44'E (PER SHOWN
WAS OBTAINED
DEED _ 71 CP.838) r 6 FROM SIT PROPERTY BOUNDARY PLAN DATA AFFROM SURVEY BY AMERICAN ED EXISTING FEATURES NGINEEERING$LAND SURVEYING, L+�
3w i (5fF`r-�4§ f - ' P C.,STEPHEN E.RAVN,P.E.,L.S.,ON 10-28-201C AND SUPPLEMENTED BY LIMITED FIELD I I
_--3639-35�__i _
— OBSERVA'IONS BY KMB ON 01-0T-25.
82
SU':JECT PARCEL I
GES..RIviION
S C T V-1000 122 06 35 4 z�
ZONE
iw PARCEL AREA(DEED) 7.,725 SQ.FEET
,.LNCt;> 16.66 ACRES
PARCEL AR A NET/LESS SCWA)
r`EET PLANTER BRi(.
74 A PLANTER
�$ 1.5446 ACRES -r r
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45 8WILDING ( I
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FROMSEONAL ENG➢v'EER
w3 I EXPIRAGZDATE-%D 28
pA -EXISTING STORAGE NY LICENSE:0866b4 42125
�'. CONTAINER LAND NfF SCHM1DT V
LAN
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C.FM.IOOO-12s-01-19.4 a
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EQaIaMENT PAD MATTITUCK,NY 11952 1,
o EXISTING 11 -v'HIGH I
CONCEA'M-N IDLE SUFFOIK COUNTY m
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EXISTINGWITH PVAGV 7'-0 HIGH CHAIN LINK
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FENCE WITH BATS
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(116 AT&T CONCRETE .
EQUIPMENT PAD(BY O-HERS)(TYP)
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a f* (6)?a AWG DO POWER TRUNKS,(6)
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g` PLATFORM(BY OTHERS)
EXISTING METER BANK t gf
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`< EXISTING TRANSFORMER .0 I p
/—EXISTNG MESA CABINET
-- ------ - ----------------------- Stephen A. Bray
PROFESSIONAL ENGINEER
EXPIRATION DATE:06G90128
�r - L;` NY LICENSE 086064 412126 sl
.H 334.1050.BA8
PROPOSED AT&T(6)RET
CABLES TO FOLLOW
EXISTING ROUTE U v T_;x1N 7055 MAIN ROAD a
EXISTING AT&T `sNG�s ffGAftO MATTITUCK,NY 11952
O REi SUFFOLK COUNTY
CABLES TO BE REPLACED
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CRITICAL NOTE: cN m
o� FINAL DESIGN,MOUNTING AND ANY STRUCTURAL s TvrE CO-LOCATION p
_ REINFORCEMENTS ARE SUBJECT TO THE COMPLETION OF A
�5 STRUCTURALANALYSIS REPORT THE FINDINGS OF WHICH WILL -ET—
BE INCLUDED IN THE FINAL CONSTRUCTION DRAWINGS WHICH COMPOUND
o C WILL BE REVISED TO INDICATE'ISSUED FOR CONSTRUCTION"
PLAN R
o NOTES: E, . 6
t. CONTRACTOR SHALL REFER TO GENERAL NOES GIVING SPECIAL ATTENTION TO NOTE5 sH re,rt+aEc 1
REv'
3 UNDER THE GENERAL CONSTRUCTION NOTES SECTION,PRIOR TO CONSTRUCTION. o
c a s 2. TOWER MOUNTED ANTENNAS AND ANCILLARY EQUIPMENT NOT SHOWN FOR CLARITY. m
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CO2 1 x 1 COMPOUND PLAN
15 11.17 SCALE.118"=1'-0 '24x36 SCALE:11C V-0" -- - ---- -- x
REANFOCRITICAL NOTE: AT&T
FINAL DESIGN,MOUNTING AND ANY STRUCTURAL
REINFORCEMENTS ARE SUBJECT TO THE FINDINGS
COMPLETION
STRUCTURAL ANALYSIS REPORT THE FINDINGS OF WHICH WILL
BE INCLUDED IN THE FINAL CONSTRUCTION DRAWINGS WHICH
WILL BE REVISED TO INDICATE'ISSUED FOR CONSTRUCTION'
EXISTING OMNI
�f ANTENNA(TYP) FEE
CENTERLINE
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EXISTING&PROPOSED AT&T L ----. '
SECTORS A,e&C(SEE
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FOLLOW EXISTING ROUTE -
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EXISTING AT&T(6)BET CARIES Nr.cezncicaT>=op nur"o�lus aR:cu:;w
TO BE REPLACED A
w3 W U ¢ Z —EXSTNG EQUIPMENT ON
o ¢ Z /' CONCRETE PAO(BY O-HERS)
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z O a0 O CONCRETE PAD(TY)(BEYOND)
I I=
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a �XISTING EQUIPMENT ON STEEL PROFESSIONAL ENGN'EER
?LAT`GRM(BY OTTERS) EXPIRATION DATE:06'30.28 %
Y LICENSE 086064 421R5
EXISTING ME-ER BANK m
o w_ 334.1050.sA8
n - - EXISTING MESA CABINET 7Q55 MAIN ROAD
QUAZITE BOX(BEYOND) MATTITUCK,NY 11952
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-`' ELEVATION
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.1 11x1TSCALE.1116-1'4" 1124x36 SCALE:118-1'-0" x
EXISTING AT&' PURCEIL F=_X12 AT&T
EALMENT- f-- 'I y�! �
CABINET TO REMAIN(BELOW) r l■PaLE
EXISTING AT&T PURCEU FLX21
O r- X.STING AT&T 30kW DIESEL
EXSTING CCNC ' CABINET TO REMAIN(ABOVE)
� GENERATOR Ta REMAIN
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f20 'O € EXISTING AT&T VER'1V
o EXISn NG AT&T EQUIPMENT CONCRETE PAD ' PURCELL CABINET TO REMAIN
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-
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-- F� EXISTING AT&T WORK LIGHT
z EXISTING AT&T RRH TO BE TO REMAIN
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4p REMOVED(TYP W'2)(5 ACKED)�},v U �� EXISTING AT&T CPC W'H
z3 }' CAMLOCK TO REMAIN
.$ EXISTING AT&T RRH W..TH FILTER `( ` I-EMSTNG AT&T TELCC
A. TO BE REMOVE,(TYR OE 3)—`�` - _ ( BOX To REFRAIN
IIy
;i EXISTING AT&T GPS ANTENNA
TO REMAN
, i(' L 7J
EXISTING AT&T DCS BOX TO / t-EX ISnNG AT&T DC2 BOX TO E;
REMAIN(BELOW;(TYP OF 3) 1 REMAIN( 1
3 \(ABOVE)(TYP Cf 2 '4La TOWN'
EXISTING AT&T FIBER MANAGEMENT= ? R `� CARD
a.. BOX TO REMAIN(ABOVE)(TYP OF 4)
os F"----__-__li 1
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F t EXISTING EQUIPMENT PLAN 3
69 itxt7 SCALE:114"=1'4" 124x365CALE:112"=1'A"
Ns.cERTIc:cAr=_aFAvnlOw�nouaane4
y>---_ -_. --
EX'STING AT&TPU RCELL'LX:2 TOTAL#OF EXISTING 48V/24V CONVERTERS: 2
EXI<_;7NG CONC ALMEN-1 F` %f i r CABINET TO REMAIN(BELOW) TOTAL/OF REQUIRED 48V/24V CONVERTERS: 2
_ POI F'tNSTALI 1)6672 88U CARD TOTAL/OF EXISTING 48V RECTIFIERS: 10
( TOTAL,OF REQUIRED 48V RECTIFIERS: 10 ry
j AND(1)6610 SITE CONTROLLER Q{/
-EXISTING AT&T REN3CkWDIESEL WITHIN EXISTING AT&T FLX21
za F- ' TOTAL�OF EXISTING BATTERIES: (12)HT170ET w
GENERATOR TC REMAI,N INCA84NET
ALL (ABOVE)
TOTAL y OF EXISTING RECTIFIERS: (12)HT170ET
/ �20' 0' - INSTALL{7)200AMP UPGRADE m
KIT WITHIN EXISTING AT&T
EXISTING AT&T EQUIPMENT CONCRETE PAD ' - VERTIV PURCELL CABINET NOTE:
$T a 1. EQUIPMENT CABINETSRACKS TO BE
a IT I-PROPOSED AT&T ERICSSQN ///```��� INSTALLED PER MANUFACTURER'S
18 a a _`� ,-� 4490 65/812A RRH MOUNTED SPECIEICATIONS.REFER TO EPDXY Z
5 k` _ TQ EXISTING UNISTRUT FRAME ANCHOR CHARTIN GENERAL NOTES. a
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a a (1YPOVO�F 3,1 PER SECTOR) PROPOSED NAL BREAKERS A.
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PROPOSED AT&T ERICSSON y
<3 a �\ =a ��f !To EXISTINGG UNISTRUT FR FRAME> 50 AMP 04 EXPIRATION DATE:GBC30{28 Bray
A
s PRaPQ AT&T E7?105 ---_ r' ) TYPE P aE�NEa.
a 4890 B25 66 RRH MOUNTED PROFFataOtiAl ENGLNEER A
'= 4467 8770f877G RRH 3�- - TYP OF 3,1 PER SECTOR 35 AMP 3 NY LICENSE MEDIA 4mt25
o� r MOUNTED TO EXISTING
UNISTRUT FRAME(TYP OF 2L �� _= i X STN AT&T WORK LIGHT 334.1050.BA8
1 PER SECTOR)(BELOW,ice..;-V z _ f/ _
z zo, // ( C REUA�Iv FINAL BSU&CARD INFORMATION elnrauaanoN.
! x STING AT&T. 'PC WITH TmE QTY 7055 MAIN ROAD a
PROPOSED AT&T ERICSSON !q -`f /� CAMLOCK TO REMAIN 6672 G4 8BU CARD 1 MSUFFO CK,NY 1TY
�n i PROPOSED
RRH MOUNTED�--' f` SITE CONTROLLER t SUFFOLK COUNTY
Y 952
c 23A j TO EXISTING UNISTRUT FRAME ---.. EXISTNG AT&T TELCO
(TYP OF 3,1 PER SECTOR) `. _' - j -- e0X TO REMAIN BBU AND POWER NOTES FA#'14209070
w (MIDDLE) 1. PROPOSED:(i)6672 BBU(CEQ.58575). cN mE
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! ! 2. PROPOSED:(i)6610 SITE CONTROLLER CO-LOCATION
z_s EXISTING AT&T CPS ANTENNA ' CEQ.54418.
2 O REMAIN _*rnc.
3. PROPOSED:(1)XMU(CEQ.44814). 2oa -PROPOSED AT&T COMMSCOPE 4. PROPOSED:(1)6601 SUP V2HASSIS EQUIPMENT
C
o EX STING AT&T 7C5 BOX T0� / ST%6t 742T-43 7WNN EXISTING AT&T DC2 BOX TC (CEQ.56089). PLANS
REMAIN(BELOW)(.YP.F 3) /PROPOSED AT&T COMMSCOPE TRIPLEXER MOUNTED OM € 1 - REMAIN(ABOVE) OF 2) 5. PROPOSED:(})VERTIV 2OOAMP
/ SOX6192342Q-43 T1MN EXISTING UNISTRUT(TYP OF fiATA UPGRADE KIT FOR 512(CEQ.57765).
EXISTING AT&T FIBER MAN AGEMENT- � 7RIPLEXER MOUNTED ON UPGRADE THE BATTERY STRING BREAKERS
BOX TO REMAIN iABOYE)(TYP CE 4) EXISTING UNISTRUT(TYP OF 6,2 PER SECTOR)(ABOVE) 200 AMP65,
_ .
ADD
TY
2 -----i"- -- - MOFG PAR NO/. F101�2441PLANT.77
6,2 PER SECTOR)(ABOVE) II 3 '
SIB CO3 1
�� 2 ;PROPQSED EQUIPMENT PLAN e
e'c itz/7 SCALE:114"=7'-0" 24x365CALE:i/2"=t'-0" x
` MANUF.: COMMSCOPE MODEL RADIOERICSSON49 ' MANUF: ERICSSON MANUF.: ERICSSON AT&T
MODEL: KVVSS-6SA-R3 W MODEL RADIO B5tB12A MODEL 4467 BJJD-BJJG MODEL: 48911 B251B66
LENGTH: 48.0" v., f HEIGHT 20.6" W HEIGHT: 18.IP W HEIGHT: 20.6" W
WIDTH: it.9' WIDTH t5.6" WIDTH. t4.8" -` WIDTH' 15.7' L--
[ DEPTH. 7.0' DEPTH' 6.i" DEPTH: 70'
DEPTH: 7.1' Q
WEIGHT: 35.5 IRs PLAN i WEIGHT: 65.0�s C-----T ' WEIGHT: 51.e lbs T ! WEIGHT: 67.211s T In
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PLAN PLAN PLAN
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W D W CENTERLINE
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SIDE FRONT SIDE FRONT SIDE FRONT
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1 PANEL ANTENNA 2 IRRH-85/B72A 3 ;RRH-B77D-B77G i 4 RRH-B25/B66
SCALE:NTS ;SCALE:NTS ;SCALE:NTS ISCALE:NTS
qa _. pe+sion wvat*x(cHKo_
MANUF.. ERICSSON
oP MODEL RADIO 4494814/629 Mt NUFACTURER: COMMSCOPE
HEIGHT: 17.a MODEL: SOXstsz342Qda —FR�OSED EQUIPMENT
W HEIGHT: 4.6' MOUNTED PER
a DEPTH 6.6WIDTH , } WIDTH: 69° W AS MANUFACTURER'S "�jAy/
DEPTH: 14.3 1! .y 'f- SPEGFlCA710N �, W■T
�> WEIGHT: 51311s ( REQ'D _
3a WEIGHT: 14.31bs
3 4
PLAN MANUFACTURER: COMMSCOPE Ti WA CO3A
MODEL: STX61742T-43 PLAN
HEIGHT: 4.6' j o
WIDTH: 8.9'
DEPTH: 2.Z
WEIGHT: 5.9 lbs
—PROPQSED P1000 HOT $
D W, w I DIPPED GALVANIZED NVCERTIFwAr--Of AUTHORVATK1N:08—
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D W a 1 UNISTRUT(TYP) P
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PLASTIC END CAP(TYP) 3 A
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SIDE FRONT
LL6
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5 ;RRH-B14/1329 6 ;TWIN TRIPLEXER 7 EQUIPMENT MOUNT DETAIL
_ ;
r SCALE:NTS_ 1 SCALE:NTS 11z17 SCALE:112"=1'A" 24K36 SCALE:1"=1'A" t 5
Stephen A. Bray
PROF SSIONALERGLI
EXPIRATION DATE::OMO28 ER
NY LICENSE:006064 &21125
$� a rEmta Y ra Wi yA84 NOTES: o.�c N eR a
T cA—INA NatiUFjnxEL Huai ry ANEEjuactt 0.:-n '!us I HxGr� 1. DETAILSSHOWNARE TYPICAL MOUNTING DETAILS FOR STANDARD AT&T
I �r<R G ,ETae 334.1050.BA&
s 11P EQUIPMENT,INCLUDING BUT NOT LIMITED TO REMOTE RADIO UNITS,FIBER 5
Al GIRTPI G54656-3E i WMYSRME KVY55-B.SA-R3 e t j REPLACE tps'-0' iCT-0"& MANAGEMENT BOXES,DISTRIBUTION BOXES,AND SURGE PROTECTION BOXES.
I ^� G -E iNR°RYA 7055 MAIN ROAD
saA
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PROPOSED AT&T COMM"" 1
{ KVVSS-65A—R3 PANEL ANTENNA
SECTOR A TO REPLACE EXISTING ANTENNA
3^'AZIMU-I EXISTING AT&T ANTENNA TO BE 30•AZIMUTH - MOUNT PART FPXL
REPLACED(TYP OF 3,t PER SECTOR) {TYP OF 3A10 PER SECTOR) ANsccy
A, _z _EXISTING CONCEALMENT Al _—EXISTING CONCEALMENT
310 3f4'"m POLE SHROUD _ - LE PO SHROUD
±10 3f 4"a•
•'° PROPOSED AT&T COMMSCOPE
—EMS:NG AT&T DIPLXER - ' STX61742T-43 TW1N TRtPLEXER CENTERLINE
'0 BE REMOVED i YF: / MOUNTED BELOW ANTENNA ON
1 NEW STEEL BANDING
__EXS'NG AT&T ANTENNA (TYP OF 6,2 PER SECTOR) Z�\
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250"AZIMUTH 250'AZIMUTH 2. ANTENNA
t3' 0"x t3'—O'O EQUIPMENT(PLEXERS).
3. ANTENNA CORNER TO CORNER SPACING.
4w
rc y CRITICAL NOTE:
FINAL DESIGN,MOUNTING AND ANY STRUCTURAL
REINFORCEMENTS ARE SUBJECT TO THE COMPLETION P A
STRUCTURAL ANALYSIS REPORT THE FINDINGS OF WHICH WILL KMB
BE INCLUDED IN THE FINAL CONSTRUCTION DRAWINGS WHICH ,li'
WILL B€R€VISEDTO INDICATE'ISMED FOR CONSTRUCTION' (-
w1 ;EXISTING ANTENNA PLAN @ 105-0 (ALL SECTORS) 2 ANTENNA MODIFICATION PLAN @ 105'-0"(ALL SECTORS) 3
TB 11x17 SCAL 111-7 SCALE:1t2"=t-- 124x36 SCALE:1"=1'-0" N.Y.6ERnFIGATE OF AViHORIZFTION:Ofl'J64 a
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—PROPOSED AT&T COMMSCOPE 1
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SECTOR A —PER A G AT&T ANTENNA TO BE SECTOR A ON EEI TRIAD MOUNT PART PXL sf ' S
3G'AZIMUTH PER ACED(T�'P OF 3,1 PER SECTOR) 30'AZIMUTH (TYP OF 3,1 PER SECTOR)
m
_ �EXISTING CONCEALMENT EXIST'
NO CON SALVE
c$ A2 - POLE SHROUD A2 POLE SHROUD
-- - - - —PROPOSED AT&T COMMSCOPE f
PX'STING AT&T DI-LEXER STX61742T-43 TWIN TRIPIEXERt g
l TO BE REMOVED'TIC) - MOUNTED BELOW ANTENNA ON#— —I 5
NEW STEEL BANDING(TYP OF 6,2 PER 6 EGTDR) Stephen A Br
ayPROFESSIONALENG
wg Ir4^rl 3 { EXPIRATION DATE::0613028LVEER g�g
N.LICENSE 066064 4121125 J
BE TOR B 334.1050.BA8
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62 150'AZIMUTH e NFoa ,7055 MAIN ROAD
d c ILL MATTITUCK,NY 11952 u
SECTOR B _.'s NOTES:
'SG'AZIML`N 1. AT&T BUILD STANDARDS ALLOW UP TO 33° SUFFOLK COUNTY
e TOLERANCE FOR AZIMUTH AND ANTENNA SKEW R
C2 TO MOUNT ACCURACY.CONTRACTOR SHALL FA#:14209070 0
is SECTOR C CZ SECTOR C MEASURE THE AZIMUTH OF THE ANTENNA AND s�cN rne.
<50'AZIMU-}i 250'AZIMUTH MOUNT VIA AN ANTENNA ALIGNMENT TOOL AND
§g" - CONTACT FOR IF THE ACTUAL AZIMUTH AND/OR CO-LOCATION p
SKEW EXCEEDS THE VALUE SHOWN ON THE rne
wE DRAWINGS BY MORE THAN 3'.NEW STANDOFF -
I= PROJECTIONS OR LENGTHS OF PROPOSED ANTENNA PLANS
¢ STANDOFFS MAY REOUIREADJUSTMENT FROM (ALL SECTORS) '^
3 WHAT IS SHOWN ON THE DRAWINGS. Sec
2. PER COMMSCOPE,REMOVAL OF THE ANTENNA
U-BRACKET ON THE KVSS.5k-R ANTENNA
WITHOUT USE OF A COMMSCOPE ANTENNA
MOUNT WILL VOID THE ANTENNA WARRANTY, s
ap
3 ;EXISTING ANTENNA PLAN @ 95'-0"(ALL SECTORS) i 4 (ANTENNA MODIFICATION PLAN @ 95'.0"(ALL SECTORS) a'
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AT&T
ANSCO'
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(By OTFIRS)
CENTERLINE
=10 3/4--o
PROPOSED ANTENNA MCUNTING--
13RACKET EEI TRIAD MOUNT
PART#FPXL(TYR)
---------------------
PROPOSED PANEL ANTENNA(TYP)—_
E
STEEL BANDING
BY
T AVY COMMUNICATIONS,PA #
MT-640 ffi MT-641 TO
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USED TO INSTALL DIPLEXEIE S R
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IPLEXER
Z; USED TO INSTALL D
z.1 (AS NEEDEDS)
Stephen A. Bray
P -AL ENGOFFSS[
EXPIRATION DATE
E OW=28INTER
4,21126
334.1050.BA8
E $,Tl N;5,
E 7MAIN ROAD
MATTITUCK,NY 11952
SUFFOLKCOUNTY
FA#:14209070
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(ALL SECTORS)
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PROPOSED AT&T EXISTING AT&T CPS ANTENNA------ PROPOSED E S_l.NG AT&T CPS ANTENNA
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SOX61923420-4-3 TWN EXISTING AT T CABLE BRIDGE—
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6 s RRH(TYP OF 3) UNIS-RUT(TYP)
NY.CERTIFICATE OF MT—ON:
ANCILLARY EQUIPMENT MOUNT ELEVATION 2 !ANCILLARY EQUIPMENT MOUNT ELEVATION
11.17 SCALE:318" 1'4" i24.36 SCALE:3W V-0' 1107 SCALE:316—1'.0" 124x36 SCALE:3/4' 1*-0'
—31eO HIGH STRENGTH BOLT
�-3/8'0 FLAT WASHER
—CHANNEL NUT WITH Stephen A. Bray
SPRING,PART JP1008
ER PROFESSIONMFNN�EXPIRATION DATE:MMS
NY LICENSE:0860II4 4,'21125
R:
334.1050.BA8
�EXISTNG HORIZONTAL 7055 MAIN ROAD
5T UNISTRUT MATTITUCK,NY 11952
SUFFOLK COUNTY
#:14209070
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I_h•. _. _ _ PRPFEaS C;saL E\G`EER S
-rt.E O - NY LICEXPIRENSE:
DATE-a63v2E
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7055 MAIN ROAD 2
PEE—R—EELPENrs: MATTITUCK,NY 11952
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TRAL_ECID Rs wl.Fac guntocxs_ � � � � rN.,rnEER n
INFORMATION
�F TaR TE ra.N:.S snvLLeE __-EO FOR wNINur+OFT _. ��� u� _ V �
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P STRANDED GREENAT&T
JACKET ON NEW PROPOSED EQUIPMENT.
_ CABLE GROUNDING KIT LUGS:NON INSPECTION WINDOW ON OUTDOOR BOLT/NUT W f LOCK
LUGS.INSPECTION WINDOW LUGS WITH CLEAR
WASHER,SEE TABLE
GROUND BAR ONHEAT SHRINK FOR INDOOR LUG = —GROUND LUG SIMILAR TO
i 3207 ANTENNA TOWER s= T&B A5
f4° E SIZE REQUIRED
3
D T �, .,..�J —HEAT SHRINK PER
�,=' SPECIFICATIONS
a ' 3f4'— I ,
�—GROUND WIRE
`GROUND BARqF
CENTERLINE
t
_ 2.
07/16"(TYP) t--—HEAT SHRINK PER ,WIRE I T LE SHALL STANDARD ULOCK SED ON GROUND SPECIFICATIONS I
SIZE t LUG#I BOLT SIZE BARS,SERRATED-DRAGON {{��
1. GALVANIZED STEEL GROUND BAR,1/4°x 4"x 20°,HAGER PART NO TGBI-14420C TWO—HOLE LUG,TO BE USED tj2°—20 NC z tj2°S.S.BOLT' TOOTH'LOCK WASHERS SHALL
OR A-LT.PART NO.382227.HOLE CENTERS TO MATCH NEMA DOUBLE LUG WITH/2 AWG TBCW AS ' 4fOj 53212 &NUT Wf LOOK WASHERS BE USED ON CONNECTIONS TO
CONFIGURATION. REQUiR@ TO GROUND RING - 7 BUILDING STEEL AND
2. INSULATORS,NEWTON INSTRUMENT CAT.NO.3G61-4. NOTES. #2 j 532Q7 3 3 MISCELLANEOUS METALS.
3. Sf8°LOCKWASHERS,NEWTON INSTRUMENT CO.CAT.NO.3015-8. 1. CQN TRACTOR TO UTILIZE KOPR—SHIELD{IHOMAS&BETTSJ ON ALL LUG 1 f4"—20 NO x i/2'
4. WALL MOUNTING BRACKET,NEWTON INSTRUMENT CO.CAT N0.A-6056. CONNECTIONS. 6 '53205 BOLT ffi NUT W/LOCK WASHERS I _
z3 5. 5/8-11 X 1°H.H.C.S.BOLTS,NEWTON INSTRUMENT CO CAT NO.3012-1 2. MUST BE INSTALLED 1'-0'MIN FROM HORIZONTAL PIPES OF SECTOR FRAME. i
1 (GROUND BAR DETAIL ' 2 GROUND LUG TO GROUND BAR CONNECTION DETAIL 3 !GROUND LUG CONNECTION DETAIL
f
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SCALE:NTS `SCALE:NTS SCALE:NTS --' -- -
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Stephen A. Bray
LL S IRATION
TI O DATE;L ENGLNEER
EXPIRATION DATE;XL 0
NV LICENSE:086064 4121125 5
�ti og m 334.1050.BA8 0
w
7055 MAIN ROAD
MATTITUCK,NY 11952
SUFFOLK COUNTY
ix
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15
GROUNDING DETAILS
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O MECHANICAL CONNECTION 1(�T ROD WI
IN TEST PECTIONGROUNSLEEVE � AT&T
1. GROUNDING IS SHOWN DIAGRAMMATICALLY ONLY.
2. CONTRACTOR SHALL GROUND ALL EQUIPMENT AS A COMPLETE SYSTEM.
GROUNDING SHALL BE IN COMPLIANCE WITH NEC SECTION 250 AND
AT&T GROUNDING AND BONDING REQUIREMENTS(ATr-TP-76416)AND
MANUFACTURER'S SPECIFICATIONS.
3. ALL GROUND CONDUCTORS SHALL BE COPPER: NO ALUMINUM
CONDUCTORS SHALL BE USED.
i 4. FOR RRHs,TWO GROUND AS REQUIRED(TOP AND BOTTOM).
CONTRACTOR TO VERIFY MASTER GROUND BAR IS IN PLACE AND
PROPERLY GROUNDED. CENTERLINE
i 6. CONTRACTOR TO VERIFY ALL SECTOR GROUND BARS ARE IN PLACE
AND PROPERLY CONNECTED TO MASTER GROUND BAR.
7. CONTRACTOR TO REPLACE AND/OR REPAIR ALL GROUND CONNECTIONS
AS
I r r A - R OUIREDTINOENRyRE R AWGASOUD COPPERBLE GROUND .1RCUIT RIED XAT A DEPTH
r ' OF
AT(EASE 30 BELOW GRADE,OR 6"BELOW THEBU FROST LINE AND '
Is i
APPROXIMATELY 2e FROM THE EXTERIOR WALL OR FOOTING. ' ----
(ATT-TP-76415 2.2.3.5j7.5.1)
Z. riSr _8. TOYER GROi1ND RING THE GROUND RING SYSTEM SHALL BE INSTALLED
�+ AROUND AN ANTENNA TOWER'S LEGS,AND/OR GUY ANCHORS.WHERE
r
G
LL _ SEPARATE SYSTEMS HAVE BEEN PROVIDED FOR THE TOWER AND i
BUILDING,AT LEAST 2 BONDS SHALL BE MADE BETWEEN THE TOWER
sccTCR azttum soft sScraR cRaVxD eaR sccTOR cRDUND ena RING GROUND SYSTEM AND THE BUILDING RING GROUDN SYSTEM USING
zi
wj MtNIMUM3 AWG SOLID£a PER CONOUCTOFzs.{ATT-TP-7641fi 7.5.1) ji ��
__�{qw; __�z n -- C. iNTFRi ^-RQUND RING: g2 AWG STRANDED GREEN INSULATED COPPER i
�s I CONDUCTOR EXTENDED AROUND THE PERIMETER OF THE EQUIPMENT N _0
$m m
zo AREA.ALL NON-TELECOMMUNICATIONS RELATED METALLIC OBJECTS 7.==
FOUND WITHIN A SITE SHALL BE GROUNDED TO THE INTERIOR GROUND _ t Nsv,siou ', a.'r�ctaco.
RING WITH AM STRANDED GREEN INSULATED CONDUCTOR. oescrz:Fr:ory
(ATT-TP-764t6 7.6.4)
mw ;D. BOND TO INTERIOR GROUND RING: #2 AM TINNED COPPER W{RE
PRIMA BONDS SHALL BE PROVOED AT LEAST AT FOUR POINTS ON
THE INTERIOR GROUND RING,LOCATED AT THE CORNERS OF THE
a fi M:DPgNT waw0 aw BULDING.(ATT-TP-76416 7.5.2.2)
C.N—) z E. GROUND RING. UL LISTED COPPER CLAD STEEL.MINIMUM 5/8"0 BY
8'-0"LONG.ALL GROUND RODS MAY BE INSTALLED NTH INFECTION
a SLEEVES.GROUND RODS SHALL BE DRIVEN TO THE DEPTH OF GROUND KMB
RING CONDUCTOR.(AP-'?-76416 1.4j2.2.3.10)
F. QE I R QRRDUND BAR: POINT OF GROUND REFERENCE FOR
o asT ALL COMMUNICATIONS EQUIPMENT FRAMES.ALL BONDS ARE MADE WITH
w> #2 AM STRANDED GREEN INSULATED COPPER CONDUCTORS.BOND TO 2 cw GROUND RING WITH(2)#2 SOLID TUNED COPPER CONDUCTORS.
$y4 (ATT-TP-76416 7,6.7)
G. {:ATCH FLA GROUND BAR• BOND TO THE INTERIOR GROUDN RING
WITH(2}awg STRANDED GREEN INSULATED COPPER CONDUCTORS. Nv,CERTFICA a .row-oslxes TEDF UIHDRIUrr
ToweR ox-ouNo Rwc `- YrtiEN A HATCH PLATE AND CELL REFERENCE GROUND ARE BOTH
az —
si -- r -- i = - PRESENT,THE CRBG MUST BE CONNECTED TO THE HATCH PLATE AND
- i TO THE INTERIOR GROUND RING USING(2)g2 AM STRANDED GREEN
- ---------------------- - INSULATED COPPER CONDUCTORS.
x _—_--__—__—__--_—__—__—__—__—__—__—__—__—__—_ _—__— r
'= r H. EXTERIOR CABLE ENTRY PORT GROUND BARS! LOCATED AT THE
g`g ENTRANCE SO THE CELL SITE BUILDING BOND W GROUND RING MATH s
gU A WELD AND SOLID TINNED COPPER CONDUCTOR WITH 7. EXOTHERMIC
OasnNc cwnFMCNT.wEA WELD AND INSPECTION SLEEVE.(AG TLID TIN 6 7.COPP
'I. TOWER EXIT GROUND BAR° �22 AWG SOLID TINNED COPPER BOND TO m
z� tt THE TOWER GROUND RING.(ATi-iP-76416 7.5.5)
.9° I F J. 7ELCfl GROUND BAR BOND TO BOTH CELL REFERENCE GROUND BAR
o : r AND EXTERIOR GROUND RING.(ATT-TP-76416 7.6.8)
pa .K. FRAME BONDING: THE BONDING POINT FOR TELECOM EQUIPMENT
FRAMES SHALL BE THE GROUND BUS THAT IS NOT ISOLATED FROM g
4 THE EQUIPMENVS METAL FRAMEWORK.BOND THE FRAME GROUND BUS
zT TO THE I"SECTION OF THE OFF THE CELL REFERENCE GROUND BAR.
y+ (ATT-TP-76416 7.8)
#�*1 I L. arffiQR U IT BONG`;- METAL FRAMES,CABINETS,AND INDIVIDUAL Stephen
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if TO THE tNTERiOR GROUND RING.(AT--TP-76416 7.123.1) EXPIRATION DATE:0&W128
M. FENCE AND GATE GROUNDING: METAL FENCED WITHIN 7`-0"OF THE NY LICENSE:086064 412W5
EXTERIOR GROUND RING OR OBJECTS BONDED TO THE EXTERIOR
' ± ( ( a} r ear t GROUND RING SHALL BE BONDED TO THE GROUND RING WITH A#2 °JE"'"U o
SQLID TINNED COPPER CONDUCTOR AT AN INTERVAL NOT EXCEEDING E334.1O50.BA8
r ' 25'-0 BONDS SHALL BE MADE AT EACH GATE POST AND ACROSS
GATE OPENINGS.(Ig T METALLIC
OBJECTS inFcaeurian,
secTaxx aTwnm exR �c1aewnv eaRfiEA saaxs�ea¢ 7055 MAIN ROAD
`N. Fx TFRI UNIT BGtiun[: METALLIC OBJECTS,EXTERNAL TO OR MOUNTED
TO THE BUILDING,SHALL BE BONDED TO THE EXTERIOR GROUND RING. MATTITUCK,NY 11952
f r (ATT-TP-76416 7.122) SUFFOLK COUNTY
O. F BRIDE<+tP�OPTc EACH ICE BRIDGE LEG SHALL BE BONDED TO
THE GROUND RING WITH g2 AM BARE 11NNEO COPPER CONDUCTOR. FA#:14209070
au R caaxvo aaa -� PROMOE EXOTHERMIC WELDS AT BOTH THE ICE BRIDGE LEG AND
BURIED GROUND RING.(ATr-TP-76416 7.4.2.6) NrTRe.
P. DURING ALL DC POWER SYSTEM CHANGES(INCLUDING DC SYSTEM CO-LOCATION
F r i CHANGE OUT,RECTIFTER REPLACEMENTS OR ADDITIONS,BREAKER er nnF -
y3 D€STREBU710N CHANGES,BATTERY ADDITIONS,BATTERY REPLACEMENTS, s^E f
AND INSTALLATIONS OR CHANGES TO DC CONVERTER SYSTEMS)IT GROUNDING ONE LINE DIAGRAM
NE iex I SHALL BE REQUIRED THAT THE SERVICE CONTRACTORS VERIFY ALL DC
POWER SYSTEMS ARE EQUIPPED WITH A MASTER OC SYSTEM RETURN (ALL SECTORS) R
P —__—_--__—__—_ --_--__—__—__—__—__—__--_—__—__—__e-_ GROUND CONDUCTOR FROM THE DC POWER SYSTEM COMMON RETURN £
Rio cxfmwR wouNo m -- �' ( BUS DIRECTLY CONNECTED TO THE CELL SITE REFERENCE GROUND BAR e_,nuMeMx r. -
"c O (CRGB PER TP76300,SECTION H6 AND TP76416 FIGURE 7-11 Re
REQU€REMENTS).
g% Q. ANTENNA PIPE MASTS WHICH ARE NOT BONDED TO A SECTOR FRAME ^^
a MAY USE GAR-TC CLAMPS. U`{J
1 GROUNDING ONE LINE DIAGRAM(ALL SECTORS) 2 LEGEND AND NOTES g
v'SCALE:NTS i SCALE;NTS Ix
MAILING ADDRESS:
PLANNING BOARD MEMBERS
P.O. Box 1179
JAMS H.RICH III °� �� Southold, NY 11971
Chairman
OFFICE LOCATION:
MIAJ EALOUS-DANK Town Hall Annex
PIERCE RAFFERTY 54375 Mate Route 25
MARTIN H.SIDOR
(cor. Main Rd. &Youngs Ave.)
DONALD J.WILCENSKI � COUN Southold NY
'
Telephone: 1 7 r`-1938
www.southoldtownny.gov
PLANNING BOARD OF'F'ICE
TOWN OF SOUTH OLD
MEMORANDUM
To- Michel J. Verity, Chief Building Inspector
From. Heather M. Lanza, AICP, Planning Director V
Dates June 10, 2025
Rey Planning Department Report
Equipment Upgrade for AT&T at Laurel Stone
7055 Main Road, Mattituck SCTM#1000-122.-0-35.4
The Planning Department has conducted a review of the proposed modifications
pursuant to 280-74 B(2), and has received a report from our Wireless Technical
Consultant, Cityscape, Inc. (see attached report dated June 0, 2025).
The proposed AT&T equipment upgrade is in compliance with the General
Requirements of§280-70. The proposed equipment upgrade will not result in any visible
changes to the exterior, as it involves removing and replacing antennas and related
components, with all feedlines routed internally through the shaft of the concealed
monopole. In addition, replacements of ground equipment will be contained within the
existing compound on the concrete pad.
Therefore, we recommend a Building Permit be issued for this application as soon as
possible to meet the Federal shut clack for approvals of wireless facilities.
Laserfiche File: Planning\Applications\Site Plans\Pend ing11000-122.-5-35.4 Wireless
Facility at Laurel Btone\Upgrades
Thank you for your cooperation.
i
Town of South
Telecommunications Site Review 2423 S.Orange Ave#317
Modification
i "i Orlando,FL 32806
Tel:877.438.2851 Fax:877.220.4593
17 KC/,M C
June 9, 2025
�
E
I r
E
Mara Cerezo Planner IJUN � 2025
Town of Southold Annex Building 8 u rH e L 0 TOWN
54375 Main Road.
Southold,NY 11971
PROVIDER/SITE ID/NAME,: AT&T 1 FA#1.4209070 l Laurel Stone
TOWER,.OWNER: Elite Towers
ADDRESS: 7055 Main Road,Mattituck,NY 11952
LATITUDE: 40'5 ' 4 .7 "N LONGITUDE: 72°32' 49.54"W
SCTM#: 1000-122-6-35.4
WIRELESS MASTER PLAN SIT: #. S 16
Dear Ms. Cerezo,
At your request on behalf of the Town of Southold ("the Town"), CitySca.pe Consultants,
Inc. ("C ityS cape"), in its capacity as telecommunications consultant for the Town, has reviewed
the above-referenced application submitted on behalf of AT&T ("Applicant") to modify its
equipment on an existing one hundred and ten. (110') concealed monopole tower. The tower is
owned by K2 Towers (built by Elite Towers), located at 7055 :Main.Road, Mattituc ., New York
and referenced as Site S 16 in the Town's Wireless Master Plan,see Figure 1.
Support Structure, Eq gi pmen,
According to the submitted construction drawings (CDs)' the Applicant proposes to
remove and replace equipment at two levels of the tower. At the one hundred and five (105) foot
and ninety-five (95) foot antenna centerlines, the Applicant proposes to remove and replace each
mount, remove and replace three (3) antennas, remove three (3) diplexers and install six (6)
triplexers in their place, see Figures 2 and 3. All of the equipment mounted on this tower is, and
would continue to be,concealed within the canisters of the monopole structure and thus not visible
from the outside. The final equipment configuration is detailed in the table below.
# ... FIN mmmmm
�L CONFIGURATION N OF TOWER-MOUNTED EQUIPMENT
6 Antennas: -65A-R3
12 Triplexers:STX61742T-43 Twin
30 11 24}?J " E) / "gable Feed Lines
11
1 CDs prepared by KMB Design Group,LLC,Rev 1,"Revised per Landlord's Comments"dated.04/21/25,signed
and sealed by a New York Licensed Professional Engineer.
Torn of Southold—SCTM#1000-122- - 5.4
AT&T/7055 Main.RdCky'' Sca
Page 2 C 0 N S I L T A N S b 1 " C
Can the ,ground the Applicant Mans to remove and replace remote radio units (RRUs) and
triplexers on the existing equipment racy. All work will be contained on the existing AT&T
concrete pad,see Figure 4.
Structural Analysis',
The Applicant submitted a Tower Structural Analysis Report prepared by Tabb Structural
Engineering, dated April 16, 2025. The analysis is based on TIA-222-14, Risk Category III and
Exposure Category C standards and the 2018 International Building Code. The report concluded
the maximum tower rating is 48. %a of capacity out of an allowable 105%, and the maximum
foundation rating is 54.7%cif capacity out of an allowable 11 Q►%. The facility is determined to be
structurally compliant after the proposed installation,see Figure 5.
Since the antennas and triplexers will be directly attached to the pole inside the
concealment shield rather than on external mounts, a mount structural analysis is not needed.
RF Exposure S Ile
To verify radio frequency (RF) exposure safety, a Radio Frequency-Electromagnetic
Energy (RF-EME) Compliance Report, prepared by Centerline, dated May 20, 2025 was
submitted. The report is an analysis of the predicted RF exposure levels by the Applicant(AT&T).
According to the report, the calculated. composite RF exposure level due to emissions at ground
level is 2.21% of the General Population MPE limit which is well below the allowable limit for
compliance, see Fi4_17 + .
,sis ResulU
Centerline hays included the upgraded AT&T antenna system as well as any existing antennas systems on
site at the subject location in the analysis,which are listed in the antenna table above.
Using this data,predictive modeling using IXUS electromagnetic energy(EME)calculation software was
performed for all transmitting antennas located at the site.The site was modeled using upper-limit
parameters to determine the maximum potential RF energy density in all publicly accessible areas.
Centerline believes this to be a very conservative analysis based on the best available data.
Based on this analysis,the maximum calculated exposure from the upgraded AT&T facility at ground
level is 2.21%of the General Population MPE limit,and the maximum calculated composite exposure
at ground level from the upgraded AT&T facility plus all existing antenna systems on site is 2.21%of
the General Population MPE limit,The upgraded facility is fully compliant with FCC rules and
regulations.
Town of Southold--SCTM#1000-122-6-3 .4
AT&T/7055 Main Rd cft' ' Scalift
Page 3 C 0 N S II L T A N T S , T N ..y ,.
CityScape verified this application to be an eligible facilities request and meets the
definition of a non-substantial change ("substantial change" being defined in 47 CPR.
1.6100(b)(7) of the FCC Rules). Therefore, this application qualifies for streamlined processing
at staff level under 47 C:F: 1.61 00(c)and CityScape recommends approval of the application.
I certify that, to the best of my knowledge, all the information included herein is accurate
at the time of this report. CityScape only'works for public entities and has unbiased opinions. All
reviews are based on technical merit without prejudice per prevailing laws and codes. Regarding
the structural analysis reports, CityScape verified that the proposed appurtenances shown by
.Applicant's construction drawings were listed in the structural reports, but did not independently
verify the calculations, statements or the appropriateness of the analysis criteria contained therein..
Town staff`should verify compliance with applicable building and fire codes prior to issuance of a
permit for this modification.
Respectfully submitted,
7
u,
i
Elizabeth Herington-Smith
Vice President/General Manager
CityScape Consultants, Inc.
Town of Southotd—SCTM#1000--122-6--35.4 1 Pe
AT&T/7055 Main.Fed
Page 4 C 0 N S I j 1, T A N 17 I N C' „
/Nc i
Site
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i 7055 ♦in Rd, r
ttituck
STRUCTURE T "PE, Tower TOWN OF
ore SOUTHOLD
FACUTYTYPF.: Unip
ANTENNA TYPE: PublicSafety/Macro Cell
DESIGN TYRE: Concealed
LOCATION,: Private Property
I�
FACI#:1"1"""I!''O NERADI. K2 Towers/NY-3
FAC I LITY. SITENAME.- Laurel Stone
��'`� "�/"�I�� �
SERVICE P OWDERS: AT&T. w E `y
AT ��� T Mv�ile Public Safe
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LAT1'TUDEA rON ITUDE: 40-9788321-72.547133
s r.,
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SUM 0: 1000-122.-6-35.4
ZONING,, B
NOTES: NYNYCO2219A(DISH); LI-03_1IO--A(TIC})
Figure 1--Site Location Map
Town of Southold--SCTM#1000-122-6-3 5.4
AT&T/7055 Main Rd c scape
Page 5 C 0i N S 1j� �1, T A N T I N C ."
" EXISTING &PROPOSED D AT&T
SECTORS A,8&C(SEE
yo
EXISTING &PR(tW 3SED AT&T
SECTORS A,8&C SEE.
PAGE 3/CO4 do 4 f CCf4)
PROP
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r i 'iGSEG AT&T RED CABLES TO
FOLLOWE'I'ST1NG ROUTE
;5 CABLES TO REVA!N'
LA EMS1ING AT&T()RET CABLES
_j TO BE REPLACED
D
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Tows.of Southold---SCTM#1000-122-6-3 5.4 _.
AT&T/7055 Main Rd
Page CM" N S .a LT A, N 'TS IN
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Figure 3--Existing and..Proposed Antenna Configurations
Tern.of Southold—SCTM#100 -122-6-35.4S' cape
AT&T l 7055 Main Rd
Page 7 C 0 S t 1 1, T A NN T V .,
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Figure 4--Existing and Proposed Ground Equipment Configuration
Town of Southold--SCTM#1000-122-6-35.4
AT&T 7055 Main Rd C,k", y1sle,a, '' Pe
Page 8 C 0 N S J T 1, 1' A N T1 S I N Y
TABS
MW STRUCTURAL
ENGINEERING
Structural Analysis Report
Date: April 18,2025
Prepared for: Tracy Crittendon
K2 Towers III
57 E Washington St
Chagrin Falls,CH 44022
AT&T: Site dame!Number; Elite Towers Pole/NYCENY0371
K2 Towers III: Site Name 1 Number: Laurel Stone I NY-3
Branch Engineering: Project Number: 22033
Tabb Structural Engineering: Project Number: 4072001.01.02
Site Location: 7055 Main Rd,MatUtuck,Suffolk County,NY
Latitude: 40.978814°
Longitude-. 7 .547178"
Structure Description: 110 ft-Monopole Tower
Applicable Codes: 2018 IBC and TLA-222-H
Load Case: Existing+Proposed Equipment(See Tables 2 and 3)
Tower Capacity: 48.5%
Foundation Capacity: 54.7%
Rating Sufficient
Recommendations: The tower and its foundation(s)have sufficient capacity to carry the proposed loading
configuration.
�
ol
Respectfully submitted by:
Braden Tab ,PE
P .a
i m
T,abb Structural Engineering PLLC
COA;20388 Exp:11/30/2025 ,.
F 'S �
4/16/2025
Figure 5--Structural Analysis Report Cover Page
Town of Southold—STM#1000-122-6-3 5.4C I I
AT&T/7055:Main Rds
Page 9 . 0 Tq S, I IT L T A N T S 1`14'
ij-
goo
AT&T
site Compliance Report
Site Name: ELITE TOWERS POLE
Site ID: I YC+E I Y03 71
FA: 14209070
USID: 182469
Site Address: 7055 Main Road, Mattituck, NY 11952
Structure Type: Monopole
Report Date: May 20, 2025
Report Generated by: Michael Fischer
Customer Contact:Victoria ria Brennan
Michael F schec¢P.E.
Registered Prot' ssional Engineer(Elect ' l
New,York.License Number 101714
1:0 1, `� _
Upil re March t,,►2�02
Signed 20 May 2025
Compliance 'Status:
AT&T is compliant with FCC regulations.
� � figure 6—R 'Compliance
Centerline Communications LLC
5550 Merrick Road, Suite 302
Massapequa, NY 11758
Sv�
'01 HL tn"71 SCIMC.
April 30,2025 711WM
BY HAND 0 .5
80
RD
Town of Southold-Town Hall
Southold,NY 11971 PLANNHOLD TORN
NG BOARD
Town Planner
RE: New Cingular Wireless PCS,LLC(AT&T)—Building Permit Application
AT&T site NYCENY0371
Premises: 7055 Main Road
Mattituck,NY 11952
Section 122, Block 6,Lot 35.4
To whom it may concern:
Our office represents New Cingular Wireless PCS,LLC(AT&T)with respect to its Application to modify its existing
public utility wireless telecommunication facility at the subject premises. With respect to the Building Permit
Application,the following are enclosed in this submittal package;
1) Building Permit Application&Applicant Consent form
2) Four(4) set of signed and sealed construction drawings, prepared by KMB Design Group dated 4/21/2025
including site plans and elevations
3) An Antenna Fit letter prepared by KMB Engineering dated 4/9/2025
4) A Structural Analysis report prepared by TSE Engineering dated 4/16/2025
4) A check for$4,000(1276)as a consultant review fee.
5) Certificates of Insurance from the contractor
6) Application for Certificate of Occupancy form
Section 6409 of the Federal Middle Class Tax Relief and Job Creation Act ("Section 6409") was adopted in 2012.
Under Section 6409, your city retains discretionary zoning review over the construction of new towers, but simple
collocations and/or equipment upgrades at existing telecommunications facilities must be approved, no later than
July 1,2025. The new law provides that:
"A State or local government may not deny, and shall approve, any eligible facilities request for a
modification of an existing wireless tower or base station that does not substantially change the physical
dimensions of such tower or base station."
The federal law defines an "eligible facilities request" as "(A) collocation of new transmission equipment, (B)
removal of transmission equipment; or(C) replacement of transmission equipment."
Also,the Federal Communications Commission issued a Wireless Infrastructure Report and Order on October
17, 2014 ("FCC Order") which established regulations that clarify and streamline the municipal approval
process for eligible facilities requests under Section 6409. A copy of the FCC Order is enclosed herewith.
The FCC Order clarifies that municipal review of an eligible facilities request is limited to determining whether the
request falls within Section 6409:
"a State or local government may require the applicant to provide documentation or information
only to the extent reasonably related to determining whether the request meets the
requirements of this section [Section 6409]. A State or local government may not require an
applicant to submit any other documentation, including but not limited to documentation
intended to illustrate the need for such wireless facilities or to justify the business decision to modify
such wireless facilities."47 C.F.R. 1.4000l(c)(1)
Centerline Communications LLC
5550 Merrick Road, Suite 302
Massapequa, NY 11758
The FCC Order also specifies that the term "base station" includes any structure that "supports or houses"
communications equipment. Since this structure already supports communications equipment,it is considered
a"base station"under Section 6409
AT&T's A olication is an Eli ible Facilities Reatiest under Section 6409
AT&T's application qualifies as an eligible facilities request under Section 6409 because the proposed installation
involves"an existing wireless tower or base station that does not substantially change the physical dimensions of such
tower or base station."
As shown on the plans prepared by KMB Design Group, dated 4/21/2025, AT&T's proposed installation consist
principally of the following elements:
Swap three(3) antennas at 105'and swap three(3)antennas at 95'inside the existing concealment pole, swap twelve
(12)RRH units and remove three(3)RRH units inside AT&T's leased premises.
Accordingly,AT&T's installation involves the"collocation of new transmission equipment"and that will not increase
the height of the tower nor the dimensions of the equipment compound. As a result, the installation "does not
substantially change the physical dimensions of such tower or base station." Therefore, these proposed equipment
upgrades constitute an"eligible facilities request"under Section 6409,and must be approved.
Timeline for Review and A.m roval
We would like to highlight an important timing requirement for processing this application. The FCC Order
determined that a municipality must act on an eligible facilities request within sixty(60) days of receiving the
application. 47 C.F.R. 1.40001(c)(2)(Emphasis added). (Note,the sixty(60)-day period is also known as the"Shot
Clock"). Thus,the city must approve this application within sixty(60)days of its receipt,no later than July 1,2025.
The FCC Order provides that upon a municipality's failure to act prior to expiration of the Shot Clock,the"request
shall be deemed granted"and AT&T will be legally entitled to proceed with construction. 47 C.F.R. 1.40001(c)(4).
Note that the FCC Order does allow the Shot Clock to be tolled if an application is incomplete. However,in order to
do so, a municipality must provide written notice that the application is incomplete within thirty (30) days of the
submittal. 47 C.F.R. 1.40001(c)(3)(i). The notice must"clearly and specifically"describe the missing documents or
information,47 C.F.R. 1.40001(c)(3)(i), and, as previously mentioned, such documentation must be necessary to the
determination of whether the application qualifies as an eligible facilities request. If the municipality requests
additional information after the first thirty (30) days have passed, we will still provide any "reasonably related"
information allowed under the FCC Order,but the Shot Clock will not be tolled.
In light of the foregoing,AT&T respectfully requests that its proposed equipment upgrades be approved.
In the meantime,if you have any questions,please feel free to call or email me. Thank you for your cooperation.
Sincerely,
111�,NOIL
Patrick O'Rourke
Site Acquisition on behalf of AT&T
516-263-8817
.O rclfdkodct n k.so11l
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959
" Telephone (631) 765-1802 Fax(631) 765-9502 htt s:.//www.souttioldto oar
Date Received
APPLICATION FOR BUILDING PERMIT P I
p �
For Office Use Only
PERMIT NO., Building inspector .._.......
Applications and forms must be filled out in their entirety.Incomplete t11d„„ttod
applications will not be accepted. Where the Applicant is not the owner,an
Owner's Authorization form(Page 2)shall be completed.
Date:
OWNER(S)OF PROPERTY:
Name: lZ��� �d d 5 u�1(�- ��P. SCTM#iow-122-6-35.4
Project Address:7055 Main Road, Mattituck, NY 11952
Phone#: ` _ ,y c S� Email:
Mailing Address: ' - O C � 4i-�R T-
CONTACT PERSON:
Name:Patrick O'Rourke
Mailing Address:5550 Merrick Road, suite 302, Massapequa, NY 11758
Phone#:516-263-8817 Email:porourke@clinellc.com
DESIGN PROFESSIONAL INFORMATION:
Name:KMB Design Group
Mailing Address:1800 Route 34, Wall NJ 07719
Phone#:732-280-5623 Email:tmazur@kmbdg.com
CONTRACTOR INFORMATION:
Name:
Mailing Address:
Phone#: Email:
DESCRIPTION OF PROPOSED CONSTRUCTION
❑New Structure ❑Addition *Alteration ❑Repair ❑Demolition Estimated Cost of Project:
❑Other $15,000
Will the lot be re-graded? ❑Yes *No Will excess fill be removed from premises? ❑Yes RNo
1
PROPERTY INFORMATION
Existing use of property:CommunlCatlOn tower Intended use of property:
Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to
this property? ❑Yes RNo IF YES, PROVIDE A COPY.
❑ Check Box After Reading: The owner/contractor/design professional Is responsible for all drainage and storm water issues as provided by
Chapter 236 of the Town Code. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone
Ordinance of the Town of Southold,Suffolk,County,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings,
additions,alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,
housing code and regulations and to admit authorized inspectors on premises and in building(s)for necessary inspections.False statements made herein are
punishable as a Class A misdemeanor pursuant to Section 210AS of the New York State Penal Law.
Application Submitted By(print name):Patrick O'Rourke IgAuthori ed gent ❑Owner
Signature of Applicant: ;�4�`c� Date: "/ �
STATE OF NEW YORK)
,�/ SS:
COUNTY OF /"�U� �9 )
J �� LJv� being duly sworn, deposes and says that(s)he is the applicant
(Name of individual signing contract) above named,
(S)he is the Ov
(Contracto Age)Corporate Officer,etc.)
of said owner or owners, and is duly authorized to p orm or have performed the said work and to make and file this
application;that all statements contained in this application are true to the best of his/her knowledge and belief;and
that the work will be performed in the manner set for�h,r�;Vn
1,4,ation file therewith.
Sworn before me this `°
day of 2
0 , Notary Public
PROPERTY 0 IZATION
(Where the applicant is not the owner)
I c, ��, GL,n, residingat �SL ) a-V a & C %j j C" (V�
f J Patrick O'Rourke/Centerline Communications
do hereby authorize to apply on
my beh If to t Town of Southold Building Department for approval as described herein.
J--,4 17�
w is Signature Date
Print Owner's Name
2
TOWN OF SOUTHOLD
COUNTY OF SUFFOLK: STATE OF NEW YORK
---------------------------------------------------------------------------------X
In the Matter of the Application of New Cingular Wireless PCS, LLC
: AUTHORIZATION OF OWNER
At the premises:
7055 Main Road
Mattituck,NY
Section 75, Block 5, Lot 14.001
_---- ---------------------------------------------------_-----__.._--_---__---_ -X
STATE OF NEW YORK)
) SS..
COUNTY OF SUFFOLK)
Patrick. O'Rourke, being duly sworn, deposes and says:
I am the APPLICANT in fee of the premises known as Section 122,Block 6, Lot 35.4 (the
"Premises" hereafter), and do hereby authorize New Cingular Wireless, PCS, LLC ('AT&T'
hereafter), and its representatives to bring such applications for municipal approvals as may be
necessary for constructing or installing on the Premises such antennas,support structures,and related
equipment as AT&T may require for the establishment of its public utility wireless
telecommunication facility. As such,I will fully cooperate with AT&T and its agents in obtaining
any required Approvals.
BY:__ .................... ....... .
Sworn to before me this day of m �r (� 12025
,
ae� +ATM
haw
r �
w mN,
�p�yy r
VARY^ JBLIC
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959
1,
Telephone (631) 765-1802 Fax(631) 765-9502 htt ://www.sotitholdtownn ov
APPLICATION FOR PRE-EXISTING CERTIFICATE OF OCCUPANCY
OWNER(S)OF PROPERTY:
Name:Riverhead Building Supply Corp Date:
Physical Address:7055 Main Road, Mattituck, NY 11952 scTM#l000- 122-6-35.4
Phone#: Email:
631-996-3450
Mailing Address: 250 David Court, Calverton, NY
CONTACT PERSON:
Name: Patrick O'Rourke c/o Centerline Communications
Mailing Address: 5550 Merrick Road, suite 302, Massapequa, NY 11758
Phone#: 516-263-8817 Email: porourke@clinellc.com
To apply for a Pre C.O.for an existing building(prior to April 9, 1957) provide the following:
* Accurate Survey
• Floor Plan
* $200 Fee
T TO INSPECTION
That the undersigned does hereby give consent to the Building Inspector of the Town of Southold to enter upon the
above described property,including any and all buildings located thereon,to conduct such inspections as they may
deem necessary with respect to the aforesaid application, including inspections to determine that said premises comply
with all of the laws,ordinances, rules and regulations of the Town of Southold.
Owner's Signature Date
PROPERTY1 1
(Where the applicant is not the owner)
C �
I, � residing at the above address, do hereby authorize
Patrick O'ROurk T&T to apply on my behalf to the Town of Southold Building Department for
approval as a scribed h rein
ywOw�-,6-,4er"s Signature Date
r KMB
4 DESIGN GROUP
April-4 2025 ........... .............. ............
Victoria Brennan
Centerline Communications
5550 Merrick Road Suite#302
Massapequa,NY 111758
Re: Antenna Fit Letter
Site Name: Elite Towers Pole
Site#: NYCENY0371
FA#: 14209070
KMB#: 334.1050.BA8
Pursuant to your request KMB Design Group has completed the antenna fit analysis utilizing the
following document(s):
- Monopole Construction Drawings by Vector Engineers labeled Rev I dated 02/20/2020,
- AT&T RFDS 85845
Monopole Specifications:
- Spine Diameter: 105'& 95'—10.75"OD
- Spine Thickness: .365"
- Cannister Diameter: 36"OD
- Upper Section Length: 50'—10'sections
- Existing Antenna Dimensions: Quintel QS4658-3E 48"x12"x9.6
- Proposed Antenna Dimensions: Commscope KVVSS-65A-R3 48"x11.9"x7.1
- Proposed Mount:EEI Triad mount part#FPU
With this information KMB has concluded the proposed antennas will fit within the existing cannister with the
proposed mount. The factory U-bracket attached to the antenna will need to be removed. Per Commscope removal
of the factory bracket without use of a Commscope mount will void the antenna warranty.No modifications to the
cannister are required.
KMB has provided this conclusion based on the provided documentation noted above. KMB makes no claim as
to the accuracy of such information and recommends that the information be verified prior to the start of
construction.
Sincerely,
Stephen A Bray,PE
NY Professional Engineer: 086064
NY Certificate of Authorization: 081784
Expiration Date: 6/30/2028
KMB Design Group,LLC
..................... ......................... ................
www.kmbdg.com RESPONSIVE ENGINEERING PROVEN RESULTS 732.280.5623
Licensed in 50 States
14209070.WSNYJ0072890.FitLetter.2025.04.09.docx 4/9/2025 4:51 PM
a
Ar,[ TABB
MPF STRUCTURAL
ENGINEERING
Structural Analysis Report
Date: April 16,2025
Prepared for: Tracy Crittendon
K2 Towers III
57 E Washington St
Chagrin Falls,OH 44022
AT&T: Site Name/Number: Elite Towers Pole/NYCENY0371
K2 Towers III: Site Name/Number: Laurel Stone/NY-3
Branch Engineering: Project Number: 22033
Tabb Structural Engineering: Project Number: 4072001.01.02
Site Location: 7055 Main Rd,Mattituck,Suffolk County,NY
Latitude: 40.978814°
Longitude: -72.547178'
Structure Description: 110 ft-Monopole Tower
Applicable Codes: 2018 IBC and TIA-222-H
Load Case: Existing+Proposed Equipment(See Tables 2 and 3)
Tower Capacity: 48.5%
Foundation Capacity: 54.7%
Rating Sufficient
Recommendations: The tower and its foundations)have sufficient capacity to cant'the proposed loading
configuration.
of N ��IV
Respectfully submitted by:
Braden Tabb, PE
Tabb Structural Engineering PLLC
COA:20388 Exp: 11/30/2025 ` "
1p58A
ESSIO 1
4/16/2025
Tabb Structural Engineering PLLC-Austin,TX 78737-(512)956-6124- E.corn
110 It-Monopole Tower Structural Analysis Report April 16, 2025
TSE Project No.4072001.01.02 Branch Communication No.NY-3
1)INTRODUCTION
This tower is a 110 ft Monopole Tower designed by Vector in 2020.
Table 1 -Documents Provided
Document Remarks Date Reference
Tower Data Tower Drawings by Vector 2/21/2020 VZ16-01355W-17R4
Foundation Data Tower Drawings by Vector 2/21/2020 VZ16-01355W-17R4
Soil Data Geotech by Thomas D Reilly PE 12/512022 Proposed Loading AT&T Application 4/15/2025 --
2)ANALYSIS CRITERIA
IBC Edition: 2018 IBC
TIA-222 Revision: TIA-222-H
Risk Category: III
Ultimate Wind Speed: 137 mph
Exposure Category: C
Topo.Category: 1
Ice Thickness: 1.00 in
Wind Speed with Ice: 50 mph
Seismic Design Category: B
Service Wind Speed: 60 mph
Table 2-Proposed Equipment Configuration
Centerline(ft) Equipment Data Feedline Data
Mount Equip. %6commscope
facturer Model (EPA)® Weight QTY Size(in)
105.0 105.0msco e VVSS-65A-R3 0 in' 0.15 k12 —718
STX6174 �3 3 3/8
95.0 95.0msco a KVVSS-65A-R3 0 inz 0.15 kmsco e T 61742 -4 3 318
Table 3-Other Equipment Configuration
Centerline(ft) Equipment Data Feedline Data
Mount Equip. QTY Manufacturer Model (EPA). Weight QTY Size(in)
2l.0 2 ommander 20ZA—N
110.0 115.4 2 Sinclair SD314-H 2P29 M 5,155 in' 0.38 k 6 1 5/8
r6&065.0
2 8"T-Arm
ommsco a FVV-65B-R3 0 in 0.21 k 6 1 5/8
6 -- Di lexers
3 ommsco a FVV-65B-R3 0 in' 0.18 k 12 7/8
3 icrodata MI-54844
3 1 Commsco e F -65B-R3 0 inz 0.17 k 12 7/8
Page 2
110 ft-Monopole Tower Structural Analysis Report April 16,2025
TSE Project No.4072001.01.02 Branch Communication No.NY-3
3)ANALYSIS RESULTS
Table 4-Section Ca aclt Summa
Elevation(ft) Component Type Size Load(k) OPn(k) % Pass/
Capacity Fail
110-100 Poe TP10.75x10.754.365 -1.086 472.64 29.5 Pass
100-99.5 Pole TP12.75x10.754.562 -1.365 713.931 19.9 Pass
99.5-80 Pole TP12.75x12.754.562 -4.328 854.083 47.0 Pass
80-60 Pole TP12.75x12.75x1.312 -10.126 1871.173 47.3 Pass
60-59.5 Pole TP36.072x12.75x0.999 -10.36 2288.716 41.3 Pass
59.5-15 Pole TP42.48x36.072x0.25 -16.419 2017.375 37.8 Pass
15-1 Pole TP44x41.14x0.25 20.543 2132.403 48.5 Pass
Summary
Pale 1-7 48.5 Pass
l ATING= 48.5 Pass
Table 5-Tower Component Stresses vs.Capacity
Component Elevation(ft) %Capacity'2 Pass/Fail
Anchor Rods Base 41.2 Pass
Base Plate Base 32.9 Pass
Foundation Pad&Pier Base 54.7 Pass
Structure Rating(max from all components)= 54.7%
Notes:
1) See additional documentation in Appendix B-Additional Calculations for calculations supporting the%capacity consumed.
2) Rating per TIA-222-H Section 15.5.
Table 6-Service Deformations of Tower
Service Deformation Elevation TIA-222-H
Type (ft) Deformation' Limit Compliance
Horizontal Is acement to Uin �Acceptable
to e
Twist 0.
to e
hates:
1)Deformation under the serviceability limit state condition.
4)ANALYSIS PROCEDURE
4.1)Analysis Method
tnxTower(version 8.3.1.2),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.
Select output from the analysis is included in Appendix A.
4.2)Assumptions
1) The tower and structures were maintained in accordance with the TIA-222 standard.
2) 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.TSE
should be notified to determine the effect on the structural integrity of the tower and foundation.
Page 3
APPENDIX A
tnxTower Output
a
MATERIA
L STRENGTH
F�/ Fu GRADE Fy " Fu
Asao�z az i sa 7z�s ss lsi 180Isi
TOWER DESIGN NOTES
1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 137 mph basic wind in accordance with the TIA-222-H Standard.
1"1o;o,n, 3. Tower is also designed for a 50 mph basic wind with 1.00 in ice.Ice is considered to
increase in thickness with height.
4. Deflections are based upon a 60 mph wind.
a 5. Tower Risk Category III.
d 0 o 6. Topographic Category 1 with Crest Height of 0.000 ft
7. TIA-222-H Annex S
1oo.o.n„ 8. TOWER RATING:48.5%
O
N N
N
O
...,,,., ...... fx....... ...... < ft
Bs„6.6.. �.�..
i—
O N N N
r y O �
"
ft-
0
,-�
i
N
ALL REACTIONS
a ARE FACTORED
AXIAL
31K
SHEAR � MOMENT
--- 3 K k 187 kip-ft
TORQUE 0 kip-ft
50 mph WIND-1.000 in ICE
" AXIAL
° 0 21K
m o �
Shil MOMENT
14 K . 927 kip-ft
.,n.,.... .....,.... . .,,,,,..,�. ... ��_,. �a6.ft. ..,
TORQUE 0 kip-ft
a $ REACTIONS-137 mph WIND
a E Y rn
umi Z H N H m
Ar Tabb Structural Engineering 0b 4 B7a 00... 02........
..Laurel Stonetab
Client. LDrawn Appd
Austin,TX I S
Code: TIA 222 H 16/25 Scale: NT
Phone:
FAX Pelh: Dwg No.E-1
TIA-222-H -Service-60 mph Maximum Values
Deflection (in) Tilt(deg) Twist(deg)
10 0 0.5 1 0 0.00 0.1
.......... . ...... F-T..........I........-777-T-
lip-'
....
WON
IT .......r ..............I T T--T—
T —7
0
>
U.1
-—-------- ............................ ...............
10 0 0.fu 1 0 0,oIl 0.1
Tabb Structural Engineering 4072001.01.02-Laurel Stone
.........................
77"wE CUOt Branch"Co i I DM'Wn by-btabb AWa
Austin,TX
,a,:()4/16/26 CT 'S
Phone: C440 TIA-222-
FAX: pwjt Dwg No.E4
Feed Line Distribution Chart
Round _ Flat Apo In Face App Out Face Truss Log
Face A Face B Face C
MAW MOW
100090
95.000 ...............
.. ....... .. .... .
�PAK ........ .......... ------ ... ............
75,P09 ...........
...........65,0,09
LU
................
.......... ...........
Tabb Siructural Engjneering 4072001.01.02-Laurel Stone
Branch Comrin-;��- --o
Austin,TX Date:
Phone: 04/16/25 Scala: NTS,
FAX: Path: Dwg No'E-7
t1b'xTower Jo 4072001.01.02-Laurel Stone Page1 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone: Branch Communication
FAX. btabb
Tower Input Data
The tower is a monopole.
This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level:28.000 ft.
Basic wind speed of 137 mph.
Risk Category III.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height:0.000 ft.
Nominal ice thickness of 1.000 in.
Ice thickness is considered to increase with height.
Ice density of 56.000 pcf.
A wind speed of 50 mph is used in combination with ice.
Temperature drop of 50.000 IF.
Deflections calculated using a wind speed of 60 mph.
TIA-222-H Annex S.
Non-linear(P-delta)analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Tower analysis based on target reliabilities in accordance with Annex S.
Load Modification Factors used:Kes(F,)= 1.0,Kes(ti)=1.0.
Maximum demand-capacity ratio is: 1.05.
Local.bending StreSSe$due tv Climbing loads,is cd 1i c.supports,and appurtenance L—nour-Its are not considered.
Options
Consider Moments-Legs Assume Legs Pinned Calculate Redundant Bracing Forces
Consider Moments-Horizontals Assume Rigid Index Plate Ignore Redundant Members in FEA
Consider Moments-Diagonals Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
Use Mo nent Magnification Use Clear Spans For KL/r All Leg Panels Have Same Allowable
11 Use Code Stress Ratios Retension Guys To Initial"I"'ension Offset Girt At Foundation
Use Code Safety Factors-Guys Bypass Mast Stability C'hceks Consider Feed Line Torque
Escalate Ice Use Azimuth Dash Coefficients Include Angle Block Shear Check
Always Use Max Kz Project Wind Area of Appurtenances Use TIA-222-H Bracing Resist.Exemption
Kz In Exposure D Hurricane Region Alternative Appurt.EPA Calculation Use TIA-222-H Tension Splice Exemption
Include Bolts In Member Capacity Autocale Torque Arm Areas Poles
Leg Bolts Are At Top Of Section Add IBC.6D+W Combination Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets
SR Members Have Ghat Ends Treat Feed Line Bundles As Cylinder Pole Without Linear Attachments
SR Members Are Concentric Ignore KL/ry For 60 Deg.Angle Legs Pole With Shroud Or No Appurtenances
Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Outside and Inside Comer Radii Are Known
Use Special Wind Profile
Tapered Pole Section Geometry
Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
z.... �t............. ... .._. ..Sides ...,.........,. n
Ll 110.000-100.00 10.000 0.000 Round 10=750 10�750 0.365 an A500�2......._.
b
tmxTower Jo 4072001.01.02- Laurel Stone Page2 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone: Branch Communication btabb
FAX.-
wa Section ��w�o
Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
...... .................. Sides.....-.o .,...in... Tn..� In i!1,... .....a..oaa.. ....
0 (42 ksi)
L2 100.000-99.500 0.500 0.000 Round 10.750 12.750 0.562 A500-42
(42 ksi)
L3 99.500-80.000 19.500 0.000 Round 12.750 12.750 0.562 A500-42
(42 ksi)
L4 80.000-60.000 20.000 0.000 Round 12.750 12.750 1.312 A500-42
(42 ksi)
L5 60.000-59.500 0.500 0.000 18 12.750 36.072 0.999 3.996 A572-65
(65 ksi)
L6 59.500-15.000 44.500 5.833 18 36.072 42.480 0.250 1.000 A572-65
(65 ksi)
L7 15.000-1.000 19.833 18 41.140 44.000 0.250 1.000 A572-65
Tapered Pole Properties
Section Tip Dia.eo , Area I � r� � C UC , XQ w wlu�w
,...� in4 ins in
.....................�wwm ,eee...w..n. in in .....in in in'__m....,...........,...._.w.,.,. .,.......... .........,, ,.. ............w........_.._....................wM ............
Ll 10.750 11.908 160.734 3.674 5.375 29.904 321.468 5.951 0.000 0
10.750 11.908 160.734 3.674 5.375 29.904 321.468 5.951 0.000 0
L2 10.750 17.988 234.090 3.607 5.375 43.552 468.180 8.988 0.000 0
12.750 21.519 400.420 4.314 6.375 62.811 800.840 10.753 0.000 0
L3 12.750 21.519 400.420 4.314 6.375 62.811 800.840 10.753 0.000 0
12.750 21.519 400.420 4.314 6.375 62.811 800.840 10.753 0.000 0
L4 12.750 47.145 781.126 4.070 6.375 122.530 1562.251 23.558 0.000 0
12.750 47.145 781.126 4.070 6.375 122.530 1562.251 23.558 0.000 0
L5 12.793 37.260 650.031 4.172 6.477 100.360 1300.918 18.634 0.486 0.486
36.474 111.210 17283.377 12.451 18.325 943.180 34589.496 55.616 4.590 4.595
L6 36.590 28.425 4608.227 12.717 18.325 251.478 9222.518 14.215 5.909 23.635
43.097 33.510 7550.012 14.992 21.580 349.864 15109.958 16.758 7.036 28.146
L7 42.590 32.446 6853.868 14.516 20.899 327.950 13716.754 16.226 6.801 27.203
44.640 34.716 8394.958 15.531 22.352 375.580 16800.963 17.361 7.304 29.216
.........
,.. � -.7ww...N...NON. u-G'r-.... o"" us-I "�` o' .... i' ,'. ,"" ou,' -Ie . .D bleAn e
.������Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle ou g
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Boll
(perface) A, Spacing Spacing Spacing
Diagonals Horizontals Redundants
t ...,_...., eee.,..., in ,.. a.__eeeuin inn
Ll 1 0 1.08
110.000-100.0
00
L2 1 0 1.08
100.000-99.50
0
L3 1 0 1.08
99.500-80.000
IA 1 0 1.08
80.000-60.000
L5 1 1 1
60.000-59.500
L6 1 1 1
59.500-15.000
L7 1 1 1
�15.000-1.000NNN
b
tnxTower Jo 4072001.01.02- Laurel Stone Page3 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone. Branch Communication FA btabb
X.
Feed Line/Linear Appurtenances - Entered As Area
&scriptionFace Allow "Exclude Component Placement Total ... . . ....
��� CAAA Weight
or Shield From Type Number
Leg Torque ft f l* klf
Calculation
�............ ._.............. . ... ,........,. ............. .... .. ............
7/8" A No No Inside Pole 65.000-1.000 24 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
7/8" A No No Inside Pole 75.000-65.000 12 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
P Ice 0.000 0.000
1 5/8"" A No No Inside Pole 85.000-1.000 12 No Ice 0.000 0.001
1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
1 5/8" A No No Inside Pole 110.000- 6 No Ice 0.000 0.001
85.000 1/2"Ice 0.000 0.001
1"Ice 0.000 0.001
7/8" A No No Inside Pole 95.000-1.000 12 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
7/8" A No No Inside Pole 105.000- 24 No Ice 0.000 0.000
95.000 1/2"Ice 0.000 0.000
P Ice 0.000 0.000
3/8" A No No Inside Pole 95.000-1.000 6 No Ice 0.000 0.000
1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
3/8" A No No Inside Pole 105.000- 3 No Ice 0.000 0.000
95.000 1/2"Ice 0.000 0.000
1"Ice 0.000 0.000
Feed Line/Linear Appurtenances Section Areas
Tower..........,„..........„.... Tower�. Face Ae .m." .. . wA�..... .....�AAa CAAA Weight »
Section Elevation In Face Out Face
.-.,fit„ -_w.......... .............. �t ...,.,.,,,,.,.,. .... .._. ......... ....ff�_ .. ...f ..o-.. ... K.. ......ro.
Ll 110.000-100.000 A 0.000 0.000 0.000 0.000 0.087
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.000 0.000
L2 100.000-99.500 A 0.000 0.000 0.000 0.000 0.006
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.000 0.000
L3 99.500-80.000 A 0.000 0.000 0.000 0.000 0.217
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.000 0.000
L4 80.000-60.000 A 0.000 0.000 0.000 0.000 0.353
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0,000 0.000 0.000
L5 60.000-59.500 A 0.000 0.000 0.000 0.000 0.011
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.000 0.000
L6 59.500-15.000 A 0.000 0.000 0.000 0.000 0.945
B 0.000 0.000 0.000 0.000 0.000
C 0.000 0.000 0.000 0.000 0.000
L7 15.000-1.000 A 0.000 0.000 0.000 0.000 0.297
Tabb Structural Engineering Project Date
Austin,7X Client Designed by
Phone: Branch Communication btabb
Section Elevation In Face Out Face
Feed Une/Unpar Appurtenances Section Areas -With Ice
Tower Tower Face Ice AR AF CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
c 0.00 0.000 0.000 0.000 o»o
zu /00.000-99.500 A 1.285 0.000 0000 nuuo 000u ouo
a 0.000 vovo 0.000 0.000 0000
o 0.000 uouo 0.000 o»oo 0.000
za ov.xoo'oo.00n A /z71 0.000 uouo 0.000 0.000 0.217
a 0.000 0000 0.000 0.000 0.000
c 0.000 0.000 0.000 ouoo 0000
cA 80.000-60o00 A 1.2*0 0.000 0.000 0.000 0.000 0.353
a 0.000 0.000 0.000 uoou nuoo
C 0.000 0.000 0.000 o»no 0.000
L5 60.000'59.500 A /.zuo 0.000 uuoo 0.000 0.000 o.o//
o o»oo 0.000 0.000 0.000 0.000
o 0.000 ouoo 0.000 uuoo 0000
c^ 59.500'/5.000 A 1./64 0.000 ouov oono 0.000 0.9*5
a 0.000 0.000 0.000 0.000 n»ou
c 0.000 uouo 0.000 0000 0.000
Lr 15o00'1.000 A 0y97 0000 oxuo 0.000 o»oo 0.297
a 0.000 0.000 0.000 0.000 o»on
Feed Line Center of Pressure
Ice uz
cu 100u00-99.500 0000 0.000 nuoo 0,000
zu 99.500'80.000 0.000 0.000 0.000 0,000
c4 no»oo'«o.000 0.000 0.000 0.000 0.000
L5 oo.000'zv.xoo 0.000 0.000 ouoo 0000
Lo 59.500'15o00 0.000 «»«» 0,000 0.000
Note:For pole sections,center of pressure calculations do not consider feed line shielding.
WxT over Job Page
4072001.01.02- Laurel Stone 5 of 15
Tabb Stctural Engineering Project Date
ru
15:08:52 04/16/25
Austin,TX Client Designed by
Phone: Branch Communication FA btabb
X.
..........
� Description Face Offset Offsets: Azimuth Placement CAAA - CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
fi It ft2 ftz K
ft
a. ........_.....�,_ ...,,,,,,.._ .. ...u.... m. .. ,,,,,,,,,,,,,,,.,.
3'x 5'Concealment Canister C None 0.000 110.000 No Ice 9.000 9.000 0.200
1/2"Ice 10.972 10.972 0.296
1"Ice 11.453 11.453 0.450
3'x 10'Concealment Canister C None 0.000 100.000 No Ice 18.000 18.000 0.300
1/2"Ice 22.295 22.295 0.558
1"Ice 23.044 23.044 0.826
3'x 10'Concealment Canister C None 0.000 90.000 No Ice 18.000 18.000 0.300
1/2"Ice 22.295 22.295 0.558
1"Ice 23.044 23.044 0.826
3'x 10'Concealment Canister C None 0.000 80.000 No Ice 18.000 18.000 0.300
1/2"Ice 22.295 22.295 0.558
1"Ice 23.044 23.044 0.826
3'x 10'Concealment Canister C None 0.000 70.000 No Ice 18.000 18.000 0.300
1/2"Ice 22.295 22.295 0.558
1"Ice 23.044 23.044 0.826
3'x 5'Concealment Canister C None 0.000 60.000 No Ice 9.000 9.000 0.200
1/2"Ice 10.972 10.972 0.296
1"Ice 11.453 11.453 0.450
s
s
a
(2)20.7'x 2.75"Omni C From Leg 0.000 0.000 110.000 No Ice 5.683 5.683 0.024
0.000 1/2"Ice 7.781 7.781 0.065
10.950 1"Ice 9.896 9.896 0.120
(2)SD314-HF2P2SNM B From Leg 0.000 0.000 110.000 No Ice 4.430 4.430 0.014
0.000 1/2"Ice 5.010 5.010 0.042
5.350 1"Ice 5.590 5.590 0.069
8'Hor x 4"x 4"Angle Mount C From Leg 0.000 0.000 110.000 No Ice 5.240 0.030 0.053
0.000 1/2"Ice 5.590 0.100 0.083
0.000 1"Ice 5.990 0.190 0.119
8'Hor x 4"x 4"Angle Mount B From Leg 0.000 0.000 110.000 No Ice 5.240 0.030 0.053
0.000 1/2"Ice 5.590 0.100 0.083
0.000 1"Ice 5.990 0.190 0.119
KWSS-65A-R3 A From Leg 0.500 0.000 105.000 No Ice 5.030 3.288 0.043
0.000 1/2"Ice 5.356 3.589 0.077
0.000 1"Ice 5.688 3.897 0.117
KWSS-65A-R3 B From Leg 0.500 0.000 105.000 No Ice 5.030 3.288 0.043
0.000 1/2"Ice 5.356 3.589 0.077
0.000 1"Ice 5.688 3.897 0.117
KWSS-65A-R3 C From Leg 0.500 0.000 105.000 No Ice 5.030 3.288 0.043
0.000 1/2"Ice 5.356 3.589 0.077
0.000 1"Ice 5.688 3.897 0.117
STX61742T-43 A From Leg 0.500 0.000 105.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 1"Ice 0.511 0.175 0.013
STX61742T-43 B From Leg 0.500 0.000 105.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 1"Ice 0.511 0.175 0.013
STX61742T-43 C From Leg 0.500 0.000 105.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 1"Ice 0.511 0.175 0.013
r
KWSS-65A-R3 A From Leg 0.500 0.000 95.000 No Ice 5.030 3.288 0.043
0.000 1/2"Ice 5.356 3.589 0.077
0.000 1"Ice 5.688 3.897 0.117
KWSS-65A-R3 B From Leg 0.500 0.000 95.000 No Ice 5.030 3.288 0.043
Job Page
MxTower 4072001.01.02- Laurel Stone 6 of 15
Tabb Structural Engineering Project Date
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Austin,TX Client Designed by
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, .�Description Face Offset Offsets: Azimuth ,«nPlacement C.AAoNNNoo CAA� o Weight
�������o���������������������
or Type Horz Adjustment Front Side
Leg Lateral
Vert
ft ft ft2 ft2 K
ft
0.000 1/2"°.Ice 5.356 .... 3.5.. ..
89 0.077
0.000 P Ice 5.688 3.897 0.117
KVVSS-65A-R3 C From Leg 0.500 0.000 95,000 No Ice 5.030 3.288 0.043
0.000 1/2"Ice 5.356 3.589 0.077
0.000 1"Ice 5.688 3.897 0.117
STX61742T-43 A From Leg 0.500 0.000 95.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 1"Ice 0.511 0.175 0.013
STX61742T-43 B From Leg 0.500 0.000 95.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 1"Ice 0.511 0.175 0.013
STX61742T-43 C From Leg 0.500 0.000 95.000 No Ice 0.345 0.084 0.006
0.000 1/2"Ice 0.424 0.126 0.009
0.000 I"Ice 0.511 0.175 0.013
FVV-65B-R3 A From Leg 0.500 0.000 75.000 No Ice 0.00 0.000 0.058
0.000 1/2"Ice 0.00 0.000 0.107
0.000 1"Ice 0.000 0.000 0.163
FVV-65B-R3 B From Leg 0.500 0.000 75,000 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 P Ice 0.00 0.000 0.163
FVV-65B-R3 C From Leg 0.500 0.000 75.000 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 1"Ice 0.00 0.000 0.163
FVV-65B-R3 A From Leg 0.500 0.000 65.000 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 1"Ice 0.000 0.000 0.163
FVV-65B-R3 B From Leg 0.500 0.000 65.000 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.00 0.000 0.107
0.000 1"Ice 0.000 0.000 0.163
FVV-65B-R3 C From Leg 0.500 0.000 65,000 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 1"Ice 0.000 0.000 0.163
10"x5"x2"TMA A From Leg 0.500 0.000 75.000 No Ice 0.000 0.000 0.003
0.000 1/2"Ice 0.000 0.000 0.006
0.000 1"Ice 0.00 0.000 0.011
10"x5"72"TMA B From Leg 0.500 0.000 75,000 No Ice 0.000 0.000 0.003
0.000 1/2"Ice 0.000 0.000 0.006
0.000 1"Ice 0.00 0.000 0.011
10"x51,72"TMA C From Leg 0.500 0.000 75.00 No Ice 0.00 0.000 0.003
0.000 1/2"Ice 0.000 0.000 0.006
0.000 1"Ice 0.000 0.000 0.011
FVV-65B-R3 A From Leg 0.500 0.000 85,500 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.00 0.000 0.107
0.000 1"Ice 0.00 0.000 0.163
FVV-65B-R3 B From Leg 0.500 0.000 85.500 No Ice 0.00 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 1"Ice 0.00 0.000 0.163
FVV-65B-R3 C From Leg 0.500 0.000 85.500 No Ice 0.000 0.000 0.058
0.000 1/2"Ice 0.000 0.000 0.107
0.000 1"Ice 0.000 0.000 0.163
(2)Diplexer A From Leg 0.500 0.000 85.500 No Ice 0.00 0.000 0.006
0.000 1/2"Ice 0.000 0.000 0.009
0.000 P Ice 0.000 0.000 0.013
(2)Diplexer B From Leg 0.500 0.000 85.500 No Ice 0.000 0.000 0.006
0.000 1/2"Ice 0.000 0.000 0.009
tnxTower Job 4072001.01.02- Laurel Stone Page7 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
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X.
Description Face�� Offset Offsets; Azimuth Placement ......... CAAA �RCAAA Weight
����
or Type Harz Adjustment Front Side
Leg Lateral
Vert
ft ft ft, ft, K
ft
�.... ...., ,,,.,.,,, - �ft ...... . ... ..... ...... ..... . ............. . ......
0.000 1"Ice 0.000 0.000 0.013
(2)Diplexer C From Leg 0.500 0.000 85.500 No Ice 0.000 0.000 0.006
0.000 1/2"Ice 0.000 0.000 0.009
0.000 1"Ice 0.000 0.000 0.013
Load Combinations
Description
No.
...........
1 Dead Only ....................................�_................... ...................................�.w............
2 1.2 Dead+1.0 Wind 0 deg-No Ice
3 0.9 Dead+1.0 Wind 0 deg-No Ice
4 1.2 Dead+1.0 Wind 30 deg-No Ice
5 0.9 Dead+1.0 Wind 30 deg-No Ice
6 1.2 Dead+1.0 Wind 60 deg-No Ice
7 0.9 Dead+1.0 Wind 60 deg-No Ice
8 1.2 Dead+1.0 Wind 90 deg-No Ice
9 0.9 Dead+1.0 Wind 90 deg-No Ice
10 1.2 Dead+1.0 Wind 120 deg-No Ice
11 0.9 Dead+1.0 Wind 120 deg-No Ice
It .�.T' '�li v Wind a 150 deg-No Ice
a ✓2a u�
13 0.9 Dead+1.0 Wind 150 deg-No Ice
14 1.2 Dead+1.0 Wind 180 deg-No Ice
15 0.9 Dead+1.0 Wind 180 deg-No Ice
16 1.2 Dead+1.0 Wind 210 deg-No Ice
17 0.9 Dead+1.0 Wind 210 deg-No Ice
18 1.2 Dead+1.0 Wind 240 deg-No Ice
19 0.9 Dead+1.0 Wind 240 deg-No Ice
20 1.2 Dead+1.0 Wind 270 deg-No Ice
21 0.9 Dead+1.0 Wind 270 deg-No Ice
22 1.2 Dead+1.0 Wind 300 deg-No Ice
23 0.9 Dead+1.0 Wind 300 deg-No Ice
24 1.2 Dead+1.0 Wind 330 deg-No Ice
25 0.9 Dead+1.0 Wind 330 deg-No Ice
26 1.2 Dead+1.0 Ice+1.0 Temp
27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp
28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp
29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp
30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp
31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp
32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp
33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp
34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp
35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp
36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp
37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp
38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp
39 Dead+Wind 0 deg-Service
40 Dead+Wind 30 deg-Service
41 Dead+Wind 60 deg-Service
42 Dead+Wind 90 deg-Service
WxTower Job 4072001.01.02- Laurel Stone Page 8 of 15
Tabb Structural Engineering Project Date
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Austin,7X Client Designed by
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FAX.- I I
........................................ .................. .........
Comb. Description
43 Dead+Wind 120 deg-Service
44 Dead+Wind 150 deg-Service
45 Dead+Wind 180 deg-Service
46 Dead+Wind 210 deg-Service
47 Dead+Wind 240 deg-Service
48 Dead+Wind 270 deg-Service
49 Dead+Wind 300 deg-Service
50 Dead+Wind 330 deb-Service
Maximum Member Forces
Section Elevation Component Condition Gov. Axial MajorAxis Minor-Axis
No, ft Type Load Moment Moment
Comb. K ._IVp
L 1 110-100 Pole Max Tension --i-, '6.00' _
0 0.000 0.000
Max.Compression 26 -2.747 0.064 -0.188
Max.Mx 20 -1.086 37.997 -0.028
Max.My 14 -1.122 0.006 -34.458
Max.Vy 20 -2.632 37.997 -0.028
Max.Vx 14 2.272 0.006 -34.458
Max.Torque 20 0.436
L2 100-99.5 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -3.855 0.064 -0.188
Max.Mx 20 -1.416 39.926 -0.029
Max.My 14 -1.458 0.006 -36.206
Max.Vy 20 -3.859 39.926 -0.029
Max.Vx 14 3.498 0.006 -36.206
Max.Torque 20 0.436
U 99.5-80 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -8.672 0.064 -0.188
Max.Mx 20 -4.328 128.294 -0.041
Max.My 14 -4.360 0.008 -117.437
Max.Vy 20 -5.151 117.729 -0.040
Max.Vx 14 4.782 0.008 -107.627
Max.Torque 20 0.436
1.4 80-60 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -17.012 0.064 -0.188
Max.Mx 20 -10.126 266.401 -0.046
Max.My 14 -10.144 0.009 -248.130
Max.Vy 20 -7.491 199.181 -0.045
Max.Vx 14 7.118 0.008 -184.243
Max.Torque 8 -0.436
L5 60-59.5 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -17.757 0.064 -0.188
Max.Mx 20 -10.523 270.401 -0.046
Max.My 14 -10.541 0.009 -251.945
Max.Vy 20 -8.024 270.401 -0.046
Max.Vx 14 7.655 0.009 -251.945
Max.Torque 8 -0.435
L6 59.5-15 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -25.827 0.064 -0.188
Max.Mx 20 -16.419 663.890 -0.050
Max.My 14 -16.427 0.009 -631.288
Max.Vy 20 -12.276 663.890 -0.050
Max.Vx 14 11.914 0.009 -631.288
Max.Torque 8 -0.435
U 15-1 Pole Max Tension 1 0.000 0.000 0.000
Max.Compression 26 -31.255 0.064 -0.188
Max.Mx 20 -20.543 927.068 -0.050
tnxTower Job 4072001.01.02- Laurel Stone Page 9 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
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Section Elevation Component Condition Gov. Axial MajorAxis MinorAxt.s
No. ft Type Load Moment Moment
-- ----- ......... ................... K
Max.My 14 -20.543 0.009 -887.339
Max.Vy 20 -14.214 927.068 -0.050
Max.Vx 14 13.958 0.009 -887.339
Max.Torque 8 -0.435
Maximum Reactions
-Location-',-Condition ...............G-ov",-Vertical ............................................H o r L on"-ta,l",-XH-o'-Y!zonta'1'..........Z................
Load K K K
Comb,
.............i�............ ... ............... -... ----------- -�,
Pole Max.Vert ---i 1.255 6.66 000
Max.H. 20 20.547 14.208 0.000
Max.H. 2 20.547 0.000 13.853
Max.M. 2 887.236 0.000 13.853
Max.M. 8 927.049 -14.208 0.000
Max.Torsion 20 0.435 14.208 0.000
Min.Vert 5 15.410 -6.971 12.074
Min.H. 8 20.547 -14.208 0.000
Min.H. 14 20.547 0.000 -13.853
Min.Mx 14 -887.339 0.000 -13.853
Min.M� 20 -927.068 14.208 0.000
Min.Torsion 8 -0.435 -14.208 0.000
................................... ..........
Ir ILA
I ower ivias" Reaction Summa!y
Load Vertical NNoro Shear, Shear, Overturning Overturning Torque
Combination Moment,M. Moment,M.
ki - -f!............
Dead Only ... ....... 17.123 0.000 0.000 0.041 0.007 0.000
1.2 Dead+1.0 Wind 0 deg-No 20.547 0.000 -13.853 -887.236 0.009 -0.070
Ice
0.9 Dead+1.0 Wind 0 deg-No 15.410 0,000 -13.853 -882.399 0.007 -0.070
Ice
1.2 Dead+1.0 Wind 30 deg-No 20.547 6.971 -12.074 -776.974 -448.606 0.038
Ice
0.9 Dead+1.0 Wind 30 deg-No 15.410 6.971 -12.074 -772.724 -446.147 0.038
Ice
1.2 Dead+1.0 Wind 60 deg-No 20.547 12.228 -7.060 458.508 -794.237 0.273
Ice
0.9 Dead+1.0 Wind 60 deg-No 15.410 12,228 -7.060 -455.988 -789.852 0.272
Ice
1.2 Dead+1.0 Wind 90 deg-No 20.547 14.208 0.000 0.050 -927.049 0.435
Ice
0.9 Dead+1.0 Wind 90 deg-No 15.410 14.208 0.000 0.037 -921.914 0.434
Ice
1.2 Dead+1.0 Wind 120 deg- 20.547 12.228 7.060 458,609 -794.238 0.343
No Ice
0.9 Dead+1.0 Wind 120 deg- 15.410 12.228 7.060 456,063 -789.853 0.342
No Ice
1.2 Dead+1.0 Wind 150 deg- 20.547 6,971 12.074 777.077 -448.607 0.159
No Ice
0.9 Dead+1.0 Wind 150 deg- 15.410 6.971 12.074 772.800 -446.148 0.159
No Ice
tnxTower Job 4072001.01.02- Laurel Stone Page 10 of 15
Tabb Structural Engineering Project Date
15:08:52 04116/25
Austin,TX Client Designed by
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FAX.-
Load -To-rq"u-e-""'-
Combination Moment,M. Moment,M.
............ kipy�....... ..........-'-��P-fL......
�.2Dead+i-.-O- Wind 180 deg- 20.547 0.000 13.853 887.339 0.009 0.070
No Ice
0.9 Dead+1.0 Wind 180 deg- 15.410 0.000 13.853 882.475 0.007 0.070
No Ice
1.2 Dead+1.0 Wind 210 deg- 20.547 -6.971 12.074 777.077 448.625 -0.038
No Ice
0.9 Dead+1.0 Wind 210 deg- 15.410 -6.971 12.074 772.800 446.161 -0.038
No Ice
1.2 Dead+1.0 Wind 240 deg- 20.547 -12.228 7.060 458.609 794.257 -0.273
No Ice
0.9 Dead+1.0 Wind 240 deg- 15.410 -12.228 7.060 456.063 789.867 -0.272
No Ice
1.2 Dead+1.0 Wind 270 deg- 20.547 -14.208 0.000 0.050 927.068 -0.435
No Ice
0.9 Dead+1.0 Wind 270 deg- 15.410 -14.208 0.000 0.037 921.928 -0.434
No Ice
1.2 Dead+1.0 Wind 300 deg- 20.547 -12.228 -7.060 -458.508 794.255 -0.343
No Ice
0.9 Dead+1.0 Wind 300 deg- 15.410 -12.228 -7.060 -455.988 789.866 -0.342
No Ice
1.2 Dead+1.0 Wind 330 deg- 20.547 -6.971 -12.074 -776.974 448.625 -0.159
No Ice
0.9 Dead+1.0 Wind 330 deg- 15.410 -6.971 -12.074 -772.724 446.161 -0.159
No Ice
1.2 Dead+1.0 Ice+1.0 Temp 31.255 0.000 0.000 0.188 0.064 0.000
1.2 Dead+1.0 Wind 0 deg+1.0 31.255 0.000 -2.944 -180.150 0.070 -0.039
Ice+1.0 Temp
1.2 Dead+1.0 Wind 30 deg+1.0 31.255 1.479 -2.561 -157.340 -90.889 -0.006
Ice+1.0 Temp
1.2 Dead+1.0 Wind 60 deg+1.0 31.255 2.585 -1.492 -92.316 -160.182 0.050
Ice+1.0 Temp
1.2 Dead+1.0 Wind 90 deg+1.0 31.255 2.999 0.000 0.206 -186.536 0.093
Ice+1.0 Temp
1.2 Dead+1.0 Wind 120 31.255 2.585 1.492 92.728 -160.183 0.089
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 150 31.255 1.479 2.561 157.752 -90.889 0.062
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 180 31.255 0.000 2.944 180.562 0.070 0.039
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 210 31.255 -1.479 2.561 157.752 91.030 0.006
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 240 31.255 -2.585 1.492 92.728 160.323 -0.050
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 270 31.255 -2.999 0.000 0.206 186.677 -0.093
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 300 31.255 -2.585 -1.492 -92.316 160.323 -0.089
deg+1.0 Ice+1.0 Temp
1.2 Dead+1.0 Wind 330 31.255 -1.479 -2.561 -157.340 91.030 -0.062
deg+1.0 Ice+1.0 Temp
Dead+Wind 0 deg-Service 17.123 0.000 -2.258 -144.137 0.008 -0.011
Dead+Wind 30 deg-Service 17.123 1.136 -1.968 -126.220 -72.890 0.006
Dead+Wind 60 deg-Service 17.123 1.994 -1.151 -74.471 -129.054 0.045
Dead+Wind 90 deg-Service 17.123 2.316 0.000 0.043 -150.636 0.071
Dead+Wind 120 deg-Service 17.123 1.994 1.151 74.557 -129.054 0.056
Dead+Wind 150 deg-Service 17.123 1.136 1.968 126.305 -72.890 0.026
Dead+Wind 180 deg-Service 17.123 0.000 2.258 144.222 0.008 0.011
Dead+Wind 210 deg-Service 17.123 -1.136 1.968 126.305 72.905 -0.006
Dead+Wind 240 deg-Service 17.123 -1.994 1.151 74.557 129.070 -0.045
Dead+Wind 270 deg-Service 17.123 -2.316 0.000 0.043 150.652 -0.071
Dead+Wind 300 deg-Service 17.123 -1.994 -1.151 -74.471 129.070 -0.056
Dead+Wind 330 d Service 17.123 -1.136 -1.968 -126.220 72.905 -0.026
tnxToweP Job 4072001.01.02 - Laurel Stone Page11 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
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Solution Summary
Sum of lie
f Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ %Error
K K K K K
1 0.000 17.123 0.000 0.000 17.123 0.000 0.000%
2 0.000 -20.547 -13.853 0.000 20.547 13.853 0.000%
3 0.000 -15.410 -13.853 0.000 15.410 13.853 0.000%
4 6.971 -20.547 -12.074 -6.971 20.547 12.074 0.000%
5 6.971 -15.410 -12.074 -6.971 15.410 12.074 0.000%
6 12.228 -20.547 -7.060 -12.228 20.547 7.060 0.000%
7 12.228 -15.410 -7.060 -12.228 15.4I0 7.060 0.000%
8 14.208 -20.547 0.000 -14.208 20.547 0.000 0.000%
9 14.208 -15.410 0.000 -14.208 15.410 0.000 0.000%
10 12.228 -20.547 7.060 -12.228 20.547 -7.060 0.000%
11 12.228 -15.410 7.060 -12.228 15.410 -7.060 0.000%
12 6.971 -20.547 12.074 -6.971 20.547 -12.074 0.000%
13 6.971 -15.410 12.074 -6.971 15.410 -12.074 0.000%
14 0.000 -20.547 13.853 0.000 20.547 -13.853 0.000%
15 0.000 -15.410 13.853 0.000 15.410 -13.853 0.000%
16 -6.971 -20.547 12.074 6.971 20.547 -12.074 0.000%
17 -6.971 -15.410 12.074 6.971 15.410 -12.074 0.000%
18 -12.228 -20.547 7.060 12.228 20.547 -7.060 0.000%
19 -12.228 -15.410 7.060 12.228 15.410 -7.060 0.000%
20 -14.208 -20.547 0.000 14.208 20.547 0.000 0.000%
21 -14.208 -15.410 0.000 14,208 15.410 0.000 0.000%
22 -12.228 -20.547 -7.060 12.228 20.547 7.060 0.000%
23 -12.228 -15.410 -7.060 12.228 15.410 7.060 0.000%
24 -6.971 -20.547 -12.074 6.971 20.547 12.074 0.000%
25 -6.971 -15.410 -12.074 6.971 15.410 12.074 0.000%
26 0.000 -31.255 0.000 0.000 31.255 0,000 0.000%
27 0.000 -31.255 -2.944 0.000 31.255 2.944 0.000%
28 1.479 -31.255 -2.561 -1.479 31.255 2.561 0.000%
29 2.585 -31.255 -1.492 -2.585 31.255 1.492 0.000%
30 2.999 -31.255 0.000 -2.999 31.255 0.000 0.000%
31 2.585 -31.255 1.492 -2.585 31.255 -1.492 0.000%
32 1.479 -31.255 2.561 -1.479 31.255 -2.561 0.000%
33 0.000 -31.255 2.944 0.000 31.255 -2.944 0.000%
34 -1.479 -31.255 2.561 1.479 31.255 -2.561 0.000%
35 -2.585 -31.255 1.492 2.585 31.255 -1.492 0.000%
36 -2.999 -31.255 0.000 2.999 31.255 0.000 0.000%
37 -2.585 -31.255 -1.492 2.585 3I.255 1.492 0.000%
38 -1.479 -31.255 -2.561 1.479 31.255 2.561 0.000%
39 0.000 -17.123 -2.258 0.000 17.123 2.258 0.000%
40 1.136 -17.123 -1.968 -1.136 17.123 1.968 0.000%
41 1.994 -17.123 -1.151 -1.994 17.123 1.151 0.000%
42 2.316 -17.123 0.000 -2.316 17.123 0.000 0.000%
43 1.994 -17.123 1.151 -1.994 17.123 -1.151 0.000%
44 1.136 -17.123 1.968 -1,136 17.123 -1.968 0.000%
45 0.000 -17.123 2.258 0,000 17.123 -2.258 0.000%
46 -1.136 -17.123 1.968 1.136 17.123 -1.968 0.000%
47 -1.994 -17.123 1.151 1.994 17.123 -1.151 0.000%
48 -2.316 -17.123 0.000 2.316 17.123 0.000 0.000%
49 -1.994 -17.123 -1.151 1.994 17.I23 1.151 0.000%
50 -1.136 -17,123 -1,968 1.136 17.123 1.968 0.000%
tnxTower Job 4072001.01.02- Laurel Stone Page12 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone: Branch Communication btabbX.FA
Non-Linear Convergence Results
ad�" ... , isplacem�entw., wwww� -Foworcerged Number Combination of"Celt Tolerance Tolerance
,.".,,._. _ .w .....�,,................. _ ......... .�... ... ...
1 Yes 4 0.00000001 0.00000001
2 Yes 4 0.00000001 0.00015246
3 Yes 4 0.00000001 0.00009219
4 Yes 5 0.00000001 0.00018595
5 Yes 5 0,00000001 0.00008698
6 Yes 5 0.00000001 0.00019143
7 Yes 5 0.00000001 0.00008866
8 Yes 4 0.00000001 0.00082054
9 Yes 4 0.00000001 0.00053191
10 Yes 5 0.00000001 0.00020904
11 Yes 5 0.00000001 0.00009728
12 Yes 5 0.00000001 0.00018082
13 Yes 5 0.00000001 0.00008444
14 Yes 4 0.00000001 0.00015252
15 Yes 4 0.00000001 0.00009221
16 Yes 5 0.00000001 0.00018402
17 Yes 5 0.00000001 0.00008601
18 Yes 5 0.00000001 0.00020684
19 Yes 5 0.00000001 0.00009619
20 Yes 4 0.00000001 0.00082059
21 Yes 4 0.00000001 0.00053194
22 Yes 5 0.00000001 0.00018977
23 Yes 5 0.00000001 0.00008785
24 Yes 5 0.00000001 0.00018946
25 Yes 5 0.00000001 0,00008871
26 Yes 4 0.00000001 0.00000001
27 Yes 5 0.00000001 0.00022586
28 Yes 5 0.00000001 0.00023449
29 Yes 5 0.00000001 0.00024097
30 Yes 5 0.00000001 0.00023829
31 Yes 5 0.00000001 0.00024219
32 Yes 5 0.00000001 0.00023609
33 Yes 5 0.00000001 0.00022769
34 Yes 5 0.00000001 0.00023648
35 Yes 5 0.00000001 0.00024267
36 Yes 5 0.00000001 0.00023891
37 Yes 5 0.00000001 0.00024152
38 Yes 5 0.00000001 0.00023494
39 Yes 4 0.00000001 0.00001218
40 Yes 4 0.00000001 0.00004062
41 Yes 4 0.00000001 0.00003956
42 Yes 4 0.00000001 0.00002715
43 Yes 4 0.00000001 0.00005340
44 Yes 4 0.00000001 0.00003746
45 Yes 4 0.00000001 0.00001220
46 Yes 4 0.00000001 0.00003922
47 Yes 4 0.00000001 0.00005094
48 Yes 4 0.00000001 0.00002716
49 Yes 4 0.00000001 0.00003956
50 Yes 4 0.00000001 0.00004379
Maximum Tower Deflections - Service Wind
tnxToweY Job 4072001.01.02-Laurel Stone Page13 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone. Branch Communication btabb
FAX.
Section ................Elevation .NM.....� .a.....NNo...Horz. .......
__'Gov................��, Tilt .w.........
w.....w.........
NNE Twtst....
No, Deflection Load
Ll 110-100 6.693 48 0.706 0.004
L2 100-99.5 5.277 48 0.634 0.002
L3 99.5-80 5.210 48 0.632 0.002
L4 80-60 2.934 48 0.449 0.001
L5 60-59.5 1.477 48 0.219 0.000
L6 59.5-15 1.454 48 0.219 0.000
L7 20.8333-1 0.194 48 0.082 0.000
Critical Deflections and Radius of Curvature - Service Wind
Elevation a Appurtenance oGov.
�Deflection Tilt Twist � M Radius of
Load Curvature
�....., _. Comb...................',n,.,. ..._ _.......... fit...... .. .,,,....
110.000 3'x 5'Concealment Canister 48 6.693 0.706 0.004 9356
105.000 KWSS-65A-R3 48 5.969 0.665 0.003 9356
100.000 3'x 10'Concealment Canister 48 5.277 0.634 0.002 6746
95.000 KWSS-65A-R3 48 4.629 0.607 0.002 8128
90.000 3'x 10'Concealment Canister 48 4.018 0.567 0.002 6839
85.500 FW-65B-R3 48 3.505 0.520 0.001 5979
80.000 3'x 10'Concealment Canister 48 2.934 0.449 0.001 5242
75.000 FW-65B-R3 48 2.475 0.374 0.001 4920
70.000 3'x 10'Concealment Canister 48 2.077 0.301 0.000 4682
65.000 FW-65B-R3 48 1.743 0.245 0.000 4466
60.000 3'x 5'Concealtncnt Canister 48 1.477 0.219 0.000 6824
Maximum Tower Deflections - Design Wind
Section Elevation o Horz � GOV. �N Tilt Twist o
No. Deflection Load
_A .,,, in... „ Comb.
.. ..-. .......0......... _.
Ll 110-100 41.201 20 4.346 0.023
L2 100-99.5 32.488 20 3.905 0.014
L3 99.5-80 32.080 20 3.891 0.013
L4 80-60 18.071 20 2.769 0.006
L5 60-59.5 9.093 20 1.352 0.001
L6 59.5-15 8.951 20 1.349 0.001
L7 20.8333-1 1.194 20 0.503 0.000
Critical Deflections and Radius of Curvature - Design Wind
Elevation Appurtenance ..www o .............................................
� ,..�. ..���.. .www,is"'.................ww..f"" .o...
ov. De ection Tilt Twist Radius o
Load Curvature
C U
.m._ .......,t .,,.-,.._... �. .......... ..........,,.,_,,...-,...._. Comb........ ._....,,,,,,.!n ..,,,,........ ...........
....,..... .........�..� �...�........... .
110.000 3'x 5'Concealment Canister 20 41.201 4.346 0.023 1542
105.000 KWSS-65A-R3 20 36.746 4.096 0.017 1542
100.000 3'x 10'Concealment Canister 20 32.488 3.905 0.014 1110
95.000 KWSS-65A-R3 20 28.501 3.736 0.012 1334
90.000 3'x 10'Concealment Canister 20 24.741 3.490 0.009 1120
85.500 FW-65B-R3 20 21.585 3.204 0.008 978
WxTower Job 4072001.01.02- Laurel Stone Page 14 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,TX Client Designed by
Phone: Branch Communication btabb
FAX.- I i
11-1-I.-I.I,-.���.����.���.���--"�.��.-",-,-, .",--�,����.�.�,�,�,.",..............
Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
Comb. in
80.000 Yx 10'Concealment Canister 20 18.071 2.769 0.006 856
75.000 FVV-65B-R3 20 15.244 2.306 0.004 802
70.000 Yx IO'Concealment Canister 20 12.793 1.856 0.003 762
65.000 FVV-65B-R3 20 10.736 1.508 0.002 726
60.000 Tx 5'Concealment Canister 20 9.093 1.352 0.001 1108
................... ..................
CoTpression Checks
Pole Design Data
.Section....................................'EI"e-va"t'io n........Size""--
S i z e""--................"I............................L. KI1r A P. �P„ Ratio
No. Pu
... ........ ............. ei-
L I 110-100(l) TT10.75x10.75x0.365 10.000 0.000 0.0 11.908 -1.086 450.133 0.002
L2 100-99.5(2) TT12.75x10.75x0.562 0.500 0.000 0.0 17.988 -1.365 679.934 0.002
U 99.5-80(3) TP12.75xl2.75x0.562 19.500 0.000 0.0 21.519 -4.328 813.412 0.005
L4 80-60(4) TP12.75xl2.75xl.312 20.000 0.000 0.0 47.145 -10.126 1782.070 0.006
L5 60-59.5(5) TP36.072xl2.75x0.999 0.500 0.000 0.0 37.260 -10.360 2179.730 0.005
L6 59.5-15(6) TP42.48x36.072x0.25 44.500 0.000 0.0 32.843 -16.419 1921.310 0.009
L7 15-1(7) TP44x41.14x0.25 19.833 0.000 0.0 34.716 -20.543 2030.860 0.010
.................................---........... ............... ........... ..........
Pole Bending Design Data
...............................................-
Section Elevation ....Size M- �M� Ratio Mr �M, Ratio
No, M. M-Y
ft kip-ft kip-ft ___kip-ft kip
... ................
Ll 110-100(l) TPIO.75xlO.75xO.365 37.997 124.049 0.306 0.000 124.049 0.000
L2 100-99.5(2) T?12.75x10.75x0.562 37.997 183.935 0.207 0.000 183.935 0.000
U 99.5-80(3) T?12.75xl2.75x0.562 128.294 263.160 0.488 0.000 263.160 0.000
L4 80-60(4) T?12.75xl2.75xl.312 266.402 543.057 0.491 0.000 543.057 0.000
L5 60-59.5(5) TP36.072xl2.75x0.999 266.401 621.353 0.429 0.000 621.353 0.000
L6 59.5-15(6) TP42.48x36.072x0.25 663.890 1712.733 0.388 0.000 1712.733 0.000
U 15-1(7) TP44x41.14x0.25 927.067 1859.192 0.499 0.000 1859.192 0.000
Pole Shear Design Data
............. ...................................
Section Elevation Size Actual 0 V. Ratio Actual OT� RatioNNu
No, VU V. T. T.
ft K K kip-ft kip-ft
LI 110-100(1) TP10.75x10.75x0.365 2.632 135.040 0.019 0.436 123.296 0.004
L2 100-99.5(2) TP12.75x10.75x0.562 3.860 244.024 0.016 0.436 182.708 0.002
U 99.5-80(3) T?12.75xl2.75x0.562 5.149 244.024 0.021 0.436 261.483 0.002
L4 80-60(4) TT12.75xl2.75xl.312 7.444 534.622 0.014 0.435 537.622 0.001
L5 60-59.5(5) TP36.072xl2.75x0.999 8.024 1951.740 0.004 0.435 672.944 0.001
L6 59.5-15(6) TP42.48x36.072x0.25 12.276 576.394 0.021 0.435 2089.275 0.000
U 15-1(7) TP44x41.14x0.25 14.214 609.259 0.023 0.435 2334.317 0.000
tnXTnWer Job Page
A WIF 4072001.01.02 -Laurel Stone 15 of 15
Tabb Structural Engineering Project Date
15:08:52 04/16/25
Austin,IX Client
Phone: Branch Communication Designed by
FAX: btabb
Section Elevation :F.,-------------------------------Actual.'........................ �-V. '-""'R-at'4o .Actual .................. T.................................R-atio
No. V. C T. T.
... .... .. ....... K........................K.. ... .......
Pole Interaction Design Data
Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No, P. M. M-Y Vu T. Stress Stress
ftP Ratio Ratio
-100(1) 0.002 0.306 0.000 0.019 0.004 0.309 1.050
L2 100-99.5(2) 0.002 0.207 0.000 0.016 0.002 0.209 1.050
U 99.5-80(3) 0.005 0.488 0.000 0.021 0.002 0,493 1.050
L4 80-60(4) 0.006 0.491 0.000 0.014 0.001 0.496 1.050
L5 60-59.5(5) 0.005 0.429 0.000 0.004 0.001 0.434 1.050
L6 59.5-15(6) 0.009 0.388 0.000 0.021 0.000 0397 1.050
U 15-1(7) 0.010 0.499 0.000 0.023 0.000 0.509 1.050
Section Capacity Table
i........... ............... ............... ...... ..........
ection Elevation Component Size critical P OPallo. % Pass
Na, ft Type Element K K Capacity Fail
1 -100 Pole T?10.75x10.75x0.365 1 -1.086 472.640 29.5 Pass
L2 100-99.5 Pole TP12.75x10.75x0.562 2 -1.365 713.931 19.9 Pass
U 99.5-80 Pole TP12.75xl2.75x0.562 3 -4.328 854.083 47.0 Pass
L4 80-60 Pole TP12.75xl2.75xl.312 4 -10.126 1871.173 47.3 Pass
L5 60-59.5 Pole TP36.072x12.75x0.999 5 -10.360 2288.716 41.3 Pass
L6 59.5-15 Pole T?42.48x36.072x0.25 6 -16.419 2017.375 37.8 Pass
U 15-1 Pole T?44x41.14x0.25 7 -20.543 2132.403 48.5 Pass
Summary
Pole(U) 48.5 Pass
RATING=' 48.5 Pass
APPENDIX B
Additional Calculations
Anchor Rods & Base Plate
Project lnformatlon TABB
Project#: 4072001.01.02 STRUCTURAL
Site Name: Laurel Stone
TIA-222 Rev.: H ENGINEERING
Tower Type:IMonopole
Apply Section 15.5?Yes
Lam_drn Pole Properties Sir """Ai is
Wind Seismic-N/A Sides 18 Comp. Uplift
Moment ?3271 k#k ',; NjA Diameter '44.00 6 Anchor Rods 41.2% 0.0%
a
Comp. Axial 2{h5 k ';, N/A, Thickness .U:2 in Base Plate 32.8% 0.0%
Shear '142 k, NjA Grade A572- 5
Moment 0:Q=k=#t, N/A Material Fy 65 ksi
Uplift Axial 0.0 k— 141A� Fu 80 ksi Detailed Results ..
Shear O.O;k 'N/A Comp. Uplift
Put 97.14 k 0.00 k
And Rod Properties, Puc 102.28 k0.00 k
Quantity Anchor Vut 1.78 k 0.00 k
Configuration tininefric Loads Vuc 1.78 k 0.00 k
Bolt Circle 1§6in Mut 0.00 k-in 0.00 k-in
Diameter 2,250 in;; Muc 0.00 k-in 0.00 k-in
Grade A615-75 ; O)tRnt 243.6 k
y (OcRnc 268
Material F 75 ksi � � 8.4 k
Fu 100 ksi Anchor (DcRnb 267.7 k
Grouted Base Plate 440, Strength (DvRnv 149.1 k
lar 2 250'in 4)CRnvc 120.8 k
CDtMn 128.1 k-in
Base Plate 4)Pn 45.0 ksi
Details 13.7 ksi 0.0 ksi
Base Plate Properties- Mode Flexure Flexure
Shape Ocular;
Diameter 57 50<an
Thickness 2:00in
Grade A572=50
Material Fy 50 ksi
Fu 65 ksi
Stiffener Config. None
Pad & Pier Foundation
"jia#1nformat+ TABB
Prolect#:4072001.01.02
Site Name:Laurel stone STRUCTURAL
TIA-222 Rev.:H
Tower Tvr)e:l Monopole IN ENGINEERING
Apply Section 15.5?Yes
Results "
Comp. Uplift Pier Shape Circular Capacity Demand Rating
�....�s
Moment 9223`1t t 0.0 k-ft Pier Diameter 6.00ft' Uplift 310.2 k 0.0 k 6.0%
Axial „ �`205 k 0.0 k Ext.Avobe Grade `.0.507fi Slidine 176.4 k 14.2 k 7.7%
Shear 14.2 k 0.0 k Rebar Qty 26 Soil Checks Bearing 3.00 ksf 1.72 ksf 54.7%
Rebar Size #8 Overturnine 2033.2 k-ft 1031.9 k-ft 50.8%
Mawaf PMR s Trans.Relnf.Type 'lye Tension 1109.2 k 0.0 k 0.0%
Concrete Strength,f c 4:O ksi Tie Size #4 Pier Compression 16937.5 k 40.9 k 0.2%
-.....
Rebar Strength,Fy 60ksi Tie Spacing 16 in Flexure 2923.3 k-ft 983.9 k-ft 321%
Concrete Density as0pcf Pier Clear Cover 3.0iri Struct. Shear 644.5 k 14.2 k 2.1%
BP Above TOC 4;5ift 1-way Shear 681.3 k 75.3 k 10.5%
Checks 2-way Shear 0.190 ksi 0.014 ksi 7.0%
Soil Unit Wt. 15pcf Pw Propertles Pad Flexure 1655.3 k-ft 309.5 k-ft 17.8%
Ult.Gross Bearing 4.00ksf,i Depth 6.5ft - --
Cohesion Pad Width 19.0 it .... 2-way Flexure 3399.9 k-ft 590.3 k-ft 16.5%
Friction Angle 33° ' Pad Thickness 3.00 ft
SPT Blow Count Pad Rebar Qty 20 Summary structural Rating 32.1%
Base Friction `' �'=�� � Pad Rebar Size #8 5*11 Interaction RathV 54.7%
Neglect Depth 300 ft lPad Clear Cover 3:0 in
Searing Layer Behavior Plastic
Groundwater Depth NIA
APPENDIX C
Additional Information
ASCEASCE Hazards Report
xMmAN SOmErY OFmML ENaINEMS
Address: Standard: ASOE/GB7'1G Latitude: 40.978814
Nm Address at This Location Risk Category: ||| Longitude: -72.647178
Soil Class: O-SUffGoi| Elevation: 27.540304270400203ft
(N/YVO88)
Wind
Results:
Wind Speed 137Vmph
10-yoarK4R| 78Vmph
25-yearK8R| 87Vmph
50-ymmryNR| 08Vmph
100-yamrK8Fl| 106Vmph
Data Source: ASCE/SE| 7-16. Fig. 26.5-1Cand Figs. CC.2-1—CC.2-4. and Smction2G.5.2
Date Accessed: Wed Apr 1GDO25
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based onlinear
interpolation between contours.Wind speeds are interpolated in accordance with the 7-16 Standard.Wind speeds
correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability
0.000588. K4R| = 1.700yoaro).
Site is in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be
protected against wind-borne debris.
ASCE
AMMAN SOCIETY OF Mt ENSINEERS
Seismic
Site Soil Class: D-Stiff Soil
Results:
Ss : 0.173 So, 0.079
S, 0.049 T L : 6
Fe 1.6 PGA: 0.094
F 2.4 PGA M : 0.15
SMS : 0.277 FpGA 1.6
SM, 0.118 le : 1.25
SpS 0.184 C : 0.7
Seismic Designl6Ag&qlLWpjynse Spectrum 020 Design Response Spectrum
0.18 �
025
016 J
0.20
0.14
0.12
015 0.10
0.08
010 0.06
005 0.04
444 7 0.02 : .,. 44P44AN�Nl M u�WppUWWT
0 S.(9)VS T(S) 4 5 6 7 1 Sa(g)VS T(S) 4 5 6 7
0.16 MCER Vertical Response Spectrum 0.11 Design Vertical Response Spectrum
0.14 � � � 7ar- � 0.10
P 0.09 ,47
012 1- 0.08 4
4
010 �111 0.07 J ;i'
0 08 4,7 0.06
7 005 14
006
TI�,4 0 04
4 A
0.04 003
T
Sa(9)VS T(S)1.0 1.5 2.0 Sa(9)VS T(S)
1.5 2.0
Data Accessed: Wed Apr 16 2025
Date Source:
USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2.Additional data for
site�specific ground motion procedures In accordance with ASCE/SEI 7-16 Ch.21 are available from USGS.
hk t! rb r f - r / Page 2 of 3 Wed Apr 16 2025
AMEHIM SOMY OF CML ENEINEfiS
Ice
Results:
Ice Thickness: 1.00 in.
Concurrent Temperature: 15 F
Gust Speed 50 mph
Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Date Accessed: Wed Apr 16 2025
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
The ASCE Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any
kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;or
has been extrapolated from maps incorporated in the ASCE standard.White ASCE has made every effort to use data obtained from reliable
sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,currency,or
quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,affiliation,
relationship,or sponsorship of such third-party content by or from ASCE.
ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent
professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool,you expressly assume all risks associated with your use.tinder no circumstances shall ASCE or its officers,directors,
employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential
damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by
law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
ht ;t c eN rtt� i rtrg Page 3 of 3 Wed Apr 16 2025
N S U LTANTS , INC . Work Order
cKyscape
C O
2423 S. Orange Avenue#317 Date W.O. No.
Orlando, FL 32806
5/13/2025 3023
WORK ORDER FOR:
Town of Southold
Attn: Planning
P.O. Box 1179
Southold, NY 11971
P.O. No, SITE REF
ATT 7055 Main Rd
Description Rate
WORK ORDER: Town of Southold, NY(Town) and Cityscape Consultants, Inc. 4,000.00
(Consultant)
LOA: Consultant agrees to provide a review analysis for Site Reference Application for
AT&T to modify proposed equipment plan modifications on facility located at 7055 Main
Road
SCTM#1000-122.-6-35.4
CityScape Contact:
Elizabeth Herington-Smith (877)438-2851
Elizabeth@CityScapeGov.com
OFFICE LOCATION:
i � MAILING ADDRESS
Town Hall Annex
P.O. Box 1179
54375 State Route 25 Southold,NY 11971
(cor. Main Rd. &Youngs Ave.)
NY Telephone: 631-765-1938
Southold
www.southoidtownny.gov
PLANNING BOARD OFFICE
TOWN OF SOUTHOLD
MEMORANDUM
To: Accounting
From: Planning Department
Date: April 30, 2025
Re: Check
The attached check is a Consultant Escrow Fee for the project review listed below..
Please deposit into B691 Deferred Revenue Account.
Thank you.
Applicant/Project..�w _.. . Tax Map #.................._.......Amount
................-___..._.wCheck Date/No.
Name
ATT Upgrades &atLaurel Ston.e........._....__..1w000-122.-6_.... $4000.00.................................... 4/28/25line 1..276 _..
Wireless Facility 35.4
Communications LLC
IAKA _.... .......::.
TOWN OF SOUTHOLD
Purchase Order# Account 0— 131
Date ,
Deliver and send billing to: Vendor
's
Departmen6n,r_"�-Y--A d7lVA,(" c"c4
s . 11317
Address by 10 vy�(D �7-L
VENDOR
**Return this copy and Town of Southold voucher itemized and signed for payment**
ITEM QUANTITY DESCRIPTION UNIT COST TOTAL
7
..........................
THIS PURCHASE ORDER IS NOT VALID WITHOUT THE SIGNATURES OF THE DEPT. HEAD AND THE SUPERVISOR
I CERTIFY THAT THERE ARE
SUFFICIENT FUNDS AVAILABLE
IN THE APPROPRIATION CHARGED
I CERTIFY THIS TO BE A JUST
AND TRUE PURCHASE ORDER
............---......
Supervisor
%FrK1nr1%0