GOON WOLF - ct.gov · GOON WOLF ~P.C.~ ATTORNEYS AT LAW January 8, 2015 Attorney Melanie Bachman...

GOONWOLF~P.C.~ATTORNEYS AT LAW

January 8, 2015

Attorney Melanie BachmanActing Executive DirectorConnecticut Siting CouncilTen Franklin SquareNew Britain, CT 06051

JULIE D. KOHLER

PLEASE REPLY TO: BCICIQep01"t

WRITER~s ~iREc-r oia~: (203) 337-4157E-Mail Address: [email protected]

Re: Notice of Exempt ModificationCTI Tower Assets 1, LLC/T-Mobile equipment upgradeSite ID CT11031 B21 East Main Street, Clinton

Dear Attorney Bachman:

This office represents T-Mobile Northeast LLC ("T-Mobile") and has been retained tofile exempt modification filings with the Connecticut Siting Council on its behalf.

In this case, CTI Tower Assets 1, LLC owns the existing lattice telecommunicationstower and related facility at 21 East Main Street Connecticut (latitude 41.27894874/longitude72.5259641). T-Mobile intends to add three (3) antennas and related equipment at thisexisting telecommunications facility in Clinton ("Clinton Facility"). Please accept this fetter asnotification, pursuant to R.C.S.A. § 16-50j-73, of construction which constitutes an exemptmodification pursuant to R.C.S.A. § 16-50j-72(b)(2). In accordance with R.C.S.A. § 16-50j-73,a copy of this letter is being sent to the First Selectman William W. Fritz and the propertyowner, Storer Communications of Clinton.

The existing Clinton Facility consists of an approximately 67.5 foot tall lattice structure.'T-Mobile plans to add three (3) antennas on T-Arms at a centerline of 60 feet. T-Mobile willalso install three (3) RRUs (remote radio units) on an existing stairwell wall, install six (6)diplexers, install six (6) TMAs (tower mounted amplifiers), and reuse existing coax cable allwithin the compound area. T-Mobile will also remove 3G RRUs and two (2) equipmentcabinets. See the plans revised to December 12, 2014 attached hereto as Exhibit A. Theexisting Facility is structurally capable of supporting T-Mobile's proposed modifications, asindicated in the structural analyses dated September 26, 2014 and November 21, 2014, towermodification plans dated September 26, 2014, and the accompanying professional engineer's

The online CSC database does not include a Docket or Petition approval for this facility, it does however includea notice of intent captioned EM-T-MOBILE-027-110210 and EM-T-MOBILE-027-141006.

1115 Bxo w STxEST 158 DaFat Hsi.►. AvExua 320 Posr RonD VJEsr 657 Oxarrrc,~ C~rr'►~R RoanP.O. BOX 1821 DnrrBURY Cl' 06810 WeS~t~oRT, GT 06880 ORatac~, CT 06477BRIDGEPORT, CI' 06601-1821 'ILL: (203) 7922771 1'at: (203) 222-1034 'IY?L: (203) 298-4066~L: (203) 368-0211 Fax: (203) 791-8149 FnJc: (203) 227-1373 Fnx: (203) 298-4068Fnx: (203) 3949901

COH~NWOLF~PG~ATTONNEYS AT LAW

January 8, 2015Site ID CT11031 B

letter dated December 19, 2014, all attached hereto as Exhibit B.2

The planned modifications to the Clinton Facility fall squarely within those activitiesexplicitly provided for in R.C.S.A. § 16-50j-72(b)(2).

1 . The proposed modification will not increase the height of the tower. T-Mobile'sreplacement antennas will be installed at the 60 foot level of the approximately 67.5 foot latticetower. The enclosed tower drawing confirms that the proposed modification will not increasethe height of the tower.

2 . The installation of the T-Mobile equipment in the existing compound, as reflectedon pages 2 and 3 of Exhibit B, will not require an extension of the site boundaries. T-Mobile'sproposed equipment will be located entirely within the existing compound area.

3 . The proposed modification to the Facility will not increase the noise levels at theexisting facility by six decibels or more.

4 . The operation of the proposed antennas will not increase the total radiofrequency (RF) power density, measured at the base of the tower, to a level at or above theapplicable standard. According to a Radio Frequency Emissions Analysis Report prepared byEBI dated October 1, 2014 T-Mobile's operations would add 44.72% of the FCC Standard.Therefore, the calculated "worst case" power density for the planned combined operation atthe site including all of the proposed antennas would be 44.72% of the FCC Standard ascalculated for a mixed frequency site as evidenced by the engineering exhibit attached heretoas Exhibit C.

For the foregoing reasons, T-Mobile respectfully submits that the proposed antennasand equipment at the Clinton Facility constitutes an exempt modification under R.C.S.A. § 16-50j-72(b)(2). Upon acknowledgement by the Council of this proposed exempt modification, T-Mobile shall commence construction approximately sixty days from the date of the Council'snotice of acknowledgement.

Sincerely,

J lie D. Kohler, Esq.

Z The Structural Analysis Reports and professional engineer's letter provides for tower modifications to the

Clinton Facility as outlined on Sheet S-1 of the modification plans dated September 26, 2014. These towermodifications will be completed prior to T-Mobile's facility upgrade.

COH~NWOLF~P.Q~AiTORNETS Ai LAW

January 8, 2015Site ID CT11031 B

cc: Town of Clinton, First Selectman William W. FritzStorer Communications of ClintonCTI Tower Assets 1, LLCSheldon Freincle, NSS

OVERALL SITE PLAN 1 CONFIGURATION

N.T.S. LE1

~~, B U

SUBMITTALS LEASE EXHIBIT NORTHEAST SITE SOLUTIONSLE REVA 07.29.14

SITE NUMBER: 54 MAIN STREET, UNIT3LE REV 0 _ _ 12.12.14 TLANTIS CT11031 B STURBRIDGE, MA 015fi6

GROUP SITE NAME: (506) 434-5237

FOR___ _ 1340 Centre Street CLINTON/I-95/X63/AT_1

T-MOBILE NORTHEAST, LLCSuite 212

---------~-------~--------~--- SITE ADDRESS: 35 GRIFFIN ROAD SOUTHNeuvton, MA 02459

21 EAST MAIN STREET BLOOMFIELD, CT osoo2Office: 617-965-0789

CLINTON, CT, 06413 OFFICE: (Sso) s92a1ooFax: 617-213-5056 F~vc: (aso) ss2aiss

DRAWN BY: FG CHECKED BY:SM PAGEy OF4

14'1'

U

~ ~

~— PAVED PARKING LQT~

~ (E) T-MOBILE 5'-5.6"X 7'-6"CONCRETE PAD /LEASE AREA

(E) COMPOUND ACCESS GATE(E) 6102 CABINET ONCONCRETE PAD

(E) EDGE OFCURB/PAVEMENT ~ ~ ~E 6UILDWG

jE) GRASS AREA

~ /f (E) SHED ROOF STAIRWELL

(E) UTILffY 6ACK BOARD \

f ~ %:

jE) CHAINLINK FENCE AT ~PERIMETEROF COMPOUND 8 ~ `:

1

%. (E) GPS MOUNTED TOj ~E) STAIRWELL WALL

(E) GENERATOR (P) (3) RRUs MOUNTED TO(E) STAIRWELL WALL

Q~w ~ - (E) (12) 7/8 " COAX CABLESH / TO REMAIN

(E) SLIDING GATE a ~

~x a a ,Q i (P) (6) DIPLEXERS

(E) LATTICE TOWER BRACED TO ~ (P) (3) ddB2 TMA

EXISTING HUILDING '~ (P) (3) ddB4 TMA

(E) CHIMNEY ~ ~ '%

(E) ELEC. PANEL &TRANSFORMER~ MiOUNTED TO (E) STAIRWELL WALL

j (E) RAC 35 CABINET TO REMAIN

(P) T-MOBILE ANTENNASON (P) T-ARMSEE PAGE 4

~—EXISTING BUILDING

r

SITE PLANN.T.S. LE2

CONFIGURAi10N

7o~BuSUBMITTALS LEASE EXHIBIT NORTHEAST SITE SOLUTIONS

LE REV A 07.29.14 SITE NUMBER: 54 MAIN STREET, UNIT 3

LE REV 0 ~ 2.12.14 TLANTI S CT11031 B STURBRI~GE, MA 01566

GROUP SITE NAME: (508) 4345237

1340 Centre Street CLINTON/I-95/X63/AT_i FOR

T-MOBILE NORTHEAST, LLCSuite 212

------- SITE ADDReSS: 35 GRIFFIN ROAD SOUTH~_ Newton, MA 02459

21 EAST MAIN STREET BLOOMFIELD, cr osoa2Office: 617-965-0789

CLINTON, CT, 06413 OFFICE: (aso) ss2-~1o0Fax: 617-213-5056 FAX: (860) 692-7159

DRAWN BY: FG CHECKED BY:SM PAGE20F 4

-~.. ~TOP OF Ek~STING LATICE TOWER

`r' b7.5' f ABOVE GRADE LEVEL

~ —RAD CENTER OF (P) T-MOBILE ANTENNAS

'f 60' # ABOVE GRADE LEVEL

(P) COMMSCOPE QUAD POLE ANTENNAON (P) T-ARM(NP 1lSECTOR , 3 TOTAL)

(E) GSMJUMTS QUAD POLEON (P) T-ARM(IYP VSECTOR , 3 TOTAL)

(E) LATTICE TOWER BRACEDTO (E) BUILDING

(E1 (12) 718 "COAX CABLES

(E) RAC 35 CABINET TO REMAIN

(E) 3G RRUS ,PBCO2 ANQ 3515 TO BE REMOVED

(El SHED ROOF STAIRWELL

(E) GPS

(E) ELEC. PANEL &TRANSFORMERMOUNTED TO (E) STAIRWELL WALL

(P) (3) RRUS MOUNTED TO(E) STAIRWELL WALL

(P) (6) DIPLEXERS(Pj (3) ddB2 TMA(Pj (3) ddB4 TMA

(E) 6102 CABINET ONCONCRETE PAD

(E) CNAINLINK FENCE

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~~ ~ .~9~■~~~~.~.

ELEVATION VIEW y

N.T.S. LE3

CONFIGURATION

704 B USUBMITTALS LEASE EXHIBIT NORTHEAST SITE SOLUTIONS

LE REV A 07.29.14 SITE NUMBER: 54 MAIN STREET, UNIT 3LE REV 0 ~ X2.12.14 TLANTIS CT11031 B STURBRIDGE, MA 01566

GROUP SITE NAME: (508) 434-5237

1340 Centre Street CLINTON/I-95/X63/AT_i FOR

Suite 212 T-MOBILE NORTHEAST, LLC

-- -- - — SITe Ao~ReSS: 35 GRIFFIN ROAD SOUTHNewton, MA 02459

21 EAST MAIN STREET B~ooMFIEL~, CT osoozOffice: 617-965-0789

CLINTON, CT, 06413 OFFICE: (860) 692-7100

Fax: 617-213-5056 FAx: (sso) 6s2ai5s

DRAWN BY: FG CHECKED BY:SM PAGE30F4

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(E) GSMJUMTS/LTEQUAD POLE(1) dd 64 TMA(1 ). dd B2 TMA

(E) GSMfUMTS/LTEQUAD POLE(7) ddH4 TMA(7) tldB2 TMA

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EXISTING ANTENNA CONFIGURATION~~LE4

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GSM/UMTSJLT~ ¢~

QUAD POLE(P) LTE 700

QUAD POLE

SUBMITTALS

LE REV A 07.29.14

LE REV 0 12.12.14

(E) GSM IL7MTSj LTE(P) LTE 700 G~UAD POLE

QUAD POLE

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PROPOSED ANTENNA CONFIGURATION~~LE4

CONFIGURATION

704BU

. TLANTISG R O U P1340 Centre Street

Suite 212Newton, MA 02459

Office: 617-965-0789Fax:617-213-5056

LEASE EXHIBITSITE NUMBER:

CT11031 B

SITE NAME:

CLI NTO N/1-95/X63/AT_1

SITE ADDRESS:

21 EAST MAIN STREETCLINTON, CT, 06413

DRAWN BY: FG CHECKED BY:SM

NORTHEAST SITE SOLUTIONS54 MAIN STREET, UNIT 3STURBRIDGE, MA 01566

(508) 434-5237 ~i

FOR

T-MOBILE NORTHEAST, LLC35 GRIFFIN ROAD SOUTHBLOOMFIELD, GT 06002OFFICE: (860) 692-7100FAX: (860) 692-7159

PAGEAOF4

FDH

FDH Engineering, Inc., 6521 Meridien Drive Raleigh, NC 27616, Ph. 919.755.1012

Structural Analysis forCTI Towers

67.5' Lattice Tower

CTI Towers Site Name: E Main St ClintonCTI Towers Site ID: 11021T-Mobile Site ID: CT11031 B

T-Mobile Site Name: Clinton/ I-951 X631 At 1

FDH Project Number 146DCX1400

Analysis ResultsTower Com onents 93.4% Sufficient

Foundation N/A N/A

Prepared By:

~,,.

Joshua A Shaw, EIProject Engineer

FDH Engineering, Inc.6521 Meridien DriveRaleigh, NC 27616(919) [email protected]

September 26, 2014

Reviewed By:,-

Dennis D. Abel, PEDirector—Structural Engineering

CT PE License No. 23247

~~~~s~, F~6.~37.47~.C''• !

`~i ~`' l~~N`~~0.,

Prepared pursuant to TIA/EIA-222-F Structural Standards for Steel Antenna Towers and Antenna Supporting Structures and the 2005 Connecticut State Building Code

Document No. ENG-RPT-501S Revision Date: 06117/11

ay-z~-z~r~

Structural Analysis ReportCTI Towers

Site ID: 11021September 26, 2014

TABLE OF CONTENTS

EXECUTIVESUMMARY ............................................................................................................................................................3

Conclusions............................................................................................................................................................................ 3

Recommendations.................................................................................................................................................................3

APPURTENANCE LISTING .......................................................................................................................................................4

RESULTS...................................................................................................................................................................................5

GENERAL COMMENTS ............................................................................................................................................................7

LIMITATIONS.............................................................................................................................................................................7

APPENDIX .................................................................................................................................................................................8

~. - — —Document No. ENG-RPT-501S Revision Date: 06/17/11

2



EXECUTIVE SUMMARY

At the request of CTI Towers, FDH Engineering, Inc. performed a structural analysis of the monopole located in Clinton, CTto determine whether the tower is structurally adequate to support both the existing antl proposed loads pursuant to theStructural Standards for Steel Antenna Towers and Antenna Supporting Structures, TIA/EIA-222-F and the 2005 ConnecticutState Building Code. Information pertaining to the existing/proposed antenna loading, current tower geometry, and membersizes was obtained from:

❑ FDH Engineering, Inc. (Job No. 1424V21500) Self-Support Tower Mapping Report dated April 4, 2014❑ Centek (Project No. 10116.006) Structural Analysis Report w/ Reinforcement Design dated January 10, 2011❑ FDH Engineering, Inc. (Job No. 146DCX1400) Modification Drawings fora 67.5' Self-Support Tower dated

September 26, 2014❑ CTI Towers

The basic design wind speed per the TIA/EIA-222-F standards and the 2005 Connecticut State Building Code is 85 mphwithout ice and 38 mph with 3/4" radial ice. Ice is considered to increase in thickness with height.

Assumptions

1. The building is adequate to resist the loads transferred from the tower.2. The anchor rods are embedded to a sufficient depth to develop the tensile strength of the rod.

Conclusions

With the existing and proposed antennas from T-Mobile in place at 60 ft, the tower meets the requirements of the TIA/EIA-222-F standards and the 2005 Connecticut State Building Code provided the Recommendations listed below are satisfied.Furthermore, since no foundation information was available at the time of the analysis, we cannot comment on the capacityof the foundation at this time. For a more detailed description of the analysis of the tower, see the Results section of thisreport.

Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i,e., thesteel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properlyerected and maintained per the original design drawings.

Recommendations

To ensure the requirements of the TIA/EIA-222-F standards and the 2005 Connecticut Stafe Building Code are met with theexisting and proposed loading in place, we have the following recommendation:

1. The proposed feedlines should be installed as shown in the Appendix.2. The modifications shown in the FDH Engineering, Inc. (Job No. 146DCX1400) Modification Drawings far a 67.5'

Self-Support Tower dated September 26, 2014 must be installed as specified.

.. _,~__t..~,Document No. ENG-RPT-501S Revision Date: 06/17111



APPURTENANCE LISTING

The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layoutdetermined in the field deviates from the layout, FDH Engineering, Inc. should be confacted to perform a revised analysis.

Table 1 -Appurtenance Loading

Existing Loading:

Proposed Loading:

Document No. ENG-RPT-501S Revision Date: 06/17/11


Site ID: 11021September 26.2014

RESULTS

The following yield strength of steel for individual members was used for analysis:

Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% areconsidered acceptable. Table 4 displays the maximum foundation reactions.

If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted toperform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for theexisting or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performingthis analysis.

See the Appendix for detailed modeling information

Table 3 - Summary of Working Percentage of Structural Components

.. .~ - .~.~-T1 67.5 - 47.5 Leg L21/2x21/2x1/4 34.9 PassT2 47.5 - 35 Leg L21/2x21/2x1/4 78.2 PassT3 35-32.5 Leg L21/2x21/2x1/4 75.5 PassT4 32.5 - 30 Leg L2112x2 1/2x1 /4 84.7 PassT5 30 - 27.5 Leg L21/2x21/2x114 92.7 PassT6 27.5 - 25 Leg (3) L21/2 x 21/2 x 1 /4 (11201) 34.2 PassT7 25 - 22.5 Leg L21/2x21/2x1/4 93.4 PassT8 22.5 - 20 Leg L2 1/2x21/2x1/4 67.7 PassT9 20 -17.5 Leg L2 112x2 1/2x1/4 42.1 PassT10 17.5-15 Leg L21/2x21/2x1/4 16.2 PassT11 15 -12.5 Leg L21/2x21/2x1/4 17.3 PassT12 12.5 -10 Leg L21/2x21/2x1/4 17.5 PassT13 10-7.5 Leg L21/2x21/2x1/4 19.5 PassT14 7.5 - 5 Leg L2 1/2x2 1/2x1/4 20.5 PassT15 5 - 2.5 Leg L2112x2 1/2x1/4 22.0 PassT16 2.5 - 0 Leg L21/2x21/2x114 28.8 PassT1 67.5 - 47.5 Diagonal L1 1/2x1 1/2x1/4 24.8 PassT2 47.5 - 35 Diagonal L1 1/2x1 1/2x1/4 30.1 PassT3 35 - 32.5 Diagonal L1 1/2x1 1/2x1/4 30.8 PassT4 32.5 - 30 Diagonal L1 112x1 1/2x1/4 31.9 PassT5 30-27.5 Diagonal L11/2x11/2x114 32.9 PassT6 27.5 - 25 Diagonal L1 1/2x1 1/2x1/4 29.7 PassT7 25 - 22.5 Diagonal L1 1/2x1 1/2x1/4 77.1 PassT8 22.5 - 20 Diagonal L1 1/2x1 1/2x1/4 71.3 PassT9 20 -17.5 Diagonal L1 1/2x1 1/2x114 67.2 PassT10 17.5 -15 Diagonal L1 1/2x1 1/2x114 63.8 Pass

_ __,,.~Document No. ENG-RPT-501S Revision Date: 06/17/11

Table 2 -Material Strength



.~ ~ ~.-.~.~ ~-

T11 15 -12.5 Diagonal L1 1/2x1 112x1/4 39.3 PassT12 12.5 -10 Diagonal L1 1/2~c1 1/2x1/4 41.0 PassT13 10-7.5 Diagonal L11/2x1112x1/4 42.1 PassT14 7.5 - 5 Diagonal L1 112x1 112x1/4 43.0 PassT15 5-2.5 Diagonal L1112x11/2x1/4 44.4 PassT16 2.5 - Q Diagonal L1 112x1 112x1/4 45.6 PassT1 67.5 - 47.5 Horizontal L1 112x1 1/2x1/4 4.4 PassT2 47.5-35 Horizontal L11/2x11/2x1/4 2.9 PassT3 35-32.5 Horizontal L1 1/2x1112x1/4 3.2 PassT4 32.5-30 Horizontal L11/2x11/2x1/4 3.5 PassT5 30-27.5 Horizontal L11/2x11/2u1/4 3.9 PassT6 27.5 - 25 Horizontal L1 1/23c1 1/2x1/4 4.3 PassT7 25 - 22.5 Horizontal L1 112x1 1/2x1/4 66.3 PassT8 22.5 - 20 Horizontal L1 1/2x1 1/2x1/4 33.8 PassT9 20 -17.5 Horizontal L1 1/2x1 1/2x1/4 19.7 PassT10 17.5 -15 Horizontal L1 1/2x1 1/2x1/4 11.8 PassT11 15 -12.5 Horizontal L1 1/2x1 1/2x1/4 43.6 PassT12 12.5 -10 Horizontal L1 1/2x1 1/2x1/4 0.7 PassT13 10 - 7.5 Horizontal L1 112x1 112x1/4 0.8 PassT14 7.5-5 Horizontal L1112x11/2x1/4 0.9 PassT15 5 - 2.5 Horizontal L7 1/2x1 1/2x1/4 43.6 PassT16 2.5-0 Horizontal L11/2x11/2x1/4 1.5 Pass

T3 35 - 32.5 Secondary Horizontal L1 1/2x1 1/2x1/4 6 ~"~b~ Pass

T4 32.5 - 30 Secondary Horizontal L1 1/2x1 1/2x1/4 3.5 PassT5 30-27.5 Secondary Horizontal LT 112x1 1/2x1/4 3.9 PassT11 15 -12.5 Secondary Horizontal L1 112x1 1/2x1/4 1.0 Pass

T12 12.5 -10 Secondary Horizontal L1 112x1 1/2~c1/4 15 (b)

Pass

T13 10-7.5 Secondary Horizontal L11/2x11/2x1/4 ~~~~b~ Pass

T14 7.5 - 5 Secondary Horizontal L1 1/2x1 1/2x114 3 9 ~b~ Pass

T15 5 -2.5 Secondary Horizontal L1 1/2x1 1!2x1/4 4:0 (b)

Pass

T16 2.5 - 0 Secondary Horizontal L1 1/2x1 1/2x1/4 2 5 ~b~

Pass

T1 67.5 - 47.5 Top Girt L1 112x1 1/2x1/4 0.1 PassT16 2.5 - 0 Bottom Girt L21/2x21/2x1/4 43.6 Pass- 0 Anchor Rods (4) 3/4" 71.1 Pass- 0 Base Plate (4) 3"x3/4" PL modified 94.3 Pass

Document No. ENG-RPT-501 S Revision Date: 06/17/11

'GapaciUes include 1/3 allowable increase torwintl per IIA/tlA-1L1-F standards.

Table 4 -Maximum Base Reactions


Site ID: 11021September 26.2014

This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of thetower and its foundation. It is the responsibility of CTI Towers to verify that the tower modeled and analyzed is the correctstructure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or theassumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform arevised analysis.

I~li~il~~_~~[~7~~~

All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon theevidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of newor additional/updated information. All services are provided exercising a level of care and diligence equivalent to thestandard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services areconfidential in nature and we will not release this report to any other party without the client's consent. The use of thisengineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, ordistributed for any other purpose without the written consent of FDH Engineering, Inc.




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47.5 ft

DESIGNED APPURTENANCE LOADINGTYPE ELEVATION TYPE ELEVATION

4X4.5" Pipe Mount 65 (2) KRY 11271 60

APXI6DWV-16DWVSE-A20 w/Moufrt 60 (~KRY 11271 60

P~Pe LNX~515DSVTM w/Mount Pipe 60APX16DV1~16DWVS-E-A20 w/Mount 60 LNX~515DSVTM w/Mount Pipe 60Pipe

APXI6DIMF16DWVS-E-A20 w/Mawrt 60 LNX~515DSVTM w/Mount Pipe 60

Pik (3) 5' Pipe Mourrts 60

(2)KRY 11271 60 (3)Standoff T-Arms 60

SYMBOL LISTMARK SIZE MARK SIZE

A (3) L21/2 x 212 x 114 (11201) B L21/2x21l2x'I/4

MATERIAL STRENGTHGRADE F Fu GRADE F Fu

A36 36 ksi 58 ksi

TOWER DESIGN NOTES1. Tower is located in Middlesex County, Connecticut.2. Tower designed fora 85 mph basic wind in accordance with the TIA/EIA-222-F Standard.3. Tower is also designed fora 38 mph basic wind with 0.75 in ice. Ice is considered to

increase in thickness with height.4. Deflections are based upon a 50 mph wind.5. TOWER RATING: 93.4%

35.0 ft

32.5 ft

30.0 ft

27.5 ft

25.0 ft

225ft

20.0 ft

17.5 ft

15.0 R

12.5 ft

io.on

7.5 R

5.0 ft

2.5 ft

0.0 ft

120 K (Vx B)9.8 K (Vz ~11.5 K (Vx B)9.3 K (Vz B)

MAX. CORNER REACTIONS AT BASE:DOWN: 9 KSHEAR: 3 K

e.7 K (vx s) UPLIFT.' -6 Ke.s K ~v~ e~ SHEAR: 3 K8.5 K (~hc ~9.O K(Vz~ gJ~~AL

10K

SHEAR MOMENT1 K 7 kip-ff

TORQUE 2 kip-ft38 mph WIND - 0.7500 in ICE1.a k (vx e) /~(/ALs.aKNze~ 4K1.7 K (Vx B)6.8 K (Vz B)

SHEAR MOMENT2 K 22 kip-ft

TORQUE 6 kip-ftREACTfONS - 85 mph WIND

FDHEngineering, Inc. °b` E Main St Clinton, CT 71201)w 6521 Meridien Dr. Proie°t: ~asocx~aoo

Raleigh, NC client: CTI Towers Drawn by: Joshua A Shaw APP~d:

TowerMarysis Phone: (919) 755-1012 code: TIA/EIA-222-F oate:09/26/14 scale: NTS

FAX: 919 755-1031 Path: Dwg No. E-~

Feed Line Distribution Chart0' - 67'6"

Round Flat App In Face App Out Face Truss Leg

wc0

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FDHEngineering, Inc. °b' E Main St Clinton, CT (11201)■ 6521 Meridien Dr. Pf0Je0' ~asncx~aoo

Raleigh, NCi c~iene CTI Towers Drawn by: ~OSIIUa A SI1flW App'd:

TowerAnalysis Phone: (919) 755-1012 code: TIA/EIA-222-F oate:09/26/14 scale: NTS

FAX: 919 755-1031 Path: Dwg No. E_~

Face A Face B Face C Face D

Feed Line Plan

Round

• • •

(9) LDFS-57/8") • •

• • •I~

• • •

• • •

Flat _ _ App In Facc _ App Out Face

FDHEngineering, Inc. °b` E Main St Clinton, CT 11207)~ 6521 Meridien Dr. P~°'B~ ~asocx~aoo

Raleigh, NC ciien~: CTI Towers Drewn 6y: ~OShUB A ShBW App~d:

Towernna~ys~s Phone: (919) 755-1012 code: TIAlEIA-222-F oate:09/26/14 scale: NTS

FAX: 919 755-1031 Path: Dwg No. E_~

1FDH

~.~_ _ _~ _ _ _ ~»u..__ ~ ~ _ ~~FDH Engineering, Inc., 6521 Meridien Drive Raleigh, NC 27616, Ph. 919.755.1012

Structural Analysis forCTI Towers

67.5' Lattice Tower

CTI Towers Site Name: E Main St ClintonCTI Towers Site ID: 11021T-Mobile Site ID: CT11031B

T-Mobile Site Name: Clinton)1.951 X631 At 1

FDH Project Number 146HAZ1400

Anal sis ResultsTower Com onents 98.1 % Sufficient

Foundation N/A N/A

Prepared By: Reviewed By:

J~-~~~~ ~_

Jarel Duncan, EI Bradley R. Newman, PEProject Engineer I Senior Project Engineer

CT PE License No. 29630~ ~111 11 11/~~~'/

FDH Engineering, Inc. ~~`~ of ~~NNF~'~.,

6521 Meridien Drive ` h~`~v~~( R' ,~'~ r~p~ i

Raleigh, NC 27616(919) 755-1012 _ * m ~ [email protected]

'0 X0690

:~~,o ~~CENS~

/'/,~ss~oNA~ ~~621~ ~11~ '-rNovember 21, 2014

Prepared pursuant to TIA/EIA-222-F Structural Standards for SfeelAntenna Towers and Antenna Supporting Structures and the 2005 Connecticut State Building Code

_ _Document No. ENG-RPT-501S Revision Date: 06/17/11


Site ID: 11021November 21, 2014

TABLE OF CONTENTS

EXECUTIVE SUMMARY ...........................................

Conclusions ...........................................................

Recommendations ................................................


......................................................................................................... 3

.........................................................................................................3

......................................................................................................... 3

...........................................................................................

RESULTS...................................................................................................................... .

GENERAL COMMENTS ................................................................................................

LIMITATIONS.................................................................................................................

APPENDIX .....................................................................................................................

.......................................4

.......................................5

.......................................7

.............................. .........7

....................................... 8



Site ID: 11021November 21.2014

EXECUTIVE SUMMARY

At the request of CTI Towers, FDH Engineering, Inc. performed a structural analysis of the lattice tower located in Clinton, CTto determine whether the tower is structurally adequate to support both the existing antl proposed loads pursuant to theStructural Standards for Steel Antenna Towers and Antenna Supporting Structures, TIA/EIA-222-F and the 2005 ConnecticutState Building Code. Information pertaining to the existing/proposed antenna loading, current tower geometry, and membersizes was obtained from:

❑ FDH Engineering, Inc. (Job No. 1424V21500) Self-Support Tower Mapping Report dated April 4, 2014❑ Centek (Project No. 10116.006) Structural Analysis Report w/ Reinforcement Design dated January 10, 2011❑ FDH Engineering, Inc. (Job No. 146DCX1400) Modification Drawings fora 67.5' Self-Support Tower dated

September 26, 2014❑ CTI Towers

The basic design wind speed per the TIA/EIA-222-F standards and the 2005 Connecticut State Building Code is 85 mphwithout ice and 38 mph with 3/4" radial ice. Ice is considered to increase in thickness with height.

Assumptions

1. The building is adequate to resist the loads transferred from the tower.2. The anchor rods are embedded to a sufficient depth to develop the tensile strength of the rod.

Conclusions

With the existing and proposed antennas from T-Mobile in place at 60 ft, the tower meets the requirements of the TIA/EIA-222-F standards and the 2005 Connecticut State Building Code provided the Recommendations listed below are satisfied.Furthermore, since no foundation information was available at the time of the analysis, we cannot comment on the capacityof the foundation at this time. For a more detailed description of the analysis of the tower, see the Results section of thisreport.

Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i.e., thesteel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properlyerected and maintained per the original design drawings.

Recommendations

To ensure the requirements of the TIA/EIA-222-F standards and the 2005 Connecticut State Building Code are met with theexisting and proposed loading in place, we have the following recommendation:

The proposed feedlines should be installed as shown in the Appendix.The existing TMAs and proposed diplexers should be installed directly behind the existing/proposed panelantennas.The modifications shown in the FDH Engineering, Inc. (Job No. 146DCX1400) Modification Drawings fora 67.5'Self-Support Tower dated September 26, 2014 must be installed correctly in order for this analysis to be valid.

Document No. ENG-RPT-501 S Revision Date: 06/17/11




The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layoutdetermined in the field deviates from the layout, FDH Engineering, Inc. should be contacted to perform a revised analysis.

Table 1 -Appurtenance Loading

Existing Loading:


Proposed Carrier— Final Loading:



The following yield strength of steel for individual members was used for analysis:

Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% areconsidered acceptable. Table 4 displays the maximum foundation reactions.

If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted toperform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for theexisting or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performingthis analysis.

See the Appendix for detailed modeling information

Table 3 -Summary of Working Percentage of Structural Components

.. ~. ,~.~-T1 67.5 - 47.5 Leg L21/2x21/2x1/4 35.9 PassT2 47.5 - 35 Leg L21/2x21/2x1/4 81.7 PassT3 35 - 32.5 Leg L21/2x21/2x1/4 78.8 PassT4 32.5 - 30 Leg L21/2x21/2x1/4 88.5 PassT5 30-27.5 Leg L21/2x21/2x1/4 96.6 PassT6 27.5 - 25 Leg (3) L21/2 x 2 1/2 x 1/4 (11201) 98.0 PassT7 25 - 22.5 Leg L21/2x21/2x1/4 98.1 PassT8 22.5 - 20 Leg L21 /2x2112x1/4 70.6 PassT9 20 -17.5 Leg L2 1/2x2112x1/4 43.2 PassT10 17.5 -15 Leg L21/2x21/2x1/4 15.4 PassT11 15 -12.5 Leg L21/2x21/2x1/4 17.0 PassT12 12.5 -10 Leg L21/2x21/2x1/4 16.6 PassT13 10-7.5 Leg L21/2x21/2x1/4 18.1 PassT14 7.5-5 Leg L21/2x21/2x1/4 18.9 PassT15 5-2.5 Leg L21/2x21/2x1/4 21.3 PassT16 2.5 - 0 Leg L21/2x21/2x1/4 27.2 PassT1 67.5 - 47.5 Diagonal L1 1/2x1 1/2x1/4 25.4 PassT2 47.5-35 Diagonal L11/2x11/2x1/4 30.4 PassT3 35-32.5 Diagonal L11/2x11/2x1/4 31.3 PassT4 32.5 - 30 Diagonal L1 1/2x1 1/2x1/4 32.3 Pass

T5 30-27.5 Diagonal L11/2x11/2x1/4 33.5 PassT6 27.5-25 Diagonal L11/2x11/2x1/4 30.3 PassT7 25-22.5 Diagonal L11/2x11/2x114 73.9 PassT8 22.5 - 20 Diagonal L1 1/2x1 112x1/4 66.3 Pass

T9 20 -17.5 Diagonal L1 1/2x1 1/2x1/4 65.6 PassT10 17.5 -15 Diagonal L1 1/2x1 1/2x1/4 65.1 Pass


Table 2 -Material Strength



~ ~ . ~....

~-

T11 15 -12.5 Diagonal L1 1/2x1 1/2x1/4 36.5 PassT12 12.5 -10 Diagonal L1 1/2x1 1/2x1/4 38.7 PassT13 10-7.5 Diagonal L11/2x11/2x1/4 39.2 PassT14 7.5-5 Diagonal L11/2x11/2x1/4 40.6 PassT15 5-2.5 Diagonal L11/2x1112x1/4 41.5 PassT16 2.5 - 0 Diagonal L1 1/2x1 1/2x1/4 43.0 PassT1 67.5-47.5 Horizontal L1 1/2x11f2x1/4 4.6 PassT2 47.5-35 Horizontal L11/2x11/2x1/4 3.0 PassT3 35-32.5 Horizontal L11/2x11/2x1/4 3.3 PassT4 32.5 - 30 Horizontal L1 1/2x1 1/2x1/4 3.7 PassT5 30-27.5 Horizontal L11/2x11/2x1/4 4.0 PassT6 27.5 - 25 Horizontal L1 1/2x1 1/2x1/4 4.5 PassT7 25-22.5 Horizontal L71/2x11/2x1/4 68.5 PassT8 22:5 - 20 Horizontal L1 1/2x1 1/2x114 34.5 PassT9 20 -17.5 Horizontal L1 1/2x1 1/2x114 20.2 PassT10 17:5 -15 Horizontal L1 1/2x1 1/2x114 11.7 PassT11 15 -12.5 Horizontal L1 1/2x1 1/2x114 43.6 PassT12 12.5 -10 Horizontal L1 1/2x1 1/2x1/4 0.7 PassT13 10 - 7.5 Horizontal L1 1/2x1 112x1/4 0.8 Pass.T14 7.5-5 Horizontal L11/2x11/2x1/4 0.9 PassT15 5-2.5 Horizontal L11/2x11/2x1/4 43.6 PassT16 2.5-0 Horizontal L1112x11/2x1/4 1.5 Pass

T3 35 - 32.5 Secondary Horizontal L1 1/2x1 1/2x1/4 6 8' ~b~ Pass

T4 32.5 - 30 Secondary Horizontal L1 112x1 1/2x1/4 3.7 PassT5 30 - 27.5 Secondary Horizontal L1 1/2x1 1/2x114 4.0 PassT11 15 -12.5 Secondary Horizontal L1 1/2x1 1/2x1/4 1.0 Pass

T12 12.5 -10 Secondary Horizontal L1 1/2x1 1/2x1/4 1.4 (b)

Pass

T13 10 - 7.5 Secondary Horizontal L1 1/2x1 112x1/4 1 6 (b)

Pass

T14 7.5 - 5 Secondary Horizontal L1 112x1 1/2x1/4 3 9 ~b~ Pass

T15 5 - 2.5 Secondary Horizontal L1 112x1 1/2x1/4 4.0 (b)

Pass

T16 2.5 - 0 Secondary Horizontal L1 1/2x1 1/2x114 2 3 ~b~

Pass

T1 67.5 - 47.5 Top Girt L1 1/2x1 1/2x114 0.1 PassT16 2.5 -0 Bottom Girt L21/2x21/2x1/4 43..6 Pass- 0 Anchor Rods (4) 3/4" 67..8 Pass- 0 Base Plate (4) 3"x3/4" PL modified 90.0 Pass

*Capacities include 1/3 allowable increase for wind per TIA/EIA-222-F standards.


Table 4 - Ma~cimum Base Reactions



GENERAL COMMENTS

This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of thetower and its foundation. It is the responsibility of CTI Towers to verify that the tower modeled and analyzed is the correctstructure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or theassumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform arevised analysis.

I~h41~~_~~[~P►~9

All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon theevidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of newor atlditionaVupdated information. All services are provided exercising a level of care and diligence equivalent to thestandard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services areconfidential in nature and we will not release this report to any other party without the client's consent. The use of thisengineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, ordistributed for any other purpose without the written consent of FDH Engineering, Inc.




APPENDIX


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67.5 ft

47.5 ft

DESIGNED APPURTENANCE LOADINGTYPE ELEVATION TYPE ELEVATION

4'x4.5" Pipe Mount 65 LNX-6515DS-VTM w/Mount Pipe 60

APX16DWV-16DVJVSE-A20 w/Mount 60 LNX-6515DS-VTM w/ Mount Pipe fi0Pipe. (2) ECC1920-VPUB 60APXI6DWV-16DVN/SE-A20 w/Mount 60 (2)ECC1920-VPUB 60Pipe

APX16~WV-16DWVSE-AZO w/Mount 60 (2)ECC1920-VPUB 60

Pipe Smart Bias T 60

(2) FfftY 112 71 60 Smart Bias T 60

(2) KRY 112 71 60 Smart Bias T 60

(2) KRY 112 71 60 (3) 5' Pipe Mounts 60

LNX-6515D5-VTM w/Mount Pipe BD (3)Stantloff T-Arms 60

SYMBOL LISTMARK SIZE MARK SIZE

A (3)L21/2x21/2x1/4 (11201) B L21/2r21/2~c1/4

MATERIAL STRENGTHGRADE F Fu GRADE F Fu

A36 3B ksi 58 ksi

TOWER DESIGN NOTES1. Tower is located in Middlesex County, Connecticut.2. Tower designed fora 85 mph basic wind in accordance with the TIA/EIA-222-F Standard.3. Tower is also designed fora 38 mph basic wind with 0.75 in ice. Ice is considered to

increase in thickness with height.4. Deflections are based upon a 50 mph wind.5. TOWER RATING: 98.1%

35.Oft L_...._._.

32.5 ft

30.0 ft

27:3 ft

25.0 K

22.5 ft

20.0 ft

nse

ts.on

12.5 ft

t o.o a

7.5 ft

5.0 ft

2.5 ft

0.0 ft

12.6K(Vx B)9.5 K (Vz B)12.1 K(Vx B).92 K (Vz B)

MAX. CORNER REACTIONS AT BASE:DOWN: 8 KSHEAR: 3 K

s2 k (vx a) UPLIFT: -6 Kss tc ~v~ a> SHEAR: 3 K8.8 K (Vx B)s.s K ~vz e~ gXIAL

9K


TORQUE 2 kip-ft38 mph WIND - 0.7500 in ICE1.4 K (Vx B) ,G)(IALs.s K (vz B) 4 K1.6 K (Vx B)6:8 K (Vz B)


TORQUE 5 kip-ftREACTIONS - 85 mph WIND

FDHEngineering, Inc. °b' E Main St Clinton, CT (17201)■ 6521 Meridien Drive PfOJe ~' 146HAZ1400

R8lelgh, NC 27616 a'e"r CTI Towers Drawnby:~a~el D4f1C2f1 p'PP'd

Tower Anatysis Phone: (919) 755-1012 code: TIA/EIA-222-F Date:. 1/21/14 scale: NTS

FAX: 919 755-1031 Path: Dwg No. E-~

Feed Line Distribution Chart0' - 67'6"

Rountl Flat App In Face __, App Out Face _ _ _ Truss Leg

c0~adw

FDHEngineering, Inc. °b' E Main St Clinton, CT (71201~ 6521 Meridien Drive Project 146HAZ140p

Raleigh, NC 27616 client: CTI Towers prawn dy ~~rel Duncan App~a:

Tower Analysis Phone: (919) 755-1012 code: TIA/EIA-222-F Date: 11/21/14 scale: NTS

FAX: 919 755-1031 Path: Dwg No. E_~

Face A Face B Far_P C Far_P n

THE MODIFICATIONS DEPICTED ON THESE DRAWINGS ARE BASED ON

THE RECOMMENDATIONS OUTLINED IN T

HE STRUCTURAL ANALYSIS

COMPLETED BY FDH ENGINEERING, INC., P

ROJECT NO. 146CNZ1400

DATED SEPTEMBER 9. 2

014.

THIS REPORT WAS BASED ON A SPECIFIC ANTENNA AND COAX

CONFIGURATION PROVIDED BY THE TOWER OWNER. ANY CHANGE TO

THIS INFORMATION MUST BE REVIEWED BY FDH ENGINEERING, INC.

ALL DIMENSIONS, MEASUREMENTS, QUANTITIES, PART NUMBERS AND

COAX/ANTENNA PLACEMENTS TO BE FIELD VERIFIED BY CONTRACTOR

PRIOR TO MATERIAL ORDERS AND CONSTRUCTION.

i _

-- .

I

-- _ _

.ii,

- ,~

~<

I~.~~

~

~~

SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STEET

CLINTON, CT 06413

COORDINATES:

LATITUDE: 41.2788°LONGITUDE: -72.5259°

SHEET INDEX

SHT.

DESCRIPTION

NO.

T-1

TITLE SHEET

N-1

MODIFICATION INSPECTION

NOTES

N-2

GENERAL NOTES

S-1

MODIFICATION SCHEDULE

S-2

ANGLE LEG

REINFORCEMENT DETAILS

S-3

NEW DIAGONAL

INSTALLATION DETAILS

S-4

BASE PLATE

STIFFENER INSTALLATION

DETAILS

PREPARED BY:

6521 MERIDIEN DRIVE

■

RALEIGH, NC 27616

PHONE: 919-755-1X12

FAX: 919-755-7031

ENGINEERING INNOVATION

PREPARED FOR:

t`,,~w6 ~t7 ~ r ~~~~~, ~~

i

~~

{•. .'

'LLJ, d

'i'L, A~`P ,f

} ~r ~ '`mfr

~:r~~

'"~~'

P1a.'~3247 .'cc~

fJ~rt j

s ~~~ ~ljt !

~~~09/26/14

DENNIS D. ABEL, P.E.

CONNECTICUT LIC. N0. 2

3247

DRAWN BY:

LWL

CHECKED BY:

JAS

ENG APPV'D:

DDA

PROJECT NO:

146DCX1400

SUBMITTALS

DATE

DESCRIPTION

REV

09/26/14

CONSTRUCTION

0

THE INFORMATION CONTAINED

IN THIS

SET OF DOCUMENTS IS PROPRIETARY

BYNATURE. REPRODUCTION

OR CAUSING TO

BE REPRODUCED THE

WHOLE OR ANY

PART OF THESE DRAWINGS

WITHOUT THEPERMISSION

OF FDH

ENGINEERING, INC.IS PROHIBITED.SITE

NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEET TITLE

TITLE SHEET

SHEEP NUMBER

T-1

FOR INQUIRIES REGARDING THE CONTENT OF THESE MODIFICATION

DRAWINGS, PLEASE CONTACT JOSHUA SHAW WITH THE FDH

ENGINEERING STRUCTURAL DEPARTMENT (919) 755-1012

PROJECT DESCRIPTION:

MODIFICATION DRAWINGS

FORA 67.5' SELF-SUPPORT TOWER

MODIFICATION INSPECTION NOTES:

MI CHECKLIST

CONSTRUCTIONJINSTALL4TION

INSPECTIONS AND TESTING

REPORT ITEM

REQUIRED

PRE-CONSTRUCTION

X

MI CHECKLIST DRAWING

N/A

FOR APPROVED SHOP DRAWINGS

NIA

FABRICATION INSPECTION

N/A

FABRICATOR CERTIFIED

WELD INSPECTION

J(

MATERIAL TEST REPORT (MTR)

NIA

FABRICATOR NDE INSPECTION

NIA

NDE REPORT OF MONOPOLE BASE PLATE (AS REQUIRED)

X

PACKING SLIPS

ADDITIONAL TESTING AND INSPECTIONS:

CONSTRUCTION

X

CONSTRUCTION WSPECTIONS

NIA

FOUNDATION INSPECTIONS

NIA

CONCRETE COMP. STRENGTH AND SLUMP TESTS

N/A

POST INSTALLED ANCHOR ROD VERIFICATION

N/A

BASE PLATE GROUT VERIFICATION

X

CONTRACTORS CERTIFIED

WELD INSPECTION

N/A

EARTHWORK: LIFT A

ND DENSITY

X

ON SITE

COLD GALVANIZING

VERIFICATION

N/A

GUY WIRE TENSION REPORT

X

GC AS-BUILT DOCUMENTS


POST-CONSTRUCTION

X

MI INSPECTOR REDLINE OR RECORD DRAWINGS)

N/A

POST INSTALLED ANCHOR ROD PULL-OUT TESTING

X

PHOTOGRAPHS


1. THE POST CONSTRUCTION INSPECTION (MQ IS

A VISUAL INSPECTION OF TOWER

MODIFlCATIONS AND A REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS

TO ENSURE THE INSTALLATION

WAS CONSTRUCTED IN

ACCORDANCE WITH

THE CONTRACT

DOCUMENTS, NAMELY THE MODIFICATION

DRAWINGS, AS DESIGNED BY THE ENGINEER OF

RECORD (EOR).

2. THE MI

IS TO CONFIRM INSTALLATION

CONFIGURATION AND WORKMANSHIP ONLY AND IS

NOT A REVIEW OF THE MODIFICATION

DESIGN ITSELF,

NOR DOES THE MI

INSPECTOR

TAKE OWNERSHIP OF THE MODIFICATION

DESIGN. OWNERSHIP OF THE STRUCTURAL

MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY

RESIDES WITH

THE FOR AT ALL

TIMES.

3. ALL MI'S S

HALL BE CONDUCTEQ BY A MIINSPECTOR THAT IS

APPROVED TO PERFORM

ELEVATED WORK FOR FDH ENGINEERING, INC..

4. TO ENSURE THAT THE REQUIREMENTS OF THE MI

ARE MET,. IT

IS VITAL

THAT THE

GENERAL CONTRACTOR (GC) AND THE MI

INSPECTOR BEGIN

COMMUNICATING AND

COORDINATING AS SOON AS A PO IS

RECEIVED.

IT IS

EXPECTED THAT EACH PARTY

WILL BE PROACTIVE IN

REACHING OUT TO THE OTHER PARTY.

IF CONTACT

INFORMATION IS

NOT KNOWN, CONTACT YOUR FDH POINT OF CONTACT (POC).

5. REFER TO CCR-01

CONTRACTOR CLOSEOUT REQUIREMENTS FOR FURTHER DETAILS

AND REQUIREMENTS.

MI INSPECTOR

1. THE MI

INSPECTOR IS

REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING

A PO

FOR THE MI

T0, AT A MINIMUM:

• REVIEW THE REQUIREMENTS OF THE MI

CHECKLIST

• WORK WITH

THE GC TQ DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,

INCLUDING FOUNDATION INSPECTIONS

2. THE MI

INSPECTOR IS

RESPONSIBLE FOR COLLECTING ALL GENERAL CONTR4CTOR (GC)

INSPECTION AND TEST REPORTS, REVIEWING THE DOCUMENTS FOR ADHERENCE TO THE

CONTRACT DOCUMENTS, CONDUCTING THE IN-

FIELD INSPECTIONS, AND SUBMITTING THE

MI REPORT TO FDH.

CORRECTION OF FAILING MI'S

1. IF T

HE MODIFICATION

INSTALL4TION WOULD FAIL T

HE MI ("FAILED

MI"}, THE GC SHALL

WORK WITH

FDH TO COORDINATE A REMEDIATION PLAN IN

ONE OF TWO WAYS:

• CORRECT FAILING

ISSUES TO COMPLY WITH

THE SPECIFICATIONS

CONTAWED IN

THE

ORIGINAL CONTRACT DdCUMENTS AND COORDINATE A SUPPLEMENT MI.

• OR, WITH

FDH'S APPROVAL, THE GC MAY WORK WITH

THE FOR TO RE-ANALYZE

THE MODIFlCATION/REINFORCEMENT USING THE AS-BUILT CONDITION.

REQUIRED PHOTOS

1. BETWEEN THE GC AND THE MI

INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A

MINIMUM, ARE TO BE TAKEN AND INCLUDED IN

THE MI

REPORT:

• PRE-CONSTRUCTION GENERAL SITE

CONDITION

• PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION

CONSTRUCTION/ERECTION

AND INSPECTION

•• RAW MATERIALS

•• PHOTOS OF ALL CRITICAL

DETAILS•• FOUNDATION MODIFICATIONS

•• WELD PREPARATION

•• BOLT INSTALLATION

AND TORQUE

•• FINAL

INSTALLED. CONDITION

•• SURFACE COATING REPAIR

• POST CONSTRUCTION PHOTOGRAPHS

•~ FINAL

INFIELD CONDITION

2. PHOTOS OF ELEVATED MODIFICATIONS

TAKEN FROM THE GROUND SHALL BE

CONSIDERED INADEQUATE.

NOTE: X DENOTES A DOCUMENT NEEDED FOR THE MI

REPORT

NJA DENOTES A DOCUMENT THAT IS

NOT REQUIRED FOR THE MI

REPORT

PREPARED 0Y:

6521 MERIDIEN DRIVE

.

RALEIGH, NC 27616

PHONE: 919-755-1012

FAX: 919-755-1031


PREPARED FOR:

CTI TC~~'EI~S

/`~t;i T ~J

fcs~'r_r~ `~ ~5

.mot

~~ ~•~ya

'r ; ~

"'~ ~. ~ta.23247

.'cvS.'f~~ ~.'; ~!~'E~t;IS~'a~~~~~•

ff f~,'fs ~~l~(~11L11~

~09;26 14


/ /

CONNECTICUT LJC.

N0. 23247

DRAWN BY:

LWL

CHECKED BY:

JAS

ENG APPV'D:

DDA

PROJECT NO:

146DCX1400

SUBMITTALS

DATE

DESCRIPTION REV

09/2614

CONSTRUCTION

0

THE INFORMATION

CONTAINED IN

THISSET OF DOCUMENTS IS

PROPRIETARY BY

NATURE. REPRODUCTION OR CAUSING

TO

BE REPRODUCED THE WHOLE OR ANY

PART OF THESE DRAWINGS WITHOUT THE

PERMISSION OF FDH ENGINEERING, INC.

IS PROHIBITED.

SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEET TITLE

MODIFICATION

INSPECTION NOTES

SHEET NUMBER

N-1

GENERAL NOTES:

1. ALL

WORK SHALL BE DONE IN

ACCORDANCE WITH

ALL APPLICABLE

FEDERAL, STATE AND LOCAL CODES AND ORDINANCES. IT

IS THE

CONTRACTOR'S RESPONSIBILITY T

O OBTAIN

ALL PERMITS NECESSARY

TO COMPLETE THE PROJECT AND ABIDE

BY ALL CONDITIONS AND

REQUIREMENTS OF THE PERMITS.

STEEL:

1. ALL S

TRUCTURAL STEEL SHALL BE FABRICATED

AND ERECTED IN

ACCORDANCE WITH

THE LATEST

AISC CODE AND ASTM

SPECIFICATIONS.

GALVANIZATION/SURFACE PREPARATION NOTES:

PREPARED BY:

6521 MERIDIEM DWVE

.

RALEIGH, NC 27616

PHONE: 919-755-1012

FAX: 919-755-1031

E N G I N

E E R I N

G

I N N O V A T I O

N2.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION

OF

ALL DIMENSIONS, ELEVATIONS

AND EXISTING

CONDITIONS AT THE

SITE BEFORE ORDERING ANY MATERIALS

OR DOING ANY WORK. NO

EXTRA CHARGE OR COMPENSATION SHALL BE ALLOWED DUE TO

DIFFERENCE BETWEEN ACTUAL DIMENSIONS AND DIMENSIONS

INDICATED ON THE CONSTRUCTION DRAWINGS. ANY SUCH

DISCREPANCY IN

DIMENSION WHICH MAY BE FOUND SHALL BE

SUBMITTED TO FDH ENGINEERING FOR CONSIDERATION BEFORE THE

GONTR4CTOR PROCEEDS WITH

THE WORK IN

THE AFFECTED AREAS.

3. INCORRECTLY FABRICATED, D

AMAGED, OTHERWISE MISFITTING, O

RNON-CONFORMING MATERIALS

AND CONDITIONS

SHALL BE REPORTED

TO FDH ENGINEERING PRIOR TO ANY REMEDIAL OR CORRECTIVE

ACTION. ALL ACTIONS SHALL REQUIRE FDH ENGINEERING

APPROVAL.

4. IT

IS THE CONTRACTOR'S SOLE RESPONSIBILITY T

O DETERMINE

ERECTION PROCEDURE AND SEQUENCE TO ENSURE THE SAFETY OF

THE STRUCTURE' AND ITS

COMPONENT PARTS DURING ERECTION

AND/OR FIELD

MODIFICATIONS. THIS INCLUDES, BUT IS

NOT LIMITED

T0, THE ADDITION

OF TEMPORARY BRACING, G

UYS OR TIE

DOWNS

THAT MAY BE NECESSARY. SUCH MATERIAL S

HALL BE REMOVED

AFTER THE. C

OMPLETION OF THE PROJECT.

5. CONTRACTOR SHALL PROMPTLY REMOVE ANY &ALL DEBRIS FROM

SITE AND RESTORE AS BEST AS POSSIBLE TO PRECONSTRUCTION

CONDITION.

1. ALL REPAIRS

SHALL BE PERFORMED BY A TOWER CONTRACTOR WITH

A MINIMUM

5 YEARS EXPERIENCE IN

TOWER ERECTION AND

RETROFIT AND WITH

WORKING KNOWLEDGE OF THE TIA/EIA

222-F

"STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND

ANTENNA SUPPORTING STRUCTURES".

2. CONTRACTOR IS

RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND

METHODS. SHOULD THE CONTRACTOR REQUIRE DIRECT

CONSULTATION, FDH ENGINEERING, INC. IS

WILLING TO OFFER

SERVICES BASED UPON AN AGREED FEE FOR THE WORK RERUIRED.

3. ALL SUBMITTAL INFORMATION

MUST BE SENT TO FDH ENGINEERING,

INC. 6521 MERIDIEM

DRIVE, RALEIGH NC, 27616, TEL. (

919)

755-1012, FAX. (

919) 755-1031, E-MAIL INFO~FDH-INC.COM.

ANY VARIATION

OF THESE SPECIFICATIONS

OR DRAWINGS WITHOUT

CONSENT FROM FDH ENGINEERING, INC. WILL

VOID ANY

RESPONSIBILITY OR LIABILITY

FOR DAMAGE (MATERIAL

OR PHYSICAL)

TOWARDS FDH ENGINEERING. INC.

4. ALL CONSTRUCTION TO BE IN

ACCORDANCE WITH

THE TIA-1019-A

STANDARD.

JOB SITE SAFETY 8~ N

OTES:

1. NEITHER

THE PROFESSIONAL ACTIVITIES

OF FDH ENGINEERING, INC.

NOR THE PRESENCE OF FDH ENGINEERING, INC. O

R EMPLOYEES

AND SUB-CONSULTANTS AT THE CONSTRUCTION SITE, S

HALL

RELIEVE THE GENERAL CONTRACTOR AND OR SUBCONTRACTORS AND

ANY OTHER ENTITY

OF THEIR

OBLIGATIONS, DUTIES AND

RESPONSIBILITIES INCLUDING, B

UT NOT LIMITED T

0, CONSTRUCTION

MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES

NECESSARY FOR PERFORMING, SUPERINTENDING OR COORDINATING

ALL PORTIONS OF THE WORK OF CONSTRUCTION IN

ACCORDANCE

WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. T

HE

GENERAL CONTRACTOR AND OR SUBCONTRACTOR IS

SOLELY

RESPONSIBLE FOR JOB SAFETY, A

ND WARRANTS THAT THIS

INTENTIS

EVIDENT BY ACCEPTING THIS

WORK.

1. CONTRACTOR TO USE ZINGA OR ZRC COLD GALVANIZATION

COMPOUNDS OR APPROVED EQUIVALENT.

2. PREPARE RUSTED/CORRODED SURFACE FOR TREATMENT

*ALL STEEL ANGLE SHALL BE ASTM A36 (Fy=36K51) UNLESS

ACCORDING TO MANUFACTURE'S RECOMMENDATIONS.

OTHERWISE SPECIFIE0.

3. CONTRACTOR TO APPLY (2) COATS OF COLD GALVANIZATION

*ALL STEEL PLATE SHALL BE ASTM A572-65 (Fy=65KS1) UNLESS

COMPOUNQ PER MANUFACTURER'S RECOMMENDATION. DRYING

OTHERWISE SPECIFIED.

AND CURING TIMES

MUST BE UTILIZED

PER MANUFACTURER'S

2. ALL CONNECTIONS OF STRUCTURAL STEEL MEMBERS SHALL BE

RECOMMENDATION.

MADE USING

SPECIFIED WELDS WITH

WELDING ELECTRODES E-80XX

4. APPLY ALL COATINGS BY BRUSH IN

CALM WIND CONDITIONS.

OR SPECIFIED

HIGH STRENGTH BOLTS TO BE ASTM A325N, THREAD

THE USE OF AERpSOL IS

NOT PERMITTED.

INCLUDED WITH

SHEAR PLANE (UNLESS OTHERWISE NOTED).

5. IF T

HE TOWER IS

PAINTED, BRUSH PAINT A

LL TREATED AREAS

3. ALL BOLTED CONNECTIONS TO BE INSTALLED T

O ASNUG-TIGHTENED

TO MATCH TOWER AFTER COLD GALVANIZATION

COMPOUND IS

CONDITION IN

ACCORDANCE WITH

AISC 13 PART 16.2,

ALLOWED TO CURE.

"SPECIFICATION FOR STRUCTURAL JOINTS

USING ASTM A325 OR

A490 BOLTS", SECTION

8.1, UNLESS OTHERWISE SPECIFIED.

WHEN

SURFACE PREPARATION:

"X" TYPE BOLTS ARE USED, CONTRACTOR MAY BE REQUIRED TO

STACK ADQITIONAL

WASHERS TO OBTAIN

PROPER SNUG TIGHT

1. PREPARE SURFACE TO BE WELDED BY REMOVING PAINT

INSTALLATION. ALL NUTS SHALL BE HEAVY HEX UNLESS OTHERWISE

OR GALVANIZATION

TO BARE METAL USING PQWER WIRE

NOTED.

BRUSHING IN

ACCORDANCE WITH

SSPC-SP11, (STEEL

4. ALL STEEL, A

FTER FABRICATION, S

HALL BE HOT DIPPED GALVANIZED

STRUCTURES PAINTING

COUNCILj. FOLLOWING POWER WIRE

PER ASTM A-123.

ALL DAMAGED SURFACES, WELDED AREAS AND

BRUSHING CONTRACTOR SHALL POLISH

METAL SURFACE

AUTHORIZED NON-GALVANIZED MEMBERS OR PARTS (EXISTING

OR

WITH HIGH

SPEED GRINDER WITH 4

00+ GRIT S

ANDPAPER.

NEW) SHALL BE PAINTED

WITH MULTIPLE

COATS OF ZRC COLD

2, AFTER NEW STEEL INSTALLATION

CONTRACTOR TO BRUSH

GALVANIZING COMPOUND ACHEIVING

A MINIMUM OF 4 MILS

DRY FILM

PAINT (2) COATS OF ZRC OR ZINGA

COLD GALVANIZATION

PER ASTM A 780.

COMPOUND PER MANUFACTURER'S SPECIFICATIONS.

5. ALL SHOP AND FIELD

WELDING SHALL BE DONE BY WELDERS

y~IELDING NOTES:

QUALIFIED AS DESCRIBED IN

THE °A

MERICAN WELDING SOCIETY'S

STANDARD QUALIFICATION

PROCEDURE" TO PERFORM THE TYPE OF

1. ALL WELDING TO THE EXISTING

TOWER SHALL BE

WORK REQUIRED. CONTRACTOR IS

REQUIRED TO PROVIDE FDH

PERFORMED BY CERTIFIED

WELDERS UTILIZING

ENGINEERING, INC. WITH A PASSING CERTIFIED

WELDING INSPECTION

PROCEDURES

QUALIFIED IN

ACCORDANCE WITH

AWS D1.1

FOR ALL WELDS.

AND AWS C5.4.

6. STRUCTURAL STEEL MAY NOT BE TORCH CUT FOR FABRICATION. A

LL Z

STEEL FABRICATION

MUST FOLLOW AISC

STANDARDS.

MISC. NOTES:

1. ALL MODIFICATIONS

ARE ASSUMED TO BE MADE ON AN EMPTY

TOWER. CONTRACTOR IS

RESPONSIBLE TO MAKE PROVISIONS TO

SUPPORT OR WORK AROUND EXISTING

ANTENNAS AND

TRANSMISSION LINES.

MODIFlCATIONS MUST BE CONTWUOUS

THROUGH ALL AREAS SHOWN.

2. CONTRACTOR FIELD

VERIFY ALL DIMENSIONS PRIOR TO

CONSTRUCTION.

FABRICATION NOTES:

1. ALL DIMENSIONS ARE PRELIMINARY

UNTIL FIELD

VERIFIED BY

CONTRACTOR. AM' CHANGES MUST BE APPROVED BY ENGINEER OF

RECORD IN

WRITING PRIOR TO FABRICATION

AND INSTALLATION.

CONTRACTOR SHALL COMPLY WITH

AWS D1.1

FOR

PROCEDURES, APPEARANCE AND QUALITY

OF WELDS AND

FOR. METHODS USED IN

CORRECTING WELDING. ALL

WELDERS AND WELDING PROCESSES SHALL BE QUALIFIED

IN ACCORDANCE WITH

AWS "STANDARD QUALIFICATION

PROCEDURES". CONTRACTOR SHALL SUBMIT CERTIFICATION

OF WELDERS TO THE ENGINEER PRIOR TO

COMMENCEMENT OF THE WORK.

3. CONTRACTOR RESPONSIBLE FOR TEMPORARY HEAT

SHIELDING AS REQUIRED DURING WELDING.

4. CONTRACTOR RESPONSIBLE FOR VIEWING

EXISTING TOWER

FOR LOOSE AND FLAMMABLE MATERIAL

PRIOR TO WELDING

FLAT PLATE.

5. ALL WELDS TO BE VISUALLY

INSPECTED BY A CERTIFIED

WELD INSPECTOR PER AWS D1.1.

2. NEW STEEL MEMBERS MUST HAVE SINGLE DRILLED

HOLES. SLOTTED

AND DOUBLE DRILLED

HOLES ARE NOT ACCEPTABLE MEANS OF

FABRICATION.

SUBSTITUTES AND/OR EQUALS:

1. IF

CONTRACTOR WISHES TQ FURNISH OR USE A SUBSTITUTE

ITEMOF MATERIAL

OR EQUIPMENT, CONTRACTOR SHALL FIRST

MAKE

WRITTEN APPLICATION

TO ENGINEER OF RECORD FOR ACCEPTANCE

THEREOF, CERTIFYING T

HAT THE PROPOSED SUBSTITUTE WILL

PERFORM ADEQUATELY THE FUNCTIONS AND ACHIEVE T

HE RESULTS

CALLED FOR BY THE GENERAL DESIGN, B

E SIMILAR

IN SUBSTANCE

TO THAT SPECIFIED

AND SUITED

TO THE SAME USE AS THAT

SPECIFlED. ALL VARIATIONS

OF THE PROPOSED SUBSTITUTE FROM

THAT SPECIFIED

WILL BE IDENTIFIED

IN THE APPLICATION

AND

AVAILABLE MAINTENANCE, REPAIR

AND REPLACEMENT .SERVICE

WILLBE INDICATED.

THE APPLICATION

WILL ALSO CONTAIN

AN ITEMIZED

ESTIMATE OF ALL COSTS OR CREDITS T

HAT WILL

RESULT DIRECTLY

OR INDIRECTLY

FROM ACCEPTANCE QF SUCH SUBSTITUTE INCLUDING

COSTS OF REDESIGN AND CLAIMS

OF OTHER CONTRACTORS

AFFECTED BY THE RESULTING CHANGE, ALL OF WHICH WILL B

ECONSIDERED BY ENGINEER OF RECORD IN

EVALUATIQN OF THE

PROPOSED SUBSTITUTE.

ENGINEER OF RECORD MAY REQUIRE

CONTRACTOR TO FURNISH ADDITIONAL

DATA ABOUT THE PROPOSED

SUBSTITUTE.

PREPARED FOR

~~ ~ ~ ~

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14

DENNIS D. ABEL, P,E.

/ /

CONNECTICUT LIC.

N0. 23247

DRAWN BY:

LWL

CHECKED 6Y:

JAS

ENG APPV'D:

DDA

PROJECT NO:

146DCX1400

SUBMITTALS

DATE

DESCRIPTION

REV

09/2fi/14

CONSTRUCTION

0

THE INFORMATION

CONTAINED IN

THISSET O

F DOCUMENTS IS

PROPRIETARY BY

NATURE.. REPRODUCTION OR CAUSING T

OBE REPRODUCED THE WHOLE OR ANY

PART OF THESE DRAWINGS

WITHOUT THE


IS PROHIBITED.

SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEET TITLE

GENERAL NOTES

SHEET NUMBER

N-2

• APPURTENANCES MAY INTERFERE

WITH PROP05ED MODIFICATIONS.

• ALL MODIFICATIONS TO BE INSTALLED

CONTINUOUSLY THROUGH EXISTING

EQUIPMENT (UNLESS NOTED

OTHERWISE). ALL EXISTING

EQUIPMENT NOT TO BE DAMAGED OR

TAKEN OFF AIR DURING INSTALLATION.

• ANTENNA GRAPHICS NOT SHOWN FOR

CLARITY. SEE STRUCTURAL ANALYSIS

REPORT FOR EXISTING ANTENNA

LOADING.

• COAX GRAPHICS NOT SHOWN FOR

CLARITY. SEE STRUCTURAL ANALYSIS

REPORT FOR EXISTING COAX

CONFIGURATION.

TOWER MODIFICATION SCHEDULE

BOTTOM

TOP ELEV.

NO.

TYPE OF MODIFICATION

ELEV. (FT)

(FT)

1 INSTALLATION

OF NEW ANGLE LEG REINFORCEMENT. SEE SHEEP S-2 FOR DETAILS.

23.81

28.81

2

REMOVAL OF EXISTING

SUBHORIZONTALS.

15.Ot

27.51

3

INSTALLATION OF NEW DIAGONALS. S

EE S-3 FOR DETAILS.

15.Of

25.Ot

4

INSTALLATION OF NEW BASE PLATE STIFFENERS. S

EE S-4 FOR DETAILS.

-

O.Of

TOWER FINISH: G

ALVANIZED

PREPARED BY:

6521 MERIDIEN DRIVE

■

RALEIGH, NC 27616

PHONE: 919-755-1072

FAX: 919-755-1031


PREPARED FORCTI T~?~X%`ERS

d~.

r,

r~,~'

S'/ ~~'

~

~f`r~ ~<<!1►~~~144tiS~~~09/26/14


CONNECTICUT LIC.

N0. 23247

DRAWN BY:

LWL

I

CHECKED BY:

JAS

ENG APPV'D:

DDA

SUBMITTALS

~AlE

DESCRIPTION REV

09/26/14

CONSTRUCTION

0

PROJECT NO:

146DCX1400

THE INFORMATION

CONTAINED IN

THISSET OF DOCUMENTS IS

PROPRIETARY BY

NATURE. REPRODUCTION OR CAUSING T


PART OF THESE DRAWINGS WITHOUT T

HE


IS PROHIBITED.SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

~

~

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEEP TITLE

~ ~~

TOWER ELEVATION

SCALE: NTS

MODIFICATION SCHEDULE

SHEET NUMBER

S-1

ANGLE LEG REINFORCEMENT INSTALLATION SCHEDULE

EXISTING

NEW ANGLE

PRELIMINARY

MAX BOLT

GAGE

EDGE

BOLT

ELEVATION

LEG SIZE

4TM'

REINFORCEMENT

LENGTH'

SPACING

BOLT SIZE

HOLE SIZE

LINE*'

DISTANCE*"*

GRADE

23.8'f TO 28.8't

L2 1/2X2 1/2X1/4

8

L2 1/2X2 1/2X1/4

g'_p"f

18"

(48) 5/8"0

11/16"~

1 3/8"

1 1/4"

A325N

*CONTRACTOR TO FIELD

VERIFY LENGTH PRIOR TO MATERIAL ORDERS.

**DISTANCE FROM HEEL OF ANGLE TO CENTER OF BOLT HOLE.

***EDGE DISTANCE FRpM CENTER OF BOLT HOLE TO EDGE OF CONNECTEQ PART.

EXISTING MEMBER BOLTS

NOT SHOWN FOR CLARITY.

I~

AI

Q

~~ ~_

~~

\~

~

~ '~~~`. A

I

~~

I~

~I

`~

~

I~`

If ;Ji ,

f'

~~

~r=' i

~

,;~" ,:

II

I~

i~

~~

ANGLE LEG REINFORCEMENT

ELEVATION VIEW

~ ELEVATION

S-2

NTS

TOP OF INSTALLATION ~ELEV: 2

8.8'f

2

5—z

MK-1

NEW ANGLE LEG

REINFORCEMENT.

SEE THIS

SHEET FOR

DETAILS.(7YP.)

NEW 5/8"0

STITCH BOLT

(TrP.)

BTM. OF INSTALLATION ~ELEV: 2

3.8

MK-1

NEW ANGLE LEG REINFORCEMENT

SEE THIS

SHEEP FOR DETAILS.

(TYP.)


PLAN VIEW

~ ELEVATION

S 2

NTS

3'~

5-3

i

~

~ ~ i

EXISTINGTOWER WALL

MOUNT

MK-1

NEW ANGLE LEG

REINFORCEMENT. SEE

THIS SHEET FOR DETAILS.

~~~~~

NEW 5/8'0

CONTRACTOR TO PRaVIDE

STITCH BOLT.

WASHER IN

GAP 6EfWEEN

~ ~~P'~

NEW AND EXISTINGANGLE.

~NP

~~ '~ EXISTINGTOWER LEG


PLAN VIEW

s DETAIL

S-2

NTS

0,~

I0TXmCONTRACTOR TO

STAGGER BOLTS TO

AVOID INTERFERENCE.

~~•)


ELEVATION VIEW

MK-1

ELEVATION

S-2

NTS

PREPARED BY:

6521 MERIDIEN DRIVE

.

RALEIGH, NC 27616

PHONE: 919-755-1012

FAX: 919-755-1031


PREPARED FOR:~Q~ ~

r ;;e~

.i[ '`~.

~~y

i~

~~L ,:_q~

~S ~

• ~f.

f~f ~~i; ~:~Z'~'~15~~`~~ty~~`

fi{f,~~~~~(l

l 61~~09/26/14


CONNECTICUT LIC.

N0. 23247

DRAWN BY:

LWL

CHECKED 8Y:

JAS

ENG APPV'~:

DMA

PROJECT NO:

146DCX1400

SUBMITTALS

~A7E

DESCRIPTION

REV

09/26/14

CONSiF2UCTI0N

0

THE INFORMATION

CONTAINEd IN

THISSET OF DOCUMENTS IS P

ROPRIETARY BY

NATURE. REPRODUCTION OR CAUSING

TO



HE


is PROHisirEo.SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEET TITLE

ANGLE LEG

REINFORCEMENT DETAILS

SHEET NUMBER

S-2

EXISTINGHORIZONTAL

MEMBER

(NP.)

EXISTINGANGLE TOWER LEG

(NP.)

MK-2 R

EPLACEMENT DIAGONAL SCHEDULE

ELEVATION

PROPOSED

ESTIMATED

STITCH

STITCH

GAGE

BOLT

MEMBER

LENGTH, A*

BOLT SIZE

HOLE SIZE

LINE*

GRADE

22.5~t TO 25.0't

(4) L1

3/4X1 3/4X1/4

3'-6"t

(4) 1/2"0

9/16"0

~"

A325N

20.0't TO 22.5'f

(4) L1

3/4X1 3/4X1/4

3'-6"f

(4) 1/2"~

9/16"~

~"

A325N

17.5'f TO 2D.0'f

(4) L1

3/4X1 3/4X1/4

3'-6"t

(4) 1/2"~

9/16"0

~"

A325N

15.0'f TO 17.5'f

(4) L1

3/4X1 3/4X1/4

3'-6"f

~4) ~~2"~

9/16"~

~"

A325N

4 BAYS REQUIRE DIAGONAL REPLACEMENT

*CONTRACTOR TO FIELD

VERIFY LENGTH PRIOR TO MATERIAL ORDERS.

**DISTANCE FROM HEEL OF ANGLE TO CENTER OF BOLT HOLE.

***EDGE DISTANCE FROM CENTER OF BOLT HOLE TO EDGE OF CONNECTED PART.

NEW STITCH

BOLT.

SEE SCHEDULE ON THIS

SHEET FOR DETAILS.

MK-2

NEW DIAGQNAL.

SEE SCHEDULE ON THIS

SHEET FOR DETAILS.

\\

NEW ANGLE LEG REINFORCEMENT.

SEE SHEEP S-2 FOR DETAILS.

(NP.)

MK-2

CONTRACTOR TO PROVIDE

EXISTING3

MEW DIAGONAL MEMBER.

NEW WASHER IN

CLEARANCE

DIAGONAL

MK-2

S-3

SEE THIS SHEEP FOR

GAP BETWEEN NEW AND

CONTRACTOR MAY BE

NEW DIAGONAL

DETAILS. EXISTING

DIAGONALS.

REQUIRED TO SHIM NEW

ANGLE MEMBER. SEE SCHEDULE

~-'~>\

(WASHER THICKNESS TO BE

ON THIS

SHEET FOR DETAILS.

~P~~

FIELD VERIFIED) (

NP.)

DIAGONAL TO ENSURE

iMEMBER IS

FLUSH WITH

~nP•~

~ DIAGONAL INSTALLATION

PROPOSED ANGLE LEG

~ i

PLAN VIEW

REINFORCEMENT FOR

PROPER INSTALLATION.

E-80XX

3

DETAIL

~ (7yp,)

CONTRACTOR TO WELD

~~

NEW DIAGONAL TO

S-3

NT5

EXISTING TOWER LEG

(7YP.)

~

EXISTING FEEDLINE LADDERS TO BE RE-INSTALLED USING EXISTING

HARDWARE

~\

TO NEW DIAGONALS WHERE POSSIBLE & REPLACED IN

ALL OTHER LOCATIONS

AS NECESSARY. CONTRACTOR RESPONSIBLE FOR ALL PARTS ASSOCIATED WITH

\\~

NEW STITCH

BOLT W/ LOCK

NEW STITCH

BOLT. SEE

TEMPORARY &FINAL COAX &CLIMBING LADDER SUPPORT.

WASHER. (USE FLAT WASHERS

SCHEDULE FOR DETAILS.

AS SPACERS, HOLES TO BE

~nP

•~FIELD

DRILLED). SEE SCHEDULE

B'*

AFOR DETAILS.

TOP OF INSTALLATION ~

__ ELEV: S

EE SCHEDULE

__,

r,~

-~

2

wzS-3

DIAGONAL INSTALLATION

COPING

~PLAN VIEW

(IF REQUIRED)

Qc~

2 PLAN

BTM. OF INSTALLATION ~

S-3

NTS

.~

ELEV: SEE SCHEDULE

*

ESTIMATED HOLE LOCATION. CQNTRACTOR TO FIELD

VERIFY LOCATION OF THIS

HOLE PRIOR TO DRILLING

HOLE TO ENSURE PROPER FIT.

CONTRACTOR TO

FIELD CUT EXCESS MATERIAL AFTER HOLE LOCATION IS VERIFIED.

DIAGONAL INSTALLATION

** "B" WE SUGGEST THE PRELIMINARY CUT LENGTH IS

6" LONGER THAN OUR

ELEVATION VIEW

ESTIMATED LENGTH FOR MEMBERS 1D' OR LESS, & 12" FOR MEMBERS

GREATER THAN i0'.

~ ELEVATION

5-3

NTS

DIAGONAL

FRONT VIEW

MK-2

DETAIL

S-3

NTS

PF2EPARED BY:

6527 MERIDIEN DRIVE

■

RALEIGH, NC 27616

PHONE: 919-755-1012

FAX; 919-755-103t


PREPARED FOR:

CTI T~?WERS

a~-

M: ~.~ "%

i i

~'

~f°~tr 4. Ua

~ bi27"

a (~.

"ms's ~. C~ a . 2

3 Z Q 7 ,

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Jrr'! ~~~~1[U 1 ~ ~~09/26/14


CONNECTICUT LJC,

N0. 23247

DRAWN BY:

LWL

CHECKED BY:

JAS

ENG APPV'D:

DDA

PROJECT NO:

146DCX 1400

SUBMITTALS

DATE

DESCRIPTION REV

09/26/14

CONSTRUCTION

0

THE INFORMATION

CONTAINED IN

THISSET OF DOCUMENTS IS P

ROPRIETARY BY

NATURE. REPRODUCTION OR CAUSING TO



HE


IS PROHIBITED.

SITE NAME:

E MAIN STREET

SITE NUMBER:

11201

SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413

SHEET TITLE

NEW DIAGONAL


SHEET NUMBER

S-3

NEW BASE PLATE

STIFFENER MATERIAL LIST

ELEVATION

QTY.

DESCRIPTION

0.0't (4) MK-3

NEW BASE PLATE STIFFENER

1 ELEVATION

REQUIRES BASE PLATE STIFFENER

INSTALLATION

CONTRACTOR TO INSTALL NEW

BASE PLATE STIFFENER ON

EXISTING BASE PLATE STIFFENER.

EXISTING TOWER

~~4

E-80XX

BOTTOM GIRT

~NP•~

2(TYP.) ~

S-4

i"~

' ~

~

i.

~\

~.

i~\ `~

l

~~\

~\

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.%~

`~

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f'

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3S-4

~,'

ri~

L %

Oy., j'

%'

~ .

BASE PLATE STIFFERNER INSTALLATION

PLAN VIEW

~ PLAN

S-4

NTS

CONTRACTOR TO FIELD VERIFY ALL

DIMENSIONS OF NEW BASE PLATE

STIFFENER.

2 1/2"

(FIELD VERIFY)

~ j

\ j

O

~~~~W

\

~9

~~

\

T~

13/16"~

HOLE

EXISTING BASE

PLATE STIFFENER.

(NP.)

.\i~

MK-3

NEW BASE PLATE

STIFFENER

~~•)

E-80XX \

(NP.) 4

MK-3

NEW BASE PLATE

STIFFENER.SEE THIS

SHEET

FOR DETAILS.

EXISTINGFOUNDATION

EXISTING BASE

~ '

iPLATE STIFFENER

i i

i i

i i

~ i

i ~

i


FRONT VIEW

z DETAIL

S-4

NTS

PREPARED BY:

fi521 MERIDIEN DRIVE

RALEIGH, NC 27816

PHONE: 919-755-1012

_.

FAX: 919-755-1031


PREPARED FOR:

CTI TQWERS

~~..

V~

~. t~'r-r~ 'ice .

~~L "l

r : .~ ~

'~

.-. Ya i ~. '

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ti ~;,'

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~~r/~f's~~i[u ►~~' os

/zs/~ 4


CONNECTICUT LIC.

N0. 23247

DRAWN BY:

LWL

CHECKED BY:

JAS

ENG APPV'~:

DDA

PROJECT NO:

146DCX 1400

SUBMITTALS

DATE

DESCRIPTION

REV

09/26/14

CONSTRUCTION

0

THE INFORMATION

CONTAINED IN

THISSEf O

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SITE NUMBER:

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SITE ADDRESS:

21 E MAIN STREET

CLINTON, CT 06413


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SHEET NUMBER

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FDH

FDH Engineering, Inc., 6521 Meridien Drive, Raleigh, NC, 27616, Ph. 919.755.1012, Fax 919.755.1031

December 19, 2014

Ms. Mikala MannCTI Towers, Inc.38 Pond Street, Suite 305Franklin, MA 02038

RE: 67.5' Lattice TowerCTI Towers Site Name: E Main St ClintonCTI Towers Site ID: 11021T-Mobile Site Name: Clinton/ I-95/ X63/ At 1T-Mobile Site ID: CT11031BSite Address: 21 E Main Street, Clinton, CT 06413FDH Project Number: 1461DM1400

Dear Mikala:

Per your request, FDH Engineering, Inc. has reviewed the previous structural analysis and the revised loadingfor the 67.5' Lattice Tower located in Clinton, CT. The previous structural analysis report by FDH Engineering,Inc. (Project No. 146HAZ1400) dated November 21, 2014, stipulates the tower was analyzed with theappurtenance loading outlined in Table 1 on the following page.

Based on the working percentage calculated in the previous analysis, the load resulting from the currentconfiguration (see Table 1) combined with T-Mobile's revised loading (see Table 2), will not overstress thetower and will meet the requirements of the TIA/EIA-222-F standards, provided the modifications outlined inFDH engineering, Inc. (Project No. 146DCX1400) have been correctly installed. Furthermore, since nofoundation information was available at the time of the analysis, we cannot comment on the capacity of thefoundation at this time. The existing coax should be used with the existing and proposed equipment.

Our assessment has been made assuming all information provided to FDH Engineering, Inc. is accurate andthat the tower has been properly erected and maintained.

In conclusion, the revised T-Mobile installation should meet or exceed all applicable standards and shouldtherefore be considered safe. Should you require additional information, please do not hesitate to contact ouroffice.

Reviewed By:Sincerely,

~~ ~~

Drew Alexander, EIProject Engineer

Dennis D. Abel, PEDirector—Structural EngineeringCT PE License No. 23247

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Document No: ENG-RPT-504S Revision Date: 1118/10

Structural Evaluation LetterCTI Towrs

Site ID: 11021December 19, 2014

Table 2 —Revised Appurtenance Loading

60 (3) RFS APX16DWV-16DWVS

(3) Commscope LNX-6515DS-VTM

Total EPA listed without ice per TIA standard

(3) Standoff T-Arms(12) 7/8" T-Mobile 60 (assumed CaAa = 3.75 ft2 42.8 -10.3

ea.lnot include mount area.

Document No: ENG-RPT-504S Revision Date: 1/18/10

Table 1—Previously AnalyzedlExisting Appumenance Loading

EBI consulting~, environmental ~ engineering ~ due diligence

RADIO FREQUENCY EMISSIONS ANALYSIS REPORTEVALUATION OF HUMAN EXPOSURE POTENTIAL

TO NON-IONIZING EMISSIONS

T-Mobile Existing Facility

Site ID: CT11031 B

Clinton / I-95 /X63 / AT 121 East Main StreetClinton, CT 06413

October 1, 2014

EBI Project Number: 62145259

Site Compliance Summary

Compliance Status: COMPLIANT

Site total MPE% ofFCC general public 44.72allowable limit:

21 B Street Burlington, MA 01803 Tel: (781) 273.250Q Fax: (781) 273.3311

EBI Consulting~, environmental ~ engineering ~ due diligence

October 1, 2014

T-Mobile USAAttn: Jason Overbey, RF Manager35 Griffin Road SouthBloomfield, CT 06002

Emissions Analysis for Site: CT11031B —Clinton / I-95 /X63 / AT_1

EBI Consulting was directed to analyze the proposed T-Mobile facility located at 21 East Main Street,Clinton, CT, for the purpose of determining whether the emissions from the Proposed T-Mobile Antenna

Installation located on this property are within specified federal limits.

All information used in this report was analyzed as a percentage of current Maximum Permissible

Exposure (% MPE) as listed in the FCC OET Bulletin 65 Edition 97-Oland ANSUIEEE Std C95.1. The

FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (µW/cm2).

The number of µW/cm2 calculated at each sample point is called the power density. The exposure lunit

for power density varies depending upon the frequencies being utilized. Wireless Carriers and Paging

Services use different frequency bands each with different exposure limits, therefore it is necessary to

report results and limits in terms of percent MPE rather than power density.

All results were compared to the FCC (Federal Communications Commission) radio frequency exposurerules,. 47 CFR 11307(b)(1) — (b)(3), to determine compliance with the M~imum Permissible Exposure

(MPE) limits for General Population/iJncontrolled environments as defined below.

General population/uncontrolled exposure limits apply to situations in which the general public may beexposed or in which persons who are exposed as a consequence of their employment may not be made

fully aware of the potential for exposure or cannot exercise. control over their exposure. Therefore,.

members of the general public would always be considered under this. category when exposure is not.

employment related, for example, in the case of a telecommunications tower that exposes persons in anearby residential area.

Public exposure to radio frequencies is regulated and enforced in units of mierowatts per square

centimeter (µW/cm2). The general population exposure lunit for the 700 MHz Band is 467 µW/cm2, and

the general population exposure limit for the PCS and AWS bands is 1000 µW/cmZ. Because each carrier

will be using different frequency bands, and each frequency band has different exposure limits, it is

necessary to report percent of MPE rather than power density.

21 B Street 'Burlington, MA 01$03 Tel: (781} 273.250Q ~ Fax: (7S1) 273.3311


OccupationaUcontrolled exposure limits apply to situations in which persons are exposed as a

consequence of their employment and in which those persons who are exposed have been made fully

aware of the potential for exposure and can exercise control over their exposure. OccupationaUcontrolled

exposure limits also apply where exposure is of a transient nature as a result of incidental passage through

a location where exposure levels may be above general population/uncontrolled limits (see below), as

long as the exposed person has been made fully aware of the potential for exposure and can exercise

control over his or her exposure by leaving the area ar by some other appropriate means.

Additional details can be found in FCC OET 65.

CALCULATIONS

Calculations were done for the proposed T-Mobile Wireless antenna facility located at 21 East Main

Street, Clinton, CT, using the equipment information listed below. All calculations were performed per

the specifications under FCC OET 65. Since T-Mobile is proposing highly focused directional panel

antennas, which project most of the emitted energy out toward the horizon, all calculations were

performed assuming a lobe representing the maximum gain of the antenna per the antenna manufactures

supplied specifications, minus 10 dB, was focused at the base of the tower. For this report the sample

point is the top of a 6 foot person standing at the base of the tower.

For all calculations, all equipment was calculated using the following assumptions:

1) 2 GSM channels (PCS Band - 1900 MHz) were considered for each sector of the proposed

installation. These Channels have a transmit power of 30 Watts per Channel

2) 2 UMTS channels (AWS Band — 2100 MHz) were considered for each sector of the proposed

installation. These Channels have a transmit power of 30 Watts per Channel.

3) 2 LTE channels (AWS Band — 2100 MHz) were considered for each sector of the proposed

installation. These Channels have a transmit power of 60 Watts per Channel.

4) 1 LTE channel (700 MHz Band) was considered for each sector of the proposed installation.

This channel has a transmit power of 30 Watts.

5) All radios at the proposed installation were considered to be running at full power and were

uncombined in their RF transmissions paths per carrier prescribed configuration. Per FCC

OET Bulletin No. 65 -Edition 97-01 recommendations to achieve the ma~mum anticipated

value at each sample point, all power levels emitting from the proposed antenna installation

are increased by a factor of 2.56 to account for possible in-phase reflections from the

surrounding environment. This is rarely the case, and if so, is never continuous.

21 B Street Burlington, MA 018t13 Tel: (781) 273.25Q0 ~ Fax: (781) 273.3311

E61 Consultingi environmental ~ engineering ~ due diligence

6) For the following calculations the sample point was the top of a sic foot person standing at

the base of the tower. The malcimum gain of the antenna per the antenna manufactures

supplied specifications minus 10 dB was used in this direction. This value is a very

conservative estimate as gain reductions for these particular antennas are typically much

higher in this direction.

7) The antennas used in this modeling are the RFS APXI6DWV-16DWVS-E-A20 for 1900MHz (PCS) and 2100 MHz (AWS) channels and the Conunscope LNX-6515DS-VTM for

700 MHz channels. This is based on feedback from the carrier with regazds to anticipated

antenna selection. The RFS APXI6DWV-16DWV5-E-A20 has a maximum gain of 16.3

dBd at its main lobe. The Commscope LNX-6515DS-VTM has a maximum gain of 14.6

dBd at its main lobe. The maximum gain of the antenna per the antenna manufacturessupplied specifications, minus 10 dB, was used for all calculations. This value is a very

conservative estimate as gain reductions for these particular antennas are typically much

higher in this direction.

8) The antenna mounting height centerline of the proposed antennas is 60 feet above ground

level (AGL).

9) Emissions values for additional carriers were taken from the Connecticut Siting Council

active database. Values in this database are provided by the individual carriers themselves.

All calculations were done with respect to uncontrolled /general public threshold limits.

21 B Street Burlington, MA 01803 Tel: (781) 273.250 ~ Fax: (781) 273.3311

EBI Consulting1 environmental ~ engineering ~ due diligence

T-Mobile Site Inventory and Power Data

Sector: A Sector: B Sector:Antenna #: 1 Antenna #: 1 Antenna #: 1

RFS APXI6DWV- RFS APXI6DWV- RFS APXI6DWV-MakelModel: 16DWVS-E-A20

Make/Model: 16DVJVS-&A20

MakelModel: 16DVWS-E-A20

Gain: 163 dBd Gain: 163 dBd Crain: 163 dBdHei t (AGL): 60 Hei ht (AGL): 60 Hei ht (AGL): 60

Frequency Bands 1900 MHz(PCS) /



2100 MHz (AWS) 2100 MHz (AWS) 2100 MHz (AWS)Channel Count 6 Channel Count 6 # PCS Cfiannels: 6

Total TX Power: 240 Total T'X Power: 240 # AWS Channels: 240ERP (W): 3,833.82 ERP (R~: 3,833.82 ERP (VV): 3,833.82

Antenna Al MPE% 12.62 Antenna B 1 MPE% 12.62 Antenna Cl MPE% 12.62

Antenna #: 2 Antenna #: 2 Antenna #: 2Commscope LNX- Commscope LNX- Commscope LNX-Make/Model: 6515DS-VTM

Make /Model: 6515DS-VTM

Make> Model: 6515DS-VTM

Gain: 14.6 dBd Crain: 14.6 dBd Gain: 14.6 dBdHei t (AGL): 60 Height (AGL): 60 Height (AGL): 60

Fr uenc Bands 700 Mhz Fr enc Bands 700 Mhz Fr uency Bands 700 MhzChannel Count 1 Channel Count 1 Channel Count 1

Total TX Power: 30 Total TX Power: 30 Total TX Power: 30ERP (VV): 44537 ERP (R'~: 445.37 ERP (VV): A4537

Antenna .42 MPE%n 2.28 Antenna B2 MPE% 2.28 Antenna C2 MPE% 228

Site Com osite MPE %o T-Mobile Sector 1 Total: 14.91 %

Carrier MPE% T-Mobile Sector 2 Total: 14.91 °k

T-Mobile 44.72 T-Mobile Sector 3 Total: 14.91 %

No Additional Carriers On Site Site Total: 44.72 %

Site Total NIPE %: 44.72 %

21 B Street Burlington, MA 01803 Tel: (781) 273.2500 Fax: (781j 273.3311


Summary

All calculations performed for this analysis yielded results that were within the allowable limits forgeneral public exposure to RF Emissions.

The anticipated ma~mum composite contributions from the T-Mobile facility as well as the sitecomposite emissions value with regards to compliance with FCC's allowable limits for general publicexposure to RF Emissions are shown here:

T-Mobile Sector Power Density Value (%;Sector 1: 14.91 %Sector 2: 14.91 %Sector 3 : 14.91 %

T-Mobile Total: 44.72 %

Site Total: 44.72 %

Site Com fiance Status: COMPLIANT

The anticipated composite MPE value for this site assuming all carriers present is 44.72% of theallowable FCC established general public limit sampled at the ground level. This is based upon valueslisted in the Connecticut Siting Council database for e~sting carrier emissions.

FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds), thatcarriers over a 5% contribution to the composite value will require measures to bring the site intocompliance. For this facility, the composite values calculated were well within the allowable 100%threshold standard per the federal government.

/ v

Scott Heffernan

RF Engineering Director

EBI Consulting

21 B Street

Burlington, NiA 01803

21 B Streei Burlington, MA 01803 Tel: (781) 273.2500 Fax: (781) 273.3311

GOON WOLF - ct.gov · GOON WOLF ~P.C.~ ATTORNEYS AT LAW January 8, 2015 Attorney Melanie Bachman...

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