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39-060
NOTE: DO NOT INSTALL CABLE GROUND KIT.AT A BEND AND ALWAYS DIRECT FROM ANTENNA/ GROUND WIRE DOWN TO CIGBE TOWER MOUNTED AMPLIFIER / NOTE: DO NOT INSTALL CABLE GROUND _ _ KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO CIGBE GROUND BAR ON WALL OR ANTENNA SIZE 6 AWG YP � i38 1 ON ANTENNA '' ' UMPER_ TOWER AT /VRX t A 6 AWG FROM TYP. 2 /SECT -) A � ll N TENNA C ABLE ., 1 - GROUND KIT _ GROUND 10 GROUND BAR I C -, ' - COMMSCOPE _ ;T 1 - I , RRH RRH JUMPER REQUIRED ONLY .e 1 •1 LTE AWEA WHEN 1 1/4 "0 AND LARGER 1 1 ■ 1 1 -- - PROVIDE NO -OX - - - -- (TYP.) i, ? I� BEHIND 2 -HOLE 'I BER & DC T ; I' LUGS POWER -_ I ,■! �� t- � I � t G ROUND �0 AR ■I 000 00® 00 00 e ��' G ROUND B COMMSCOP - ANTENNA CABLE IC): ��0 ©% ' � 0 © SURGE ARRESTOR 916132 TO CABLE TRAY (TYP.) o I I 0 DC6- 48- 60 -18 -8F - - -- AT &T LT FIBER & ? (2--- A- DC POWER -31- I - + GROUND TO - #6 AWG Li GROUND BAR FROM ANTENNA I P- - TWO HOLE LUG, TO BE DC POWER �IBER FRAME SUPPORT 0 GAF GROUND BAR � USED WITH #2 AWG BCW ___ NEWTON, SIMILAR 70 / TO BUILDING AND RING MOUNTED NEAR /BELOW GROUND 2 ' ANTENNA #2 AWG BCW C' N , 1 - #2 AWG BCW, BONDED TO GROUND WIRE RM INDOOR ALONG CABLE TRAY INSTALLATION OF GROUND WIRE TO GROUND BAR 2 DC6- 48 -60 - TO CIGBE /MIGB GROUND TO GROUND .URGE ARRESTO • RBS 6601 GROUND TO GROUND SCALE- N T 05 BAR OR SHELTER BAR OR SHELTER CONNECTION OF GROUND WIRES TO GROUNDING BAR (CIGBE T GROUND HALO A GROUND HALO D - SCALE. N. T.S. 05 III- -- --III NOTE: 1. CONTRACTOR TO CONFIRM ALL PARTS \ w ' 2. INSTALL ALL EQUIPMENT PER MANUFACTURERS I Twcns 001v5 ttPENr RECOMMENDATIONS A PLUMBING DIAGRAM 3 men mere SCALE- N.TS. 05 sw — NOTE 2 NOTE 2 NOTE 2 NOTE 2 CT 4 ia. ANTENNA COAX ANTENNA COAX I ANTENNA COAX' 2 -GPS COAX U _ 1 BOT. GND KIT BOT. GND KIT 1 BOT. GND KIT GND KIT M_QI TnG1 28 i 001 CABLE l CABLE II CABLE 1 CABLE (2) 50' 170' 280' '�' L__ ___ _,_ _____1 y5 AW G ANTENNA ANTENNA ANTENNA iDISCON. NOTE 1 NOTE 1 NOTE 1 ANTENNA COAX ANTENNA COAX ANTENNA COAX '1. EQU. iSWITCH 1 CABLE _CABLE CABLE GPS �2 BCW TOP GND KIT TOP GND KIT TOP GND KIT ' .. • B- -- GROUNDING CONNECTION DETAIL / 5 1) GND BAR BAR • M GND BAR GND T e N r s 05) 42 BCW - - 1 -2 AWG TO MAIO GROUND BAR ,i TOP • I MGB (MG8) IN EQUIPMENT SPACE OR • • r - _ -_. - -- • 1 • • • t[-g___c — #2 BCW BURIED GROUND CONDGCTOR AS NEWTON INSTRUMENT COMPANY I,Jt,- EX OLICABLE _ 1 - -2/0 BCW TO SHELTER - -� GROUND SYSTEM — — AL A BUTNER, N.(`- OR APPROVED EQUAL THERMIC WELD - -- #2 GREEN CONDUITS INSULATED TO " I - . OUTDOORS ON -GRADE , -� BOTTOM MGB 2/0 BCW TO EXISTING ',IEM - REQ FART NO DESCR 2 02 ( r ONLY) Q CABLE TRAY TOWER GROUND SYSTEM (� 1 1/4 "x4x12 PRE DRILLED GND. BAR � _ 2 A -6056 1 WALL M'G. BRKT. 7 /1e # 1,1411 ' - -_ 1 2 o a o 0 C', + 0 2 306' -4 ' INSULATORS I b o o ° 0 0 1 0 o NOTE: 4 e — --1 h ' � # . ° 0 o ° 0 4., 2 312 -13 5/8 "- 11 x4" H -H.CS- r ��-� Y /// 0 0 to ° 1. BOND ANTENNA GROUNDING KIT CABLE TO TOP CI -- - -- - I �0 0 2. BOND ANTENNA GROUNDING KIT CABLE TO BOTTOM CIGBE 5� 4 3015-8 5/8 LOCKWASHE8 5 V o� 10 �� _ © 2 30 14 -8 5/8"-11 HEX NUT AA r SCHEMATIC GROUNDING DIAGRAM SCALE N.T.S. 05 GROUND BAR DETAIL 6 SCALE N.T.S. 05 SITE NUMBER: MA5208 0 Fri(4s VRG � '" s ��` . AT&T MOBILITY 489 Washington Street fMukirGLOBAL SITE NAME: NORTHAMPTON a uburn, MA 01501 CROWN SITE #: 800530 g � > >a /2s /T2 FOR corvsrRUCroN GAM. tel. (508) 981-9590 ��� NO. 20 GROUNDING DETAILS fax (508) 22 ATWOOD DRIVE 550 COCHI TUATE RD ,53/12/11 FOR REVIEW GA -M. F;., 9 � � -.; : mnobre @vertioalresourcesgrp.COm NORTHAMPTON, MA 01060 SUITES 1 3 & 1 4 � ' ' �, JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A t NO DATE REVISION BY C.HK APP'D r Windsor, CT06095 FfAMPSHIRE COUNTY FRAMINGHAM, MA 01701 DESIGNED BY- M 50-145 05 SCALE N DRAWN BY: GAM- NOTFS: STRUCTURAL ANALYSIS TO D�fERMINE TOWERS CAPACITY EXISTING TOP OF TOWER __________ TO SUPPORT PROPOSED 0 1163 A NOTES REFER TO FINAL RF DATA PR28OSE2 AT&T PLA1FLWY & RRH . ANTENNAS SHALL BE DONE SHEET FOR FINAL ANTENNA MOUNT NEED 10 RF WSTALLFT) SO THAT PRLPOSEO AT&T PLAIFORAI & RR1 MOUNT BY OTHERS SETTINGS AND CONFIGURATIONS [ THE EXISTING CLIA/BING LA_ItaFa NfL - --TO RF ON/ENITD SO AS 10 KFFP CTLMRWIC NOT BF ORSTRIM.h7) LdopER QL4R EXISTING HEREON 15 PANELS \I!' 1 EXIST ING PLATFORM & ANTENNA ®t153' (CENTER) A.G.L. PANELS ON OUTER PIPE MOUNTS PROPOSED RRH MOUNTED TO NEW 70 BE ROTATED TO MATCH LIE ? 2 3/8 PIPE (2/SECT., 6 TOT. (P) ¢ AT &T (6) RRH + A AZIMUTHS (2 /SECT, 6 TOT) P�' PROPOSED 3 NEW LIE .._ .._ O ANTENNA PANELS ON �� 0) SURGE ARRESTOR N( A. A. 5 ,•,,,\C EX PLATFOQAI , .. . . � • �...,.�. ELEV. = ±142 0 j AO. Q �' PROPOSED SURGE ARRESTOR _ - h PROPOSED RRH MOUNTED TO I ,. (I/SECT., J TOT) _ OC6 48 - 60 - MOUNTED BEH - - r _ - -- - -- P AT&T 9 AN)ENNAS '''','//4'' _ - -- - .1 PANEL ANTENNAS P -1 (J 1 2 3/8 % SUPPORT PIPE i e �, � ELEV. = )142' -0" ± AGL / RIGHT ABOVE COSTING „_ PROPOSED 3 NEW LIE ANTENNA EXISTING PI A7EORM & ANTENNA PANFiS ON 1 �' ✓ i PLATFORM (2/SECT., 6 TOT.) i s . �`'D _ PANELS ON EXISTING (I/SECT., P 3 ID M OUTER PIPE Mount's To BE ROTATED 70 MATCH 11 �' �' O�' 3 TOT.) I OUTER - L E AZIMUTHS (2 /SECT, 6 T or) I - l r I I 280' AZ. •. � P ROPOSED SURGE ARRESTOR I � i TE '►"p OUNTED To 2 J/8 S UPPORT / I - - - - '�/ ( 4 ' y R PIPE BELOW PLATFOR '• �i M C � 5 5 7INC METRO PANELS 1 � • ' '� �• 0 AZ 'I E XT /N6 ;CENTER) A.G -L. UMTS �I7 �a280. AZ �• ��' V um EXISTING PLA7FORIA & r Pr 1 , / �. ANTENNA PANELS ON OUTER ,I + �/ PROPOSED IEN PANELS rr • \mok :./ 507A TED T MA LTE IV _/ .. �� ERSTING PLANT ��. 11111 • AZIMUTHS (2 /SECT, 6 TOT) PROPOSED ✓.1LNOUT PART t.., #1111P..' c` (1 /SECT.. 3 IDYL) PROPOSED 3 NEW LIE ANTENNA LNRA/ OR RM -ADK I I PROPOSED RRH MOUNTED TO illifr �` ' •ANELS QV fXlS1ING PLATFQRAI �9 EXI /NG PLAT & i (i/SEC J TOT) LNEW 2 JAI, SUPPORT PIPE EXISTING ANTENNA o (2/S£CT., 6 TOT) ,./ PANELS ON OUTER ANTENNA PA ON i tv PIPE MOUNTS TO V OU ER PIPE M OUNTS r” n� n 1N EXISTING I"� REMAIN 1 SEC T, TO BE ROTATED TO • \ '1 MONOPOLE SHAFT (/ MATCH LTE AZIMUTHS 3 TOT) (2/SECT, 6 707) f 1 I 1 . EXISTING PROPOSED PROPOSED 8 STAND OFF 1 I PROPOSED SURGE ARRESTOR _� MOUNTED TO NEW 2 3/8'0 ARM VALMONT PART SUPPORT PPE (I TOT) ANTENNA MOUNTING PLAN VIEW ® MMOI (TOT. OF 3) SCALE N.TS. 04 EXISTING 763' TALL - MONOPOLE ON CONCRETE FOOTING I I 1 PROPOSED RRH MOUNTED TO PROPOSED 2 J/8 SUPPORT 2 3/8 SUPPORT PIPE PIPE (!/SECT, 3 TOT.)�� / (2/SECT., 6 TOT) PROPOSED ANTENNA DONNRLT 1 • . IT TO BE SUPPLIED 1117H �2,,I _r INSTALL I PROPO.SFO AT &T PI A LFORM & i PROPOSED 2 3/8"10 I o I 11 r OI I FD SO ." 1 7 SUPPORT PIPE ss -- 1 �� EXISTING CY WRING I AMER MIT/ II _ - NOT BE OBSTRUCTED tl 0 0 0 I_ Is L P.l.1 �:. y am.. PROPOSED AT&T ac POKER & R9 - - �� ■IC_I�p1 SITING MONOPOLE ' ROUTED INSIDE EXISTING � _ -s _ JC _ �T� PROPOSED UN/LERSAL RING PROPOSED AT&T LIE POSER & FTBER ON MOUNT VALMONT PART, LNBAI_ EXPANDED ICE BRIDGE OR RM -ADK MOUNTED RIGHT ABOVE EXISTING MOUNT _EXISTING AT &T CPS ANTENNA PROPOSED DUAL BAND MOUNTED TO ICE BRIDGE POST ANTENNA 96'x11.8 x6.0 I, EXISTING ACCESS GATE PRO AT &T LIE Cps ANTENNA SECURED PROPOSED SURGE ARRESTER 70 SIDE OF EXISTING SHELTER ROOF VACbT(71T" MOUNTED TO NEW 2 J/81 EXISTING FENCES AREA '�. PART SIZE RANGE SUPPORT PPE (I TOT) WITH BARBED WIRE PART # PROPOSED RBS6601 IN & SURGE LWRM 801068 12" - 45" EXISTING vERPZON SHEL TER_ SURPRESSOR (BELOW) MOUNTED IN 1 1 NEW 23 EOUPMENT RACK INSIDE RM - ADK 157286 36 " - 60" I 1 , 11t=1 ri NEW 2 C SHELLER ADAPTER KIT _ 1 .0 0 , ____,/, ....„ v, ,,, ' _ �� �MOUNTING PROPOSED RRH & SURGE Ali ..,,,.,, ,4,�ii.���i.,i., /i., ,/,:(, ,,, 0./ �, i .,i. ,i.,ii.,i,�i' / i .��i.'i�i/ /. �i.�(2,/, ,,i.,i�i,,, , �, ARRESTOR MOUNTING DETAIL C GRAPHIC SCALE SCALE: N.T.S. ALE 4 j ELEVATION VIEW N FEET ) PROPOSED ANTENNA MOUNT • SCALE: 1' - 10' SCALE: N.T.S. 1 inch = 10 ft. VRG SITE NUMBER: MA5208 " s�� A T& T M 0 B TY 489 Washington Street ���� SITE NAME: NORTHAMPTON __� �&� STFOKE A Auburn, MA 01501 CROWN SITE #: 800530 � 0,/23 ' FOR LONSTRUCTIDN G.A. ELEVATION VIEW tel. (508) 981- 9590 � ' 20G68 fax (508)519 -8939 GLOBAL SERVICES 22 ATWOOD DRIVE 550 COCHI TU ATE RD A0 73 / 1 2/'2 135 REVIEW c.A.M. II, s gFCl, • BC ANTENNA LAYOUT VERTICAL RESOURCES GRP. mnobre @ve tcalresourcesg p.com NORTHAMPTON, MA 01060 �' SUI TES ? 3 & 1 4 S i JOB NUMBER DRAWING NUMBER Rev 800 Marshall Phelps Road, #2A No DATE M REASON 6 AP r Windsor, CT 06095 li'AMPSHIRE COUNTY FRAM!NGHAM, MA 01701 ALE 1 DESIGNED BY 0 . DRA W N eY c 50 -145 04 1 GENERAL NOTES 2 THE CELLULAR INSTALLATION IS AN UNMANNED 3. CONSTRUCTION, MAINTENANCE &OPERATION OF PRIVATE AND SECURED COMPOUND. IT IS ONLY PROPOSED TOWER FACILITY WILL BE HELD IN `t. THE TYPE, DIMENSIONS, NOUN TING HARDWARE, AND ACCESSED BY TRAINED TECHNICIANS FOR PERIODIC ACCORDANCE WITH ALL APPLICABLE LOCAL, THE POSITIONS OF ALL EQUIPMENT IN THE ROUTINE MAINTENANCE AND THEREFORE DOES NOT STATE & FEDERAL REGULATIONS AND GUIDELINES. REQUIRE ANY WATER OR SANITARY SEWER SERVICE. 1 COMPOUND ARE SHOWN IN ILLUSTRATIVE FASHION. THE FACILITY IS NOT GOVERNED BY REGULATIONS THESE DRAWINGS ARE NOT INTENDED FOR REQUIRING PUBLIC ACCESS PER ADA REQUIREMENTS. CONSTRUCTION. ACTUAL HARDWARE DETAILS AND FINAL LOCATIONS MAY DIFFER SLIGHTLY FROM 1 ' WHAT IS SHOWN. / '1 I I (E) MANUAL >( X X X X TRANSFER SWITCH I' (E) GENERATOR ' ' O - O T RECEPTACLE ; � F m LJ 1 - s I-1 i i _ t X x I I 1 (E) 200A BREAKER I EXISTING ENTRY PANEL ' 1 PORT TO BE USED I 1 FOR NEW LTE F7BER EXISTING GENERATOR ! ] - -� & POWER n RECEPTACLES (2) PROPOSED AT &T 1/2 _ 1 COAXIAL CABLE FOR — — EXISTING A r& r CPS ANTENNA NEW LIE GPS ANTENNA X _ — ' ` 10' OFF AREA L .L. PROPOSED AT &T LIE CPS ANTENNA y R � 1K �; ' . >.. ,� _..: .. _... OUN7ED 70 SIDE Q` EASING .' ti — S HELTER ROOF +� � �_ X! NC PLATFORM & ANTENNA PROPOSED AT &T LTE 1 PANELS ON OUTER PIPE MOUNTS �4 I _EXISTING 6 WIDE x J TALL ENTRY `�` TO BE ROTATED TO MATCH LT _ —� I� - PORT WITH 5 EMPTY PORTS DC POWER & RBER IN _ ... - I AzrMUr — — — HS (2/SECT, 6 TOT) EXISTING CABLE TRAY 1 j — EX /STING AT &T CPS v 1 -- - EXISTING EXTERNAL GROUND BAR ^ _ __ A rEN NA MIN. 10' \\ I -4 - - - r — -_ EXISTING ICE BRIDGE POST T O FFSE T AREA _ __ ■ 1 I ' MOUNTED 7 CPS ANTENNA ERIC ON RBS06 PROPOSED RRH MOUNTED TO 2 J/6"I_ ,�. —4— _PRO AT &T LIE DC PONER & CABINET 0 SUPPORT PIPE RIGHT ABOtf EXISRNG- _ y f' � i FIBER IN EXPANDED IC GE BRIDE - � , T.) _ ��' PLATFORM (2/SECT. 6 ID = fi y04G , ,X Y __ - -_ _ z��0�2 *64 A /- • ,-,1,4 PROPOSED J NEW ANTENNA l _�_� LTE I C' �` __ •ANEC S AN EXISTING LOW PROFILE -- a s v = Pu7FQev 0/SECT., 3 100 PROPOSED J NEW ANTENNA ^ - -- • %'74 f NOKIA GSM • PANEL'S ON EXISTING LOW PRO7LE _ -- _._ UM _ � , I �,, ��� �� EXISTING PLATFORM & ANTENNA PLATFORM i CT, 3 TOT.) •- - 4 ( ) � ♦ _ _ r -70 PANELS ON BE ROTATED T TO MATCH LTD UNIGY ilA -.! i�� ) , 3AVR75 �p B . - -- __ AZIMUTHS /2 SEC L 6 TOT EXISTING PLATFORM & ANTENNA .e R'� r . - PROPOSED 1 NEW LTE PANELS ON OUTER PIPE MOUNTS -- - NOKIA GSM TO BE ROTATED TO MATCH LTE --- --- -- __— " — PROPOSED SURGE ARRESTOR GPS ANTENNA AZIMUTHS (2/SECT, 6 tor,) cl -- MOUNTED TO 2 3/8"1 SUPPORT ,_MOUNTED TO NEW o i PIPE BELOW PLATFORM i SHELTER WALL m v ' � ` � N MOUNTED SUPPORT ^ - Ni ('' _________ PROPOSED 3 NEW ANTENNA {� i GALAXY PIPE y —PANEL'S ON EX/577NG LOW PROFILE I I I I ! PoW[R PLA IFOPV (1/5ECT., 3 TOT.) / SYSTEM 1 2424 f ( ) R I " i t L- PROPOSED RBS 6601 /N MT n n c uE RIZON sHEL TER NEW 23" LTE Ru �� - E QUI PMENT RACK i X � h II , 1 r PROPOSED I' 006 -48 -60 -TIM SURGE ,i. ../ ARRESTOR IN NEW 23" PROPOSED LTE EQUIPMENT RACK AT &T RACK GROUND SURGE 7 ARRESTOR & BIS TS , ^ SHELTER GROUND HALO 1 � ' 1 1 GRAPHIC SCALE COUMPOUND PLAN 0 , 0 2 5 5 = ni j=d ,, -----1°In_ 20 EQUIPMENT PLAN 2 SCALE: 1" = 5' SCALE: 1" = 2' 03 ( IN FEET ) 1 inch = 5 ft. VRG SITE NUMBER: MA5208 40 OF a %. AT&T MOBILITY L ��� JAMES P 489 Washington Street .---. y STROKE Auburn, MA 01501 CROWN SITE #: 800530 74623612 °CR GGNSTRDGTI05 GA - tel. (508) 981 -9590 fax (soe) 519 -e939 wo. z°cea SITE PLAN & EQUIPMENT PLAN 1 � SITE NAME: NORTHAMPTON 22 ATWOOD DRIVE 550 COCH; TU A T E RD L 712 DR REVIEW AM , q �T. , ', mnobre @verticalresourcesgrp.com NORTHAMPTON, MA 01060 ' SUITES 13 & 14 �� s ..' e � 205 NUMBER DRAWING Nu4BER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A , 50 oA.E REws1oN eY CHK APP D r Windsor, CT06095 HAMPSHIRE COUNTY 07AMINGH MA 01701 ' --I !DRAWN 50 - 145 03 S CALE DESIGNED BY M -N. DRAWN BY G.M. GENERAL NOTES CONCRETE AND REINFORCING STEEL NOTES: ELECTRICAL INSTALLATION NOTES ELECTRICAL INSTALLATION NOTES (cont.) 1. FOR THE PURPOSE OF CONSTRUC' DRAWING, THE FOLLOWING DEFINI7ONS SHALL APPLY: 1. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301 AI 318, ACI 336, ASTM A'84, ASTM A185 AND THE DESIGN AND 1 ALL ELECTRICAL WORK SHALL BE PERFORMED IN ACCORDANCE 15. ELECTRICAL METALLIC TUBING (EMT) OR RIGID NONMETALLIC CONDUI CONTRACTOR - PRIME CONTRACTOR CONSTRUCTION SPECIFICATION FOR CAST -IN -PLACE CONCRETE. WITH THE PROJECT SPECIFICA'.ONS, NEC AND ALL APPLICABLE LOCAL (I. E., R, ID PVC, SCHEDULE 40, CR RIGID PVC SCHEDULE 80 FOR LOCATIONS • SUBCONTRACTOR - GENERAL CONTRACTOR (CONSTRUCTION) CODES. SUBJECT TO PHYSICAL DAMAGE) SHALL BE USED FOR EXPOSED INDOOR OWNER - AT &T WIRELESS 2 ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS, UNLESS NOTED OTHERWISE A HIGHER OEM - ORIGINAL EQUIPMENT MANG'FACTU RER STRENGTH (4000 PSI) MAY BE USED_ _OCATIO NS_ 2. CONDU ROUTINGS ARE SCHEMATIC. SUBCONTRACTOR SHALL 2. PRIOR TO THE SUBMISSION OF BIDS, THE BIDDING SUBCONTRACTOR SHALL V THE CELE SITE TO FAMILIARIZE WITH THE EXISTING CONDITIONS AND 3 REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 60, DEFORMED UNLESS NOTED OTHERWISE. WELDED WIRE FABRIC SHALL INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT IS NOT 16. ELECTRICAL METALLIC TUBING (EMT), ELECTRICAL NONMETALLIC TUBING TO CONFIRM THAT THE WORK CAN BE ACCOMPLISHED AS SHOWN ON THE CONS' RUCTION DRAWINGS ANY DISCREPANCY FOUND SHALL BE BROUGHT CONFORM TO ASTM A 185 WELDED STEEL WIRE FABRIC UNLESS NOTED OTHERWISE_ SPLICES SHALL BE CLASS B" AND ALL HOOKS BLOCKED. (ENT). OR RIGID NONMETALLIC CONDUIT (RIGID PVC, SCHEDULE 40) SHALL TO THE ATTENTION OF CONTRACTOR. SHALL BE STANDARD, LINO 3. WIRING, RACEWAY AND SUPPORT METHODS AND MATE RIASS SHALL BE USED FOR CONCEALED INDOOR LOCATIONS. 3, AL MATERIALS FURN.SHED AND INSTALLED SHAD- BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, RECD LATIONS, AND ORDINANCES. 4 THE FO- LOWING MINIMUM CONCRE. TE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS. COMPLY WITH THE REQUIREMENTS OF THE NEC AND TELCORDLA. SUBCONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH AEI. LAWS, ORDINANCES, Ru'EES, REGULATONS, AND LAWFUL ORDERS OF 17. GALVANIZED STEEL INTERMEDIATE METALLIC CONDUIT (IMO) SHALL BE ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. CONCRETE CAST AGAINST EARTH 3 IN. USED FOR OUTDOOR LOCATIONS ABOVE GRADE. CONCRETE EXPOSED TO EARTH OR WEATHER. 4. ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN MINIMUM ALL WORK CARRIED OUT SHALL COMPLY WITH AL'_ APPLICABLE Mu NICIP AL AND ,;TILITY COMPANY SPECIFICATIONS AND LOCAL JU RISDIC-ION AL CODES, CABLE SEPARATION AS REQUIRED BY THE NEC AND TELCORDIA ORDINANCES AND APPLICABLE REGULAT.ONS #6 AND LARGER 2 INCH 18. RIGID NONMETALLIC CONDUIT (LE. , RIGI0 PVC SCHEDULE 40 OR RIGID #5 AND SMALLER & WWE - _11 /2INCH 5 CABLES SHALL NOT BE ROUTED THROUGH LADDER -STYLE CABLE PVC SCHEDULE 80) SHALL BE USED UNDERGROUND; DIRECT BURIED, IN 4, DRAWINGS PROVIDED HERE ARE NOT "0 SCALE UNLESS OTHERWISE NOTED AND ARE INTENDED TO SHOW OcTLINE ONLY- TRAY RUNGS. AREAS OF OCCASIONAL LIGHT VEHICLE TRAFFIC OR ENCASED IN REINFORCED CONCRETE NOT EXPOSED TO EARTH OR WEA "HER OR NOT CONCRETE N AREAS DE HEAVY VEHICLE TRAFFIC_ 5. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, APPURTENANCES, AND LABOR NECESSARY TO CAST AGAINST THE GROUND. COMPLETE ALL INSTALLATIONS AS INDCATED ON THE DRAWINGS. 6. EACH END OF EVERY POWER, POWER PHASE CONDUCTOR (-E., SLAB AND WALL ................... 3/4 INCH HOTS), GROUNDING, AND T1 CONDUCTOR AND CABLE SHALL BE 19. LIQUID -TIGHT FLEXIBLE METALLIC CONDUIT (LIQUID -TITE FLEX) SHALE BE 6. THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS 1E! ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS BEAMS AND COLUMNS 1 1/2 INCA LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE (3M USED INDOORS AND OUTDOORS, WHERE VIBRATION OCCURS OR FLEXIBILITY IS SPECIFICALLY STATED OTHERWISE. NEEDED. BRAND, )/2 INCH PLASTIC ELECTRICAL TAPE WITH UV PROTECTION, 7. IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE SUBCONTRACTOR SHALL PROPOSE AN AL TERNAT;VE 5. A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, LINO, IN ACCORDANCE WITH ACI 301 SECTION 4.24. OR EQUAL). THE IDENTIFICATION METHOD SHALL CONFORM WITH NEC INSTALLATION FOR APPROVAL BY THE CONTRACTOR & OSHA 20. CONDUIT AND TUBING FITTINGS SHALL BE THREADED OR 6 1NSTALLATI ON OF CONCRETE EXPANSION /WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE THE COMPRESSION -TYPE AND APPROVED FOR THE LOCATION USED SETSCREW 8. SUBCONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUIT, POWER AND T1 CABLES, GROUNDING CABLES AS SHOWN ON THE POWER, ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON FITTINGS ARE NOT ACCEPTABLE THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRIL.LNG HOLES IN CONCRETE. SPECIAL 7. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED WITH GROUNDING AND TEL PLAN DRAWING. ROUTING OF CONDUIT FOR POWER AND TEL SHALL BE APPROVED BY OWNER OF SITE INSPECTIONS, REQUIRED BY GOVERNNG CODES, SHALL PERMANENT LABELS. ALL EQUIPMENT SHALL BE LABELED WITH THEIR BE PERFORMED IN ORDER TO MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE 21. CABINETS, BOXES, AND WIREWAYS SHALL BE LISTED OR LABELED FOR 9. THE SUBCONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND STRUCTURES. ANY DAMAGED PART SHALL LOADS. ALL EXPANSION /WEDGE ANCHORS SHALL_ BE STAINLESS STEEL OR HOT DIPPED GALVANIZED EXPANSION BOLTS SHALL BE VOLTAGE RATING, PHASE CONFIGURATION, WIRE CONFIGURATION, ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL ANSI /IEEE, AND NEC BE REPAIRED AT SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER. PROVIDED BY RAMSET /REDHEAD HILT: OR APPROVED EQUAL. POWER OR AMPACITY RATING, AND BRANCH CIRCUIT ID NUMBERS (LE., PANELBOARD AND CIRCUIT ID'S). NO HAND WRITTEN LABELS 22. WIREWAYS SHALL BE EPDXY- COATED (GRAY) AND INCLUDE A HINGED 10. SUBCONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXIAL CABLES AND OTHER ITEMS REMOVED 7. CONCRETE CYLINDER TEST 15 NOT REQLIRED FOR SLAB ON GRADE WHEN CONCRETE IS LESS THAN 50 CUBIC YARDS (19C 1905.6.2.3) ALLOWED. FROM THE EXISTING FACILITY. ANTENNAS REMOVED SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. M THAT EVENT THE FOLLOWING RECORDS SHALL BE PROVIDED BY THE CONCRETE SUPPLIER; CODER, DESIGNED TO SWING OPEN DOWNWARD; SHALL BE PANDUIT TYPE E +1. SUBCONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION_ (A) RESULTS OF CONCRETE CYLINDER TESTS PERFORMED AT THE SUPPLIER'S PLANT, (OR EQUAL), AND RATED NEVA 1 (OR BETTER) INDOORS, OR NEMA 3R (OR ( 8_ PANELBOARDS ID NUMBERS ) AND INTERNAL CIRCUIT BREAKERS a H CIRCUIT ID NUMBERS SHALL BE CLEARLY LABELED. NO HAND BETTER) OUTDOORS (B) CERTIFICATION OF MINIMUM COMPRESSIVE STRENGTH FOR THE CONCRETE GRADE SUPPLIED. ( ) SITE WORK GENERAL NOTES FOR GREATER THAN 50 CUBIC YARDS THE GC SHALL PERFORM THE CONCRETE CYLINDER TEST WRITTEN LABELS ALLOWED 23. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTION BOXES, AND FULL 9_ ALL AE WRAPS SHALL BE CUT FLUSH WITH APPROVED CUTT;NG BOXES SHALL BE GALVANIZED OR EPDXY- COATED SHEET STEEL, SHALL MEET 1. THE SUBCONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF CONSTRUCTION. 8 AS AN ALTERNATIVE TO ITEM 7, TEST CYLINDERS SHALL BE TAKEN INITIALLY AND THEREAFTER FOR EVERY 50 YARDS OF CONCRETE TOOL TO REMOVE SHARP EDGES OR EXCEED UL 50, AND RATED NEMA 1 (OR BETTER) INDOORS, OR NEMA FROM EACH DIFFERENT BATCH PLANT 3R (OR BETTER) OUTDOORS 2. ALL EXISTING ACTIVE SEWER, WATER GAS, ELECTRIC AND OTHER CTILIPES WHERE ENCOUNTERED IN THE WORK, SHALL BE PROTECTED AT ALL TIMES, AND WHERE REOU'RED FOR THE PROPER EXECu TION OF THE WORK, SHALL BE RELOCATED AS DIRECTED BY CONTRACTOR. EXTREME 9 EQUIPMENT SHALE NOT BE PLACED ON NEW PADS FOR SEVEN DAYS AFTER PAD IS POURED, UNLESS ,T 15 VERIFIED BY 'ES-S THAT 10. POWER, CONTROL, AND EQUIPMENT GROUND WRING IN TIEEBI NG CAUTION SHOULD BE USED BY THE SUBCONTRACTOR WHEN EXCAVATING OR DRILLING PIERS AROUND OR NEAR UTILITIES. SUBCONTRACTOR COMPRESSVE STRENGTH HAS BEEN ATTAINED. OR CONDUIT SHALL BE SINGLE CONDUCTOR (SIZE 14 AWE,' OR 24. METAL RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL BE GALVANIZED, SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. THS WILL 'NCI UDE BL-T NOT BE LIMITED TO A) FAIL PROTECTION B) CONFINED LARGER), 600V, OIL RESISTANT THHN OR THWN -2, CLASS B EPDXY - COATED, OR NON - CORRODING; SHALL MEET OR EXCEED L'' 514A SPACE C) ELECTRICAL SAFETY 0) TRENCHING &EXCAVATION. -0. ALL CONCRETE SHALL BE SUPPLIED IN ACCORDANCE WITH TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RADIO ACCESS NETWORK STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) AND NEMA OS 1; AND RATED NEMA 1 (OR BETTER) INDOORS, OR WEATHER SITES_ PROTECTED (WP OR BETTER) OUTDOORS. 3. ALL ETD WORK SHALL BE AS INDICATED ON THE DRAWINGS AND PROJECT SPECIFICATIONS. OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY SYSTEM USED, UNLESS OTHERWISE SPECIFIED_ 4_ IF NECESSARY, LEGALLY. RUBBISH, STUMPS, DEBRIS. STICKS, STONES, TOP so�L AND OTHER REFUSE SHALL BE REMOVED FROM THE SITE AND SOIL COMPACTION NOTES FOR SLAB ON GRADE: 25. NONMETALLIC RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL MEET OR DISPOSED OF LEGALLY 11. SUPPLEMENTAL EQUIPMENT GROUND WIRING LOCATED INDOORS EXCEED NEMA OS 2; AND RATED NEMA 1 (OR BETTER) INDOORS, OR 5. ALL EXISTING INACTIVE SEINER, WATER, GAS, Fl FCTRIC AND OTHER LE TIE ITIFS, WHICH INTERFERE WITH THE EXECUTION OF Tr;F WORK, SHAT i - EXCAVATE AS REQUIRED TO REMOVE VEGETATION AND TOPSOIL, EXPOSE UNDISTURBED NATURAL SUBGRADE AND PLACE SHALL BE SINGLE CONDUCTOR (SIZE 6 AWG OR LARGER), 60 DV, OIL WEATHER PROTECTED (WP OR BETTER) OUTDOORS W TH THE EXECUTION OF THE CRUSHED STONE AS REQUIRED. RE57JTANT 1S OR THWN -2 GREEN INSULATION, CLASS B BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE c 26. THE SUBCONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY WORK, SUBJECT TO THE APPROVAL OF CONTRACTOR, OWNER AND /OR LOCAL UTI Li TIES- 2. COMPACTION CERTIFICATION: AN INSPECTION AND WRITTEN CERTI1' 4 BY A QUALIFIED SEOTECANIC4 STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) TECHNICIAN OR AUTHORIZATION FROM THE CONTRACTOR BEFORE COMMENCING WORK ON THE OPERATION, LISTED OR LABELED FOR THE LOCATION AND RACEWAY 6_ SUBCONTRACTOR SHALL MINIMIZE D To EXISTING SITE DURING CONSTRUCTION. ENGINEER IS ACCEPTABLE SYSTEM USED, UNLESS OTHERWISE SPECIFIED. AC POWER DISTRIBUTION PANELS. 7. THE SUBCONTRACTOR SHALL PROVIDE SITE SGNAGE IN ACCORDANCE WITH THE OWNER SPECIFICATION FOR SITE SIGNAGE AS AN ALLJERNATIVE TO INSPECTION AND WRITTEN CERTIFICATION, THE " UNDISTURBED SOIL" BASE SHALL BE COMPACTED WTH "COMPACTION EQUIPMENT", LISTED BELOW, TO AT LEAST 909 MODIFIED PROCTOR MAXIMUM DENSTY PER ASTM D 1557 METHOD 12. POWER AND CONTROL WIRING, NOT IN TUBING OR CONDUIT, 27. THE SUBCONTRACTOR SHALL PROVIDE NECESSARY TAS LNG ON THE C. SHALL BE MULTI- CONDUCTOR TYPE TC CABLE (SIZE 14 AWG OR BREAKERS, CABLES AND DISTRIBUTION PANELS IN ACCORDANCE WITH THE 8. HE SITE SHALL BE GRADED TO CAUSE SURFACE WATER TO F,.OW AWAY FROM THE TRANSMISSION EQUIPMENT AND TOWER AREAS , APP I('AR! F CODES AND STANDARDS TO SAFEGUARD AGAINST LIFE AND LARGER), 600V, OIL RESISTANT THHN OR THWN -2, CLASS B PROPERTY_ 9_ NO FILL OR EMBANKMENT MATERIAL SHALL BE PLACED ON FROZEN GROUND_ EROZEN MATERIALS, SNOW OR ICE SHALL NOT BE PLACED IN 4. COMPACTED SUBBASE SHALL BE UNIFORM AND LEVELED. PROVIDE 6" MINIMUM CRUSHED STONE OR GRAVEL COMPACTED IN 3" STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) ANY FILL OR EMBANKMENT LIFTS ABOVE COMPACTED SOIL. GRAVEL SHALL BE NATURAL OR CRUSHED WITH 1009 PASS'NC 1" SIEVE OPERATION; WITH OUTER JACKET; 'LISTED OR LABELED FOR THE 10_ THE SUB GRADE SHALL BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIOR TO FINISHED SURFACE APPLICATION, SEE 5 AS AN ALTERNATIVE TO ITEMS 2 AND 3 PROOF ROLL THE SUBGRADE SOILS WITH 5 PASSES Ox A MEDIUM SIZED VBRATORY LOCATION USED, UNLESS OTHERWISE SPECIFIED. DETAIL 303_ PLATE COMPACTOR (SUCH AS BOMAG BPR 30/38) OR HAND- OPERATED SINGLE DRUM VIBRATORY ROLLER (SUCH AS BOMA BA 55E). ANY SOFT AREAS THAT ARE ENCOUNTERED SHOULD BE REMOVED AND REPLACED WITH A WELL - GRAD ;FD GP AN AR 13. ALL POWER AND POWER GROUNDING CONNECTIONS SHALL BE 11. THE AREAS OF THE OWNERS PROPERTY CSTU REED BY THE WORK AND NOT COVERED BY THE TOWER, EQUIPMENT OR 'DRIVEWAY, SHALL BE DLL, AND COMPACTED AS STATED ABOVE CRIMP- STYLE, COMPRESSION WIRE LUGS AND wI REN'JTS BY THOMAS GRADED TO A UNIFORM SLOPE, AND STABILIZED TO PREVENT EROSION AND BETTS (OR EQUAL)_ 'LUGS AND WIRENUTS SHALL BE RATED 6_ COMPACTION CRITERIA FOR OTHER FILL AREAS ON SITE SHALL MEET THE SAME REQUIREMENTS AS NOTED ABOVE 12. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION, SHALL BE IN CONFORMANCE WITH THE LOCAL JURISDICTION'S FOR OPERATION AT NO LESS THAN 75'C (90'C IF AVAILABLE). GU DELNES FOR EROSION AND SEDIMENT CONTROL. 7. SOIL COMPACT,ON SHALL BE PERFORMED IN ACCORDANCE WITH TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RAC ACCESS NETWORK SITES. 14. RACEWAY AND CABLE TRAY SHALL BE LISTED OR LABELED FOR 13_ ALL EARTH WORK SHALL BE PERFORMED IN ACCORDANCE WITH TECHNICAL SPECIFCATION FOR CONSTRaC TON OF RADIO ACCESS NETWORK ELECTRICAL USE IN ACCORDANCE WITH NEMA, UL, ANSI / AND SITES NEC COMPACTION EQUIPMENT: STRUCTURAL STEEL NOTES: HAND OPERATED DOUBLE DRUM, VIBRATORY ROLLER, VIBRATORY PLATE COMPACTOR OR JUMPING JACK COMPACTOR. 1. ALL STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM Al23 ( -0T -DIP) UNLESS NOTED OTHERWISE. STRUCTURAL STEEL SHALL BE ASTM -A -36 UNLESS OTHERWISE NOTED ON THE SITE SPECIFIC DRAWINGS. STEEL DESIGN, INSTALLATION AND BOLTING SHALL BE PERFORMED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "MANUAL OF STEEL CONSTRUCTION ". 2. AL WELDING SHALL BE PERFORMED USN5 E7OXX ELECTRODES AND WELLIAS SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION "_ PAINTED SURFACES SHALL BE TOUCHED UP. 3_ BOLTED CONNECTIONS SHALL BE ASTM A325. BEARING T"PE (3/4 CONNECTIONS AND SHALL HAVE 4NIM'UM OF TWO BOLTS JNLESS NOTED OTHERWISE. STEEL FASTENER HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A155 (HOT -DIP) 4. NON- STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DA. ASTM A 307 BOLTS JNLESS NOTED OTHERWISE. 5_ INSTALLATION OF CONCRETE EXPANSION /WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE. SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED IN ORDER 10 MAINTAIN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. ALL EXPANSION /WEDGE ANCHORS SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. EXPANSION BOLTS SHALL BE PROVIDED BY RAMSET /REDHEAD, HILT OR APPROVED EQUAL 6. ALL STRUCTURAL STEEL SHALL DE SUPPLIED IN ACCORDANCE WITH TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RADIO ACCESS' NETWORK SITES. SITE NUMBER: MA5208 4A" OF t. S'F1p AT&T MOBILITY VRG 489 Washington Street Auburn, AN SITE NAME: NORTHAMPTON ���� m,MAO15Ot CROWN SITE #: 800530 4 23/,2 FOR CONSTRUCTION A_M s �' tel. (508)981 -9590 ��� OG / Fro . zo o ae NOTES fax 508 519 -8939 GLOBAL SERV /CES 22 ATWOO� RIVE � � R�. ^j ( ) �� 550 COCHITUATE RC Qo 3 /12/12 FOR REVIEW EAM e mnobre @verticalresourcesgrp.com NORTHAMPTON, MA 01060 �- SUITES 13 & 14 No. oar. REVS ION BY CHK ApP'D � ` �% r> JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES CRP. 800 Marshall Phelps Road, #2A COUNTY ERAMiNGHAM, MA 01 701 • ' 1 50 145 02 Windsor, CT 06095 1 TIAMPSHIRE SCALE e 'DESIGNED BY M.N. (DRAWN BY: G A.M. PROJECT INFORMATION SCOPE OF WORK GNMANNED COMMUNICATIONS FACILITY MODIF ,CATIONS SITE NUMBER. MA5208 SITE NAME: NORTHAMPTON - ATWOOD IIIMIIIIIIIIIMIlia at&t SITE. ADDRESS: 22 ATWOOD DR NORTHAMPTON, MA 01060 PROPERTY OWNER. CROWN CASTLE CORP 2000 CORPORATE DRIVE CANONSBURG, PA 15317 CROWN APPLICANT. AT &T MOBILITY SITE #: 800530 550 CoCHITUATE RD SUITES 13 & 14 FRAMINGHAM, MA 01701 CONTACT: TEL 866 - 915-5600 COORDINATES LAT. N42 LONG W72 GROUND LEVEL: t SITE NUMBER: 00 530 55 , 18 • DEED REFERENCE: N/A S1 CEL NO N/A URR C ENT NT ZONING NSA SITE NAME: NORTHAMPTON - ATWOOD : HORIZONTAL DATUM: (NAD) 1983 LOCATION MAP APPLICABLE BUILDING CODES AND STANDARDS DRAWING INDEX REV DIRECTIONS: I - 90 WEST To EXIT #4, PROCEED NORTH ON 1 -91. TAKE 1 -91 EXIT #18, TURN RIGHT AT OFF RAMP, TAKE FIRST RIGHT ONTO ATWOOD DRIVE, SITE IS ON LEFT. SUBCONTRACTOR'S WORK SHALL COMPLY WITH PROJECT STANDARDS AND SPECIFICATIONS. 01 TITLE SHEET 1 SUBCONTRACTOR WORK SHALL COMPLY WITH ALL APPLICABLE NATIONAL, STATE, AND LOCAL CODES AS ADOPTED BY THE LOCAL AUTHOR ITY HAVING JURISDICTION (AHJ) FOR THE LOCATION. THE SITE ACCESS: LOCKED GATE EDITION OF THE AHJ ADOPTED CODES AND STANDARDS , N EFFECT ON THE DATE OF CONTRACT 02 NOTES 1 AWARD SHALL GOVERN THE DESIGN. *I .t I ■ 03 SITE PLAN & EQUIPMENT PLAN 1 � BUILDING CODE: �.� MASSACHUSETTS BUILDING CODE LATEST EDITION -� o ) b , ELECTRICAL CODE: 04 ELEVATION VIEW & ANTENNA LAYOUT 1 N . �' �,' to 9 NATIONAL ELECTRICAL CODE LATEST EDITION I ' � ` s ' SUBCONTRACTOR'S WORK SHALL COMPLY WITH THE I ATEST FDITON OF THE FOLLOWING .�, STANDARDS 05 GROUNDING DETAILS 1 -- +. � AMERICAN CONCRETE INSTITUTE (AC1) 318, Bu1LO: G CODE REQ IREMENTS 6 R STRUCTURAL y. if • CONCRETE t * 'S �7 AMERICAN INSTITUTE OF STEEL CONSTRUCTION (RISC), MANUAL OF STEEL CONSTRUCTION, ASD, 7 t 3' ( _ ` C . . ' I - ,� NINTH EDTION _.__ -''M ' ' � 3 `�" , - ,tt � ! i AMERICAN NATIONAL STANDARDS INSTITUTE TELECOMMUNICATIONS.NDUSTRY ASSOC'ATON (ANSI /`IA) ';� a =�1'� 0 222 -F OR G AS APPL ABLE STRUCTURAL TANDARGS FOR STEEL ANTENNA I00E6 AND f'P' °it % `� \\ Hw y -- ,° ANTENNA SUPPORP :NG STRUCTURES 43.' y , 1 'I T 607, COMMERCIAL BUILDING GROUNDING AND BONDING REOU'REMEN -S FOR T _��� ( TELECOMMUNICATIONS ' SRV (r �/ Sy �� INSTI UTE FOR E LECTRICAL AND ELECTRONICS ENGINEERS (IEEE) 81 GUIDE FOR MEASURING EARTH ( \ S T RESISTIVITY, GROUND IMPEDANCE, AND EARTH SURFACE POTENTIALS OF A GROUND SYSTEM i u �, ., LEE 00 (1999) RECOMMENDED PRACTICE FOR POWERING AND GROUNDING OF ELECTRONIC � 8 - . o � 47 600 PMENT • AT LEAST 72 'HOURS PRIOR TO 3t ' , ;Mr d� Q 1 DIGGNG, THE CONTRACTOR IS (' � ' t I EEE C62.41, RECOMMENDED PRACTICES ON SURGE VOLTAGES N LOW VOLTAGE AC POWER 0 D 5 R REQUIR_D TO CALL DIG SASE AT ,; CIRCUITS (FOR LOCATION CATEGORY "C3 AND "HIGH SYSTEM EXPOSURE'. G - 1- 888 -G - SAFE fl ' ¢ TELCORDIA GP 1503, COAXIAL CABLE CONNECT NS , )I CONTACT & UTILITY INFORMATION ANSI T1.311, FOR TELECOM Dc POWER SYSTEMS - TELECOM, ENVIRONMENTAL PROTECTION i CONTACT CONTACT COMPANY PHONE N0. coonoacu FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING M AT ERIAL, - y om $� II METHODS OF CONSTRUCTION, OR OTHER REQUIREMENTS, THE MOST REST6;CTIVE REQUIREMENT ENGINEERING. MIGUEL NOBRE VRG 508 ) 981 -9590 SHALL GOVERN. WHERE THERE IS CONEECT BETWEEN A GENERAL REQUIREMENT AND A SPECIFIC T.B.D. NEXLIN 860 219 -9563 H a" ""' SITE ACQUISITION. ,., REQUIREMENT, T HE SPECIFIC REQUIREMENT SHALL GOVERN. CONSTRUCTION T.B.D. NEXL INK (860) 219 -9563 ,. G" ,�. I. ,VI TEL WER :S WORK REQUES' GROUP VAR°ONL GRID (800) 9411 -9900 n .... v • - p St r ;. - ' ut M , -� I is - SITE NUMBER: MA5208 0 ,� oF w44 VRG 489 Washington Street 7: ` •T. _ � �'� SITE NAME: NORTHAMPTON � �,,,� s AT&T MOBILITY . ., Auburn, MA 01501�X CROWN SITE #: 800530 at&t y 1 4/23/1 FOR CONSTRUCTION GA.M. t� tel. (508)981 -9590 , c..,.�.:..�..�. �' NO ZO°� TITLE SHEET fax (508)519 -89x9 GLOBAL SERVICES 22 ATWOOD DRIVE ��� 550 COCHITUATF RD ©23/, FOR REVIEW s.A.M. L� � , ; ; ' mnobre @verticalresourcesgrp.com NORTHAMPTON, MA 01060 ■ SUITES 13 & 14 WA.. .,mot✓ JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A No DATE REVISION BY CH< APP D r Windsor, CT 06095 I i �AMPSHIRE (iOUNTY FR AKI NGH AM, MA 01701 SCAI4 t • 1 7DESI GNED BY M . !DRAWN BY G.A.M. 50 -145 01 1 NOTE: DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT FROM ANTENNA/ GROUND WIRE DOWN TO CIGBE TOWER MOUNTED AMPLIFIER/ o____----"r NOTE: DO NOT INSTALL CABLE GROUND >✓/ KIT AT A BEND AND ALWAYS DIRECT i' IRX GROUND WIRE DOWN TO CIGBE GROUND BAR • / ON WALL OR ANTENNA SIZE 6 AWG (iYF� TX ON ANTE NA - #6 AWG FROM JUMPER__ �- TX/RX 1 TOWER /5 \ ('YP 2�SECT -) ANTENNA CABLE . �- la �- GROUND KIT _ IC GROUND TO GROUND �• — :I BAR • - COMMSCOPE - ' T1 . i _ RRH RRH JUMPER REQUIRED ONLY -�� I _ � 1 LTE AWE WHEN 1 1/40 AND LARGER . - PROVIDE NO -OX (TYP.) ■ i BER & DC ! BEHIND 2 -HO _ UGS POWER c �� �� GROUND TO I , i I GROUND BAR Ri U ; ©O loo 0© SURGE ARRESTOR ..., ANTENNA CABLE I c o® I'O O O O 916132 COPE- J TO CABLE TRAY (TYP.) I -� 916132 ( ) DC6 - 48 - 60 1 8 8F low AT &T LIE FIBER & DC POWER 1 —_,_4, GROUND TO --b6 AWG r GROUND BAR FROM ANTENNA 1° � ; USED HOLE LUG, TO BE DC POWER - FABER FRAME SUPPORT m ^ CIGBE GROUND BAR �\ USED WITH 2 AWG BCW // NEWTON, SIMILAR TO -(-"-� TO BUILDING AND RING MOUNTED NEAR /BELOW \/ GROUND p\ ANTENNA #2 AWG BCW `#2 AWG BCW, BONDED TO GROUND WIRE INSTALLATION OF GROUND WIRE TO GROUND BAR 2 DC6 48 60 - RMI ALONG CABLE TRAY INDOOR TO C1GBE /MIGB GROUND TO GROUND •URGE ARRESTO•• RBS 6601 GROUND TO GROUND SCALE N. -.S. 05 BAR OR SHELTER 1 BAR OR SHELTER CONNECTION OF GROUND WIRES TO GROUNDING BAR (CIGBE) 1 GROUND HALO GROUND HALO SCALE: N.T.S. 05 'i - — II NOTE: G 1. CONTRACTOR TO CONFIRM ALL PARTS L 2. INSTALL ALL EQUIPMENT PER MANUFACTURERS ,wE NC T - TYPE NC RECOMMENDATIONS I I ` I PLUMBING DIAGRAM 3 I SCALE N.T -S. 05 IWE w I1PE K mE vg NOTE 2 NOTE 2 NOTE 2 NOTE 2 lb N ANTENNA COAX 11 ANTENNA COAX j ANTENNA COAX 2 -GPS COAX BOT. GND KIT i! BOT. GND KIT BOT. GND KIT I GND KIT ' CABLE 1 , CABLE I CABLE —_ CABLE (2) 1 ".Er ireE ar ttPE ra 50' 170' 280' ' `+' #6 AWG ANTENNA ANTENNA ANTENNA , DISCON. NOTE 1 NOTE 1 NOTE 1 __ ! ANTENNA COAX ANTENNA COAX ANTENNA COAX'! EQU. SWITCH I I TOP GND KIT TOP GND KIT TOP GND KIT - mE r" '' ' CABLE CABLE � CABLE _j �, GPS ! #6 AWG o! .. - I -. -- // BCW ..DT. MOB GROUNDING CONNECTION DETAIL 5 GND BAR i r GND BAR GND BAR • • - - - - -- p2 BCW — 4 ___ --4 �� • ALE N.T.S. OS t 1 -2 AWE TO MAIN GROUND BAR 1 1—i TOP MGB (MOB) IN EQUIPMENT SPACE OR • • • • I • • • ••. •� #2 BCW _ BUR. ED GROUND CONDUCTOR AS J 2/0 BCW TO SHELTER NEWTON INSTRUMENT COMPANY, INC. APPLICABLE GROUND SYSTEM BUTNER, N.C. OR APPROVED EQUAL 2 N2 GREEN CONDUITS EXOTHERMIC WELD INSULATED TO ;TEM REQ. ! PART NO 0 + DESCRIPTION (OUTDOORS ON -GRADE i ONLY BOTTOM MGB j CABLE TRAY TOWER C GROUND X SYSTEM ) 0 1/4 "x4 ° x12 ° PRE DRILLED GND. BAR fix 41, Aillr■ A -6056 WALL MTG. BRKT. 401( 7/16 V o 2 -- D ° o O 2 3061 - 4 NSU LA ORS � • 2 o 0 o 0 __T �� , V ^ ° ° o o 0 ° 0 4 4 S /8 " -lix4' H .H CS. 2 3012 -13 ii 1. BOND ANTENNA GROUNDING KIT CABLE TO TOP CIGBE — o o °y0 ° NOTE, 2 BOND ANTENNA GROUNDING KIT CABLE TO BOTTOM CIGBE 5 5 „ 4 301.8 5/8 LOC KWASHER 0 ' ° 1' 10" © 2 3v14 - 5/8' -11 HEX NUT 1 �� 1 /4" �� SCHEMATIC GROUNDING DIAGRAM 4 SCA'_E• NTS 05 GROUND BAR DETAIL 6 SCALE: N. T. S. 05 SITE NUMBER: MA5208 VRG 00F4(4s4„ AT &T MOBILITY SITE NAME: NORTHAMPTON t �M�OK E P � , 489 Washington Street SIR Auburn, MA 01501 CROWN SITE #: 800530 �._� = tel. (soa)sa1 - 96so ��� A:04/23/'` "R GVNSTRDCII °" A.M tao.zoose fax (508) 519 - 8939 G 22 ATWOOD DRIVE 550 COCHI TU ATE RD �o 33/ FOR REVIEW c.n.M. � ,N-.; GROUNDING DETAILS • mnobre @verticalresourcesgrp.com NORTHAMPTON MA 01060 _� SUITES 13 & 14 � 'S�; .,�i✓ JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A , No DATE _ f REVISION BY APP D r Windsor, CT 06095 HAMPSHIRE COUNTY FRAMINGHAM, MA 01701 ;GALE — IoESICNED BY: M.N. DRAWN BY aAM 50-145 05 NOTES: STRUCTURAL ANALYSIS TO DETERMINE TOWERS CAPACITY _._. _. EXIS %ING 70P OF TOWER _____ -_____ NOTES. TO SUPPORT PROPOSED O *753 A _ GL . REFER TO FINAL RF DATA PROPOSED AT &T PI ATFORM & RRH ANTENNAS SHALL BE DONE SHEET FOR FINAL ANTENNA MOUNT NM) TO BE NSTAITFD SO THAT PRLIPOSED AT &r PL1IFN.RM & RRH MOUNT F.', - U THERS S ETTINGS AND CONFIGURATIONS D8' EXISTNG GIMBING /ADDER TWIT -TO RF ORIENTED SO AS m KFFP GIAIRING EXISTING /ER1ZON 75 PANELS t EXISTING PLATFORM & ANTENNA 01153 (CENTER) A. G L. 1 PANEL CN OUTER PIPE MOUNTS RRH MOUNTED ID NEW TO BE ROTATED TO MATCH LTE PROPOSED 2 3/8' PIPE (2/SECT. 6 TOT - (P) € AT &T (6) RRH + n AZIMUTHS ➢2 /SECT 6 TOT) I o P ry PANELS ON (I) SURGE ARRESTOR PROPOSED RRH MOUNTED r0 .. 0 � PROPOSE � EXI PLA TFCRM D SURGE ARRESTOR -= 1 - I ELEV. = i'142 -0" t AGE. P� I (1Cr., TOT.) DC6- 48- 60 -18-8F MOUNTED BfHIN' - I �y� - - ---":1 - _-' . (J _(9), AT&T 19) ANTENNAS . .0 ^° � 22 3/8 SUPPORT PIPE / a 01 , _ I PANEL ANTENNAS ELEV.. = 1142' -0 t APL. v Rf 1T ABOIf EXISTING - 1 PLAT z C 6 TOT. EXISTING PLATFORM & PANELS ON ( ) O " ' PROPOSED 3 NEW LIE ANTENNA I X �� ..PANELS LN EXISTING PLATFORM I ���--- OOO U TER PIPE MOUNTS TO BE ROTATED TO MATCH 2 80 ' - 1'''''' PR OPOSED SURGE ARRESTOR 7-----, (1/SECT., J TOT) I AziMUrHS (z /SECT, 6 ToT) �' � i WNIED TO 2 J/8�/ SUPPORT _ 1 EXISTING ME'R0 PANELS ( A� „ PIPE BELOW PLATFORM 2_ 70' A7 I 4 _ j � a 2 Z 1 ➢32�ETERf A.GL °� UM U tNr S TNG PLATORM & EEN TER - .R/ AT MOUNTS PAN TD BE y, i � �PROD J Nfw LTE j," 1 r RG7ATE0 NNA 70 MA TCH o LTE OU -y ANTENNA PANELS ON + PROPOSED UNIVERSAL RING E X K D N G PLATE -, � 1 _ � � � + AZIMUTHS ( 2 / S E C T , 6 TOT) MOUNT V A Ir PART `'s (I/SECr 3 TOT.) OWN OR RM -ADK t"I ��o. PROPOSED 3 NEW LTE ANTENNA PROPOSED RRH MOUNTED TO �� S • ANELS 04 EXI511NG PLAIFQP,II �� Rio -NEW 2 3/D - / SUPPORT PIPE EXISTING ANTENNA EXIST /LATFM s, (//SECT., J TOT.) ANTENNA NG P PANELS OR O N I G U,�r ____ (2/SECr, 6 TOT) PANELS ON OUTER V OUTER PIPE MOUNTS r ^ v �� EXISTING I, - FIRE MOUNTS 70_ TO BE ROTATED TO N MONOPOLE SHAFT s• REMAIN (/SECT, MATCH LT AZIMUTHS V s TOT) (2 /SECT 6 TOT) f 1 Ir 1 OF 3) EXISTING PROPOSED �� PROPOSED B- STAND Off PROPOSED SURGE ARRESTOR ARM VAUIONr PART II-__ - L. _ /�SUPPPORT Pa T( 2 ANTENNA MOUNTING PLAN VIEW 0 ,,,,o, (TOT. � ' SCALE N.T.S ExISTTNG 163' TALL — MONOPOLE ON CONCRETE FOOTING I / \ V PROPOSED RRH MOUNTED TO PROPOSED 2 3/8 SUPPORT EW 2 3/8 SUPPORT PIPE = PIPE (I/SECT., 3 TOE)V (2/SECT., 6 TOT.) PROPOSED ANTENNA DONNDLT T TO BE SUPPLIED KITH INSTALL Il PROPOSED AT &T PIATFOtM & ,. .,aa� w PROPOSED 2 3/8q INSTAITFO SO THAT INF sUPPORr PIPE V� 0 EMSRNG CI TUBING /A0DAR NIII �_ a - NOT BE OBSTRUCTED -gi \ , W i -. PROPOSED AT&T 05 PoNER & MITER _ � =3I�0III ° MIL= I ROUTED INSIDE EXISTING MONOPOLE —_ - PROPOSED UNIVERSAL RING _ EXPANDED AT &T LIE PONER & FIBER AV M OUNT VALMONT PARix LN NC EXPANDED ICE BRIDGE / OR RM -ADK MOUNTED RIGHT III ABOVE EXISTNG MOUNT EXISTING AT &T CPS ANTENNA PROPOSED DUAL BAND_ MOUNTED TO ICE BRIDGE POST ANTENNA 96 x11.8 "x6.0 EX6TING ACCESS GA 1E PROPOSED LIE CPS AT &T L ANTENNA SECURED I1WN1E SURGE ARRESTOR O' DIVING L SHEL TER AN RCOF --- MOUNTED TO NEW 2 3/8 TO SDf EXISTING FCNCCC AREA P (r PART , SIZE RANGE SUPPORT PIPE (I 505) WITH BARBED WIRE PROPOSED RBS6601 IN & SURGE III LWRM 801068 12" - 45" EXISTING VERIZON SHELTER SURPRESSOR (BELOW) MOUNTED IN N 1 EW 23 EO/IPAI£NT RAG( INSDE / RM -ADK 157286 36 " -60" ADAPT R KIT EXISTING SHELTER � _ .�� "; _ , I'__ —MOUNTING BRACKET PROPOSED RRH & SURGE :.i �i. ,i,��, ii i✓�.i ,/��,.v.z., �,, /i-, ;,, s /�/i ii., ,/, /i‘,/i,,,,. C.i.�i./i.,/i� ARRESTOR MOUNTING DETAIL 4 GRAPHIC SCALE SCALE: N.T.S. 04 ELEVATION VIEW PROPOSED ANTENNA MOUNT 5 SCALE: 1" = ID' 04 SCALE: N.T.S. Oa ( IN FEET ) 1 inch = 10 ft SITE NUMBER: MA5208�T�'s�� VRG SITE NAME: NORTHAMPTON JAMES AT&T MOBILITY 489 Washington Street y O -1 Auburn MA 01501 ( \/V, CROWN SITE #: 80053 0 4,23)1 R CONSTRUCTION AM ,Z y � ELEVATION VIEW lel. (508) 981- 9590 ��� fax (5118)519 -8939 fa 22 ATWOOD DRIVE 550 GOCHITUATE RD ��3i,2 12 <Dk REVIEW c A.M. � ;, , A� , . , . & ANTENNA LAYOUT mnobre @verticalresourcesgrp.com NORTHAMPTON, MA 01060 �' SUITES 13 & 14 N o DATE REVISON BY CHK ARP'D wt., S ' + <1,9 JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A , r Windsor, CT06095 HAMPSHIRE COUNTY F RAMINGHAM, MA 0170 "I A F ;~ T FSICNeo By MN IDRAwN BY GAM 50-145 04 1 GENERAL NOTES 2. THE CELLULAR INSTALLATION IS AN UNMANNED 3 CONSTRUCTION, MAINTENANCE & OPERATION OF PRIVATE AND SECURED COMPOUND. IT 15 ONLY PROPOSED TOWER FACILITY WILL BE HELD IN 1. THE TYPE, DIMENSIONS, MOUNTING HARDWARE, AND ACCESSED BY TRAINED TECHNICIANS FOR PERIODIC ACCORDANCE WITH ALL APPLICABLE LOCAL, THE POSITIONS OF ALL EQUIPMENT IN THE ROUTINE MAINTENANCE AND THEREFORE DOES NOT STATE & FEDERAL REGULATIONS AND GUIDELINES. COMPOUND ARE SHOWN IN ILLUSTRATIVE FASHION. REQUIRE ANY WATER OR SANITARY SEWER SERVICE. THE FACILITY IS NOT GOVERNED BY REGULATIONS THESE DRAWINGS ARE NOT INTENDED FOR REQUIRING PUBLIC ACCESS PER ADA REQUIREMENTS. / CONSTRUCTION. ACTUAL HARDWARE DETAILS AND / FINAL LOCATIONS MAY DIFFER SLIGHTLY FROM j WHAT IS SHOWN. (E) MANUAL I X X X TRANSFER SWITCH H X X X X / T E) GENERA TOR t RECEPTACLE I 41 1 v / 'C_ t .� n ( I (E) 200A BREPANE AKER EXISANG ENTRY PORT TO BE USED 1 FOR NEW LIE FIBER ExxSTNG GENERATOR & POWER :am RECEPTACLES (2) PROPOSED AT &T 1/2 I 1 -- I COAXIAL CABLE FAR ` I TINC AT&T CPS ANTENNA NEW LIE GPS ANTENNA \, — X EXS �1 _---------- — — — t MIN lo' OFFSET AREA } D �'<'� - PRQ AT&T LIE CPS ANTENNA �D K 1 ,' _._ t` ,- _ - SHELTER ROOF EX /STING PLATFORM & ANTENNA DE OF EXISTING PROPOSED AT&T LIE J �' �� I� ti PANELS ON OUTER PIPE MOUNTS / EXISTING 6 WIDE x 3 TALL ENTRY `� TO BE NUMTED ro MATCH Lr� PONT WITH 5 EMPTY PORTS DC PONE CABLE TRAY FIBER IN I _ AZIMUTHS (2/SECT, 6 TOT) �� — — wr EXISANG A IS — X EXISTING EXTERNAL GROUND BAR ANTENNA MIN 10 t -— — __ _ EXISTING ICE BRIDGE POST PI I I r OFFSET AREA MOUNTED 1 GPS ANTENNA I! ERIC ON I I - - RIBS ■ ON EXISTING AT &T L IE DC PONER & - ` PROPOSED RRN MOUNTED TO 2 3/810 -----____L_------_________ ` '{ pti / FIBER N EXPANDED ICE BRIDGE CAB INET SUPPORT PIPE RIGHT ABM DOSING--_____ ; I ` O E � F - - PLATFORM (2/SECT- 6 TOT) _ f _ _ _ _ _ _ _ 2 80 ' AZ ♦ NN �� I Y z- O �'� PROPOSED J NEW ANTENNA 5 --PANEL'S EXISTING LOW PROFILE �o ;o PLATFORM (I/secr., 3 TOT) ii 1 1 v / NQKIA GSM PROPOSED 3 NEW ANTENNA ` AZ .1 f. � _ JMT - I !: ' ♦ ♦ ---- - - - - -- _ - - -'�0 BE ROTATED 70 PPE MOUNTS PANEL'S OR DOSING LOW PRORLE - - - - - - - S N� :1 .' EXISTING PLATFORM (1/SECT, 3 ror.) s. NT NIGY �� AZI MUTH S 2 SECT, 6 T01 3AVR75 1 gy 1 i �. � _ ) [XIS 7/NG PLATF & ANTENNA _ .ad ; p er -27 1 DS A 1 N£W LIE ---_ -- PROPOSED SURCf ARRESTOR PS ANIEIVNA PANELS ON OUTER PIPE MOUNTS - - - --- - -" - -- , NOKIA G SM o aE RO7ArED ro MArCV L E -- — - MOUNTED TO 2 3 /8 • O SUPPORT OUNTED TO NEW AZ IMUTHS (2/0407, 6 707) c\---' o �. PIPE BELOW PLATFORM SHEL WALL ^ m v ( N _ �� MOUNTED SUPPORT N PROPOSED 3 NEW ANTENNA � � GALAXY PIPE ANELS ON DIVING LOW PROFILE / POWER PLATFORM (1/SECT.., 3 TOT.) - � ' STEM 2424 ' (I ) R ' � G 4 1- L - - -'" I MT _ EQUIPMENT RACK RL NG 0587 N sLIELr56 PROPOSED RBW 23 LI • E r / PROPOSED t j DC6- 48 -60 -RM SURGE ARRESTOR IN NEW 23' PROPOSED I LTE EQUIPMENT RACK 1 AT &T RACK GROUND SURGE / v — ARRESTOR & BIS TO- SHELTER GROUND HALO ° i I -, GRAPHIC SCALE COUMPOUND PLAN 1 EQUIPMENT PLAN Alk SCALE: 1" = 5' 03 SCALE: t" = 2' 03 ( IN FEET ) 1 Inch = 5 ft SITE NUMBER: MA5208 OF VRG 1444. AT &T MOBILITY SITE NAME: NORTHAMPTON t E 489 Washington Street 5Tao tSE A�bum.nnAOlsot CROWN SITE #: 800530 at&t 2_� OR CONSTRUCTION a_M Eel. (508)981 -9590 �� � ' N�. z a�e ° SITE PLAN & EQUIPMENT PLAN mnobre@verticalresourcesorp.com (508)579 -8939 G LOBALSERV /CES ZZAT�/OO��RIVE 550 COC!`ITUATE RD Qo L3 /'2 /1C FOR REVIEW c,aM �,' cam ∎ � � F S��✓ @ 9m 800 Marshall Phelps Road, #2A NORTHA MA 01060 SUITES 13 & 1 4 LOB NUMBER DRAWING NUMBER REV • . GATE REwsON BY C APP'D VERTICAL RESOURCES CRP. No r Windsor, CT06095 i*IAMPSHIRE COUNTY FRAMINGHAM, MA 01701 ,GALE 4V----4'.4 117E - SIGNED � By M N. !DRAWN BY: cn 50-145 03 GENERAL NOTES CONCRETE AND REINFORCING STEEL NOTES: ELECTRICAL INSTALLATION NOTES ELECTRICAL INSTALLATION NOTES (cont.' 1 TOR THE PURPOSE OF CONSTRUC`'ON DRAWING, THE EOL_O NNC DEFINITIONS SHALL APPLY_ I. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE ACI 301, ACI 3'$ ACI 336, ASTM A184, ASTM A85 AND THE DESIGN AND 1 ALL ELECTRICAL WORK SHALL BE PERFORMED IN ACCORDANCE 15_ ELECTRICAL METALLIC TUBING (EMT) OR RIGID NONMETALLIC CONDUIT CONTRACTOR PRIME. CONTRACTOR CONS TR SPECIFICATION FOR CAST -SN -PLACE C,NCRE TE. WITH THE PROJECT SPECIF- CATIONS, NEC AND Al,. APPLICABLE LOCAL (LE, RIGID PVC SCHEDULE 40, OR RIG "J PVC SCHEDULE 80 FOR LOCATCNS - SUBCONTRACTOR GENERAL CONTRACTOR (CONSTRUCTION) CODES SUBJECT TO PHYSICAL DAMAGE) SHALL BE OSED FOR EXPOSED INDOOR OWNER A &T WIRELESS 2 ALL CONCRETE SHALL HAVE A MI N'MUM COMPRESSIVE STRENGTH OF 4000 FS AT 28 DAYS, UNLESS NOTED OTHERWISE A WRIER OEM - ORIGINAL EQUIPMENT MANU %ACTU PEER STRENGTH (4000 PSI) MAC BE USED. OCAT', O NS 2 CONDUIT ROUTINGS ARE SCHEMATIC. SUBCONTRACTOR SHALL 2. PR' "OR TO THE SUBMISSION `F THE IN( SUBCONTRACTOR SR ALL VI TH IT FA EXISTING c - - INSTALL CONDUITS SO THAT ACCESS TO EQUIPMENT S NOT _ _ _ (. BIDS, E BDD G St BC O .. OR _ A_L ST E CM' SITE MLARIZE WITH THE _XISIIN CONDITIONS AND 3 REINFORCING STEEL SHAL. CONFORM TO ASTM A 615, GRADE 60, D� ORMEU RIII ESS NOTED OTHERWISE, WEL'�ED WIRE -ABR' -. 0 SHALL 16. ELECTRICAL METAL -C TUBING (_ E, ECTRICA,, NONMETALLIC "I/BUNG TO CONFI. RM THAT THE WORK CAN BE ACCJMPLIEuED AS SHOWN ON THE CONSTRUCTION DRAW ANY JISCREF: ANC.Y F3L NJ SHALL HE BROUG1 -T CONFORM TO ASTM A 1 ST: C OT H -RWI`E S - TS " - L ..INFO 8., WELDED STEEL WIRE FABRIC UNLESS NOTED 0 L LPUC.ES H ,ALL BE CLASS B AND ALL ROOKS BLOCKED ( -NT) OR RIGID NONMETALLC CONDUIT (RIG 'D PVC, SCHEDULE 40) SHALL TO THE ATTENTION OF CONTRACTOR. SHALL BE STANDARD, UNO WIRING, RACEWAY AND SU PRO RT METHODS AND MATERIALS SHALL RE USED FOR CONO_A,FC INDOOR LOCATIONS 3 ALL MATERIALS FURNISHED AND INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL A PPLICABLE CODES, REGULATIONS, AND ORDINANCES. 4 THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS SHOWN OTHERWISE ON DRAWINGS TEL C^ - COMPLY WITH THE REQUIREMENTS OF THE NEC AND tL_�RDIA SUBCONTRACTOR SHALL ISSUE ALL APPROPRIATE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RUES REGULATIONS, AND LAWFUL ORDERS OF ' 7. GALVANIZED STEEL INTERMEDIATE METALLIC CONC'JIT (IMO) SHAI_, BE ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. CONCRETE CAST AGAINST EARTH 3 IN 4 ALL CIRCUITS SHALL BE SEGREGATED AND MAINTAIN M 'N IM UM USED FCR OUTDOOR LOCAT ABOVE GRADE CONCRETE EXPOSED TO EARTH OR WEATHER AL, WORK CARRIED OvT. SHALL COMPLY WITH ALL APPLICABLE MUNICIPAL AND i;TIL TTY COMPANY SPECIFICATIONS AND LDGAL JURISDICT-O NAL CODES, CABLE SEPARAT -ON AS REQU RED BY THE NEC AND TELCORDIA ORDINANCES AN.^ APPLICABLE REGULATIONS. #6 AND LARGER 2 INCH 18. RIGID NONMETALLIC CONDUIT (I. E., RIGID PVC SCHEDULE 4C OR RIGID #5 AND SMALL. ER & WWF___. 1 1/2 INCH 5 CABLES SHA NOT BE ROUTED THROUGH LADDER STYLE CABLE PVC SCHEDULE 80) SHALL BE USED UNDERGROUND; DIRECT BURIED, IN 4. DRAWINGS PROVIDED HER ARE NOT TO SCALE UNLESS OTHERWISE NOTED AND ARE INTENDED TO SHOW OUTLINE ONLY TRAY RUNGS AREAS OF OCCASIONAL LIGHT VEHICLE TRAFFIC OR ENCASED IN REINFORCED CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR NOT CONCRETE IN AREAS OF HEAVY VEHICLE TRAFFIC 5. UNLESS NOTED OTHERWISE, THE WORK SHALL INCLUDE FURNISHING MATERIALS EOUIPMENT, APPURTENANCES, AND LABOR NECESSARY TO CAST AGAINST THE GROUND COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 6 EACH END OF EVERY POWER, POWER PHASE CONDUCTOR (tE., SLAB AND WALL 3/4 INCH HOTS), GROUNDING, AND T1 CONDUCTOR AND CABLE SHALL BE 1 9 . LIQUID - TIGHT FLEXIBLE METALL CONDUT (LIQUID, -TITE FLEX) SHALL BE 6 THE SUBCONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURER'S REGOMMFNDATIONS UNIFSS BEAMS AND COLUMNS 1 1/2 INCH LABELED WITH COLOR -CODED INSULATION OR ELECTRICAL TAPE (3M USED MDOORS AND OUTDOORS. WHERE VIBRATION OCCURS OR FLEXIBILITY IS SPECIFICALLY STATED OTHERWISE. NEEDED BRAND, 1/2 INCH PLASTIC ELECTRICAL TAPE WITH UV PROTECTION 7 IF THE SPECIFIED EQUIPMENT CANNOT BE INSTALLED AS SHOWN ON THESE DRAWINGS, THE SUBCONTRACTOR SHALL PROPOSE AN ALTERNATIVE 5_ A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE, LINO, IN ACCORDANCE WTH ACI 301 SECTION 4.2.4. OR EQUAL). THE ID ENT F METHOD SHALL CONFORM WITH NEC INSTALLATION FOR APPROVAL BY THE CONTRACTOR. 20. CONDUIT AND TUBING FITPNGS SHALL BE THREADED OR 6 `NSTALLATION OF CONCRETE EXPANSION /WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE & OSHA. COMPRESSRD N -TYPE AND APPROVED FOR THE LOCATION USED SETSCREW 8 SUBCONTRACTOR SHALL DETERMINE ACTUAL ROUTING OF CONDUJ, POWER AND T1 CABLES, GROUNDING CABLES AS SHOWN ON THE POWER, ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON FITTINGS ARE NOT ACCEPTABLE GROUNDING AND TELCO PLAN DRAWING. ROUTING OF CONDUIT FOR POWER AND TELCO SHALL BE APPROVED BY OWNER OF SITE THE DRAWINGS. NO REBAR SHALL BE CUT WITHOUT PRIOR CONTRACTOR APPROVAL WHEN DRILLING HOLES IN CONCRETE_ SPECIAL 7. ALL ELECTRICAL COMPONENTS SHALL BE CLEARLY LABELED W-TH NSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED IN ORDER TO MAINTAIN MANUFACTU'RER'S MAXIMUM ALLOWABLE PERMANENT LABELS. ALL EQUIPMENT SHALL BE LABEi. ED WITH THEIR 21 . CABINETS, BOXES, AND WIREWAYS SHALL BE LISTED OR LABELED FOR 9 THE SUBCONTRACTOR SHALL PROTECT EXISTING IMPROVEMENTS, PAVEMENTS, CURBS, LANDSCAPING AND S"RUCTURES. ANY DAMAGED PART SHALL LOADS. ALL EXPANSION /WEDGE ANCHORS SHALL BE STAINLESS SI LEL OR HUT DIPPED GALVANIZED EXPANSION BOL IS SHALL BE VOLTAGE RATING, PHASE CONFIGURATION, WIRE CONFIGURATION, BE REPAIRED AT SUBCONTRACTOR'S EXPENSE TO THE SATISFACTION OF OWNER PROVIDED BY RAMSET /REDHEAD HILTI OR APPROVED EQUAL. POWER OR AMPACITY RATING, AND BRANCH CIRCUIT .D NUMBERS ELECTRICAL USE IN ACCORDANCE WITH NEVA, UL, ANS; /IEEE, AND NEC (I E, PANELBOARD AND CIRCUIT ID'S) NO HAND WRITTEN LABELS 10. SUBCONTRACTOR SHALL LEGALLY AND PROPERLY DISPOSE OF ALL SCRAP MATERIALS SUCH AS COAXAL CABLES AND OTHER ITEMS REMOVED 7 CONCRETE CYLINDER TEST IS NOT REQUIRED FOR SLAB ON GRADE WHEN CONCRETE IS LESS THAN 50 CUBIC YARDS (IBC 1905.6.2.3) ALLOWED 22. WI REWAYS SHAL,. BE EPDXY - COATED (GRAY) AND INCLUDE A HINGED FROM THE ELESTNE FACILITY ANTENNAS REMOVED, SHALL BE RETURNED TO THE OWNER'S DESIGNATED LOCATION. IN THAT EVENT THE FOLLOWING RECORDS SHALL BE PROVIDED BY THE CONCRETE SUPPLIER; . COVER, DESIGNED TO SWING OPEN DOWNWARD; SHALL BE PANDUIT TYPE E (A) RESULTS OF CONCRETE CYLINDER TESTS PERFORMED AT THE SUPPLIER'S P'. ANT, OR EQUAL); AND RATED NEMA 1 (OR BETTER) INDOORS, OR NEMA 3R (OR 11. SUBCONTRACTOR SHALL LEAVE PREMISES IN CLEAN CONDITION_ 8_ PANELBOARDS (ID NUMBERS) AND INTERNAL CIRCUIT BREAKERS SHALL BE CLEARLY LABELED. NO HAND BETTER) OUTDOORS (B) CERTIFICATION OF MINIMUM COMPRESSIVE STRENGTH FOR THE CONCRETE GRADE SUPPLIED. ( CIRCUJ ID NUMBERS) SITE WORK GENERAL NOTES FOR GREATER THAN 50 CUBIC YARDS THE GC SHALL PERFORM THE CONCRETE Cr - NDER TEST. WRIIIEN LABELS ALLOWED. 23. EQUIPMENT CABINETS, TERMINAL BOXES, JUNCTON BOXES, AND PULL 9 ALL TIE WRAPS SHALL BE CUT FLUSH WITH APPROVED CUTTING BOXES SHALL BE GALVANIZED OR EPDXY - COATED SHEET STEEL, SHALL MEET THE SUBCONTRACTOR SHALL CONTACT UTILITY LOCATING SERVICES PRIOR TO THE START OF CONSTRUCTION. 8 AS AN ALTERNATIVE TO ITEM 7, TEST CYLINDERS SHALL BE TAKEN INITIALLY AND THEREAFTER FOR EVERY 50 YARDS OF CONCRETE 'J TOOL TO REMOVE SHARP EDGES. OR EXCEED L 50, AND RATED NEMA 1 OR BETTER) INDOORS, OR NEMA FROM EACH DIFFERENT BATCH PLANT. 3R (OR BETTER) OUTDOORS 2 ALL EXISTING ACTIVE SEWER, WATER, GAS, ELECTRIC, AND OTHER UTILITIES WHERE ENCOUNTERED IN THE WORK, SHALL BE PROTECTED AT ALL TIMES, AND WHERE REQUIRED FOR THE PROPER EXECUTION OF THE WORK, SHALL BE RELOCATED AS DIRECTED BY CONTRACTOR. EXTREME 9. EQUIPMENT SHALL NOT BE PLACED ON NEW PADS FOR SEVEN DAYS AFTER PAD IS POURED, UNLESS 'IT IS VERIFIED BY TESTS THAT T0. POWER, CONTROL, AND EQUIPMENT GROUND WRING 'N TUBING CAUTION SHOULD BE USED BY THE SUBCONTRACTOR WHEN EXCAVATING OR DRILLING PIERS AROUND OR NEAR UTILITIES. SUBCONTRACTOR COMPRESSIVE STRENGTH HAS BEEN ATTAINED. OR CONDUIT SHALL BE SINGLE CONDUCTOR (SIZE 14 AWG OR 24. METAL RECEPTACLE, SWITCH AND DEVICE BOXES SHALL BE GALVANIZED, SHALL PROVIDE SAFETY TRAINING FOR THE WORKING CREW. THIS WILL INCLUDE BUT NOT BE LIMITED TO A) =ALL PROTECTION B) CONFINED LARGER), 600V, OIL RESIST AN I HHN OR THWN -2, CLASS B EPOxv- COATED, OR NON- CORROGN[_: SHALL MEET OR EXCEED ui 514A SPACE C) ELECTRICAL SAFETY D) TRENCHING & EXCAVATION. u. ALL CONCRETE SHAL. BE SUPPLIED IN ACCORDANCE WITH TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RADIO ACCESS NETWORK AND NEMA OS 1; AND RATED NEMA ' (OR BETTER) INDOORS, OR WEATHER RY) SITES. S R �D COPPED OR FOR LOCA ON DRACEWAY PROTECTED (WP OR BETTER) OUTDOORS 3 ALL SITE WORK SHALL BE AS INDICATED ON THE DRAWINGS AND PROJECT SPECIF'CATIONS SYSTEM USED, UNLESS OTHERWISE SPECIFIED _ 4 IF NECESSARY, RUBBISH, STUMPS, DeBR s, sTlcKS, STONES, TOP SOIL AND OTHER REFUSE SHALL BE REMOVED FROM THE SITE AND SOIL COMPACTION NOTES FOR SLAB ON GRADE: 25 NONMETALLIC RECEPTACLE, SWITCH, AND DEVICE BOXES SHALL MEET OR DISPOSED OF LEGALLY - -- 11_ SUPPLEMENTAL EQUIPMENT GROUND WIR LOCATED INDOORS EXCEED NEVA OS 2; AND RATED NEMA 1 (OR BETTER) INDOORS, OR EXCAVATE AS REQUIRED TO REMOVE VEGETATION AND TOPSOI DE SHALL BE SINGLE CONDUCTOR SIZE 6 AWG OR LARGER), 500V, OR WEATHER PROTECTED (WP OR BETTER) OUTDOORS 5. ALL EXISTING INACTIVE SEWER, WATER. GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE W,TH ThF EXECUTION OF THE WORK SHALL t. E L, EXPOSE JNCSTURBED NATURAL SGBGRA,,_ AND PLACE ( ) BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWSE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE W THE EXECUTION OF THE CRUSHED STONE AS REQUIRED. RESISTANT THHN OR THWN - 2 GREEN INSULATION, CLASS B WORK, SUBJECT TO THE APPROVAL OF CONTRACTOR, OWNER AND /OR LOCAL UTILITIES. STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) 26. THE SUBCONTRACTOR SHALL NOTIFY AND OBTAIN NECESSARY 2 COMPACTION CERTIFICATION: AN INSPECTION AND WRITTEN CERTIFICATION BY A L. ALIF LED GEOTECH NICAL TECHNICIAN OR OPERATION; LISTED OR LABELED FOR THE LOCATION AND RACEWAY AUTHORIZATION FROM THE CONTRACTOR BEFORE COMMENCING WORK ON THE 6 SUBCONTRACTOR SHALL M,NIMIZE DISTURBANCE TO EXSTING SITE DURING CONSTRUCTION. ENGINEER IS ACCEPTABLE- SYSTEM USED, UNLESS OTHERWISE SPECFIED AC POWER DISTRIBUTION PANELS 3. AS AN ALTERNATIVE TO INSPECEON AND WRITTEN CERTIFICATION, THE "UND'.STURAED SOIL" BASE HALL BE COMPACTED WIT, 7. THE SUBCONTRACTOR SHALL PROVIDE SITE SIGNAGE IN ACCORDANCE WITH THE OWNER SPECIFICATION FOR SITE SIGNAGE. 27. THE SC BCO NTRACTOR SHALL PROVIDE NECESSARY TAGGING ON THE "COMPACTION EQUIPMENT ", LISTED BELOW, TO AT LEAST 9C9 MODIFIED PROCTOR MAXIMUM DENSITY PER ASTM D ' METHOD 12. POWER AND CONTROL WIRING, NOT IN TURNCV OR CONDUIT, SHALL BE MULTI-CONDUCTOR, TYPE T� CABLE SIZE 14 AWG O BREAKERS, CABLES AND DISTRIBUTION PANELS IN ACCORDANCE WITH THE 8 THE SITE SHAL BE GRADED TO CAUSE SURFACE WATER TO FLOW AWAY FROM THE TRANSMISSION E AND TOWER AREAS . C T R L APPLICABLE CODES AND STANDARDS TO SAFEGUARD AGAINST LIFE AND LARGER), 600V OIL RESISTANT THHN OR THWN -2, CLASS 8 9. NO FILL OR EMBANKMENT MATER,AL SHALL BE PLACED ON FROZEN GROUND. FROZEN MATERIALS, SNOW OR ICE SI-ALL NOT BE PLACED IN 4- COMPACTED SUBBASE SHALL BE UNIFORM AND LEVELED_ PROVIDE 6 MINMUNI CRUSHED STONE OR GRAVEL COMPACTED IN 3" STRANDED COPPER CABLE RATED FOR 90 'C (WET AND DRY) PROPERTY ANY FILL OR EMBANKMENT. LIFTS ABOVE COMPACTED SOIL. GRAVEL SHALL BE NATURAL OR CRUS• +ED WITH 1007 PASSING 1" SIEVE OPERATION; WITH OUTER JACKET; LISTED OR LABELED FOR THE 10. THE SUE GRADE SHALL BE COMPACTED AND BROUGHT TO A SMOOTH UNIFORM GRADE PRIOR TO FINISHED SURFACE APPLICATION, SEE 5 AS AN ALTERNATIVE TO ITEMS 2 AND 3 PROOF ROLL THE SUBGRADE SO. LS WITH 5 PASSES OF A MEDIUM SIZED VIBRATORY LOCATION USED, UNLESS OTHERWISE SPECIFIED DETAIL 303. PLATE COMPACTOR (SUCH AS BOMAG BPR 30/38) OR HAND- OPERATED S DRUM VIBRATORY ROLLER (SUCH AS BOMAG BW 55E)- ANY SOFT AREAS THAT ARE ENCOUNTERED Si -OULD BE R_MCVED AND REPLACED W.TH A WELL - GRADED GRANULAR 13. ALL POWER AND POWER GROUNDING CONNECTIONS SHALL. BE '1. THE AREAS OF THE OWNERS PROPERTY DIS BY THE WORK AND NOT COVERED BY THE TOWER, EQG P MENT OR DRIVEWAY, SHALL BE FILL, AND COMPACTED AS STATED ABOVE_ CRIMP -STY. E COMPRESSION WIRE LUGS AND WIRENUTS BY THOMAS GRADED TO A uNIf ORM SLOPE, AND STABILIZED TO PREVENT EROSION AND BETTS (OR EQUAL). LUGS AND WIRENUTS SHALE BE RATED 6 COMPACTION CRITERIA FOR OTHER FILL AREAS ON SITE SHALL MEET THE SAME REQUIREMENTS AS NOTED ABOVE FOR OPERATION AT NO LESS THAN 75'C (90'C IF AVAILABLE) 12. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION, SHALL BE 1N CONFORMANCE WITH THE LOCAL J R SCICEON'S GJIDEL-NES FOR EROSION AND SEDIMENT CONTROL_ 7 SOIL COMPACTION SHALL HE PERFORMED IN ACCORDANCE WITH TECHNICAL SPECIFICAT'ON FOR CONSTRUCTION OF RAD',C ACCESS NETWORK SITES. 14. RACEWAY AND CABLE TRAY SHALL BE USED OR LARE'_ED FOR 13. ALL EARTH WORK SHALL BE PERFORMED IN ACCORDANCE WITH TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RADIO ACCESS NETWORK ELECTRICAL JSE IN ACCORDANCE WITH NEMA, UL, ANSI /IEEE, AND SITES NEC COMPACTION EQUIPMENT: STRUCTURAL STEEL NOTES: HAND OPERATED DOUBLE DRUM, VIBRATORY ROLLER, VIBRATORY PLATE COMPAC "OR OR JUMPING JACK COMPACTOR. ALL STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM Al23 (HOT -DIP) UNLESS NOTED OTHERWISE- STRUCTURAL STEEL SHALL BE ASTM -A -36 UNLESS OTHERWISE NOTED ON THE SITE SPECIFIC DRAWINGS- STEEL DESIGN, INSTALLATION AND BOLTING SHALL BE PERFORMED IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "MANUAL OF STEEL CONSTRUCTION" 2. ALL WELDING SHALL BE PERFORMED USING E70Xx ELECTRODES AND WELDING SHALL CONFORM TO AISC. WHERE FILLET WELD SIZES ARE NOT SHOWN, PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE AISC "MANUAL OF STEEL CONSTRUCTION" PAINTED SURFACES SHALL BE TOUCHED 3 BOL CONNECTIONS SHALL BE ASTM A325 BEARING TYPE (3/4"0) CONNECTIONS AND SHALL HAVE MINIMUM OF TWO BOLTS UNLESS NOTE. OTHERWISE STEEL FASTENER HARDWARE SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A153 (HOT -DIP) 4 NON - STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A 307 BOLTS UNLESS NOTED OTHERWISE 5- INSTALLATION OF CONCRETE EXPANSION /WEDGE ANCHOR, SHALL BE PER MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURE. THE ANCHOR BOLT, DOWEL OR ROD SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. NO REBAR SHALL BE CUT WTHOUT PRIOR CONTRACTOR APPROVAL WHEN DRhENG HOLES 1N CONCRETE. SPECIAL INSPECTIONS, REQUIRED BY GOVERNING CODES, SHALL BE PERFORMED IN ORDER TO MAINTAN MANUFACTURER'S MAXIMUM ALLOWABLE LOADS. ALL EXPANSION /WEDGE .ANCHORS SHALL BE STAINLESS STEEL OR HOT DIPPED GALVANIZED. EXPANSION BOLTS SHALL BE PROVIDED BY RAMSET /REDHEAD, HrLTI OR APPROVED EQUAL 6 ALL STRUCTURAL STEEL SHALL BE 5.;PPLIFD 'N ACCORDANCE WI ^I TECHNICAL SPECIFICATION FOR CONSTRUCTION OF RADIO ACCESS NETWORK SI TES SITE NUMBER: MA5208 op VRG L /�� SITE NAME: NORTHAMPTON = 1st o �� P AT&T MOBILITY 489 Washington Street �� STfOKE a • teL (508)98109590 CROWN SITE #: 800530 S " NOTES �j C4/23/l2 FpR CONSTRUC G .A M_ J Zppgg ........____ fax (508) 519 - 8939 GLOBAL SERVICES 22 ATWOOD DRIVE ----_____ 550 COCH�IUATR RD /\ 03/12/L2 OR REVIEW AM ,, q�I a y,' mnobre @veltiCBlre60urCRegrp,COm NORTHAMPTON, MA 01060 SUITES 13 & ' 4 r ,, ; JOB NUMBER DRAWING NUMBER REV VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A N o. DATE .. - RERnsI BY GHK APP'D > r ' KAMPSHIRE COUNTY FRAMINGHAM, MA 01701 : - Z, 50 lay 02 1 Windsor, CT 06095 SCALE I DESIGNED BY. M.N. IDRAWN BY. G.A. PROJECT INFORMATION ',CUFF OF WORK UNMANNED COMMGNICATIO NS FACILITY MODIFICATIONS S.TE NOMBER: MA5208 S.TE NAME: NORTHAMPTON - ATWOOO ....-___.„.NIMIIIIIII at&t STE ADDRESS: 22 ATWOOD DRIVE NORTHAMPTON, MA 0'.060 PROPERTY' OWNER. CROWN CASTLE CORP 2000 GORPORATF DRIVE GANONSBURG, PA 15317 CROWN APPLICANT: AT &T MCB LILY SITE #: 800530 550 COCHITUATE RD SUITES 13 & 14 FRAMINGHAM, MA 01701 CONTACT. TEL 866 -915 -5600 COORDINATES ,AT. N42'18 -5" LONG. W72'37'26.3" SITENUMBER GROUND LEVEL_ +'18' 00 530 55 DEED REFERENCE. N/A SITE PARCEL NO N/A SITE NAME: NORTHAMPTON - ATWOOD CURRENT ZONING N/A HORIZONTAL DATUM- (NAG) 1983 LOCATION MAP APPLICABLE BUILDING CODES AND STANDARDS DRAWING INDEX REV DIRECTIONS: — 90 WEST TO Ex #4, PROSE 'ED NORTH ON 1 -91- TAKE 1 -91 EXIT #18, TURN RIGHT AT OFF RAMP, TAKE FIRST RGHT ONTO A-WOOD DRIVE, SITE IS ON _EFT. SUBCONTRACTOR'S WORK SHALL COMPLY WITH PROJECT STANDARDS AND SPECIFICATIONS 01 TITLE SHEET 1 SUBCONTRACTOR WORK SHALL COMPLY W' TH ALL APPLICABLE NATIONAL, STATE, AND LOCAL CODES AS ADOPTED BY THE LOCAL AUTHORITY HAV.NG JURISDICOON (AHJ) FOR THE LOCATION- THE SITE ACCESS: LOCKED GATE EDITION OF THE AHJ ADOPTED CODES AND STANDARDS IN EFFECT ON THE DATE OF CONTRACT 02 NOTES 1 AWARD SHALL GOVERN THE DESIGN. 1 £ - Fk7t i • n E ti r Fair BUILDING CODE: 03 SITE PLAN & EQUIPMENT PLAN 1 / --, I � ; 1 � ' T 1 �'� MASSACHUSETTS BUILDING CODE 'LATEST EDITION ECTRICAL CODE: 04 ELEVATION VIEW &ANTENNA LAYOUT 1 �? ,. NATIONAL ELECTRICAL CODE LATEST ED C, mON '� 6�'� SUBCONTRACTOR'S WORK SHALL OM - H Y W 'PE LATEST EDITION CF THE FOLLOWING ' .,.,L1 pg 1 STANDARDS. 05 GROUNDING DETAILS 1 AMERICAN CONCRETE INSTITUTE (ACI) ', 318, BU'.DIN ODE REQUIREMENTS FOR STRUC ORAL � r i a CONCRETE _* lb t r 1 P I - AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), MANUAL OF STEEL CONSTRUCTION, ADD, g . �ti NINTH EDITION 44e P 4 0 AMERICAN NATIONAL STANDARDS INSTITUTE /TELECCMMUNICAT1ONS INDCSTRY ASSOC ?ATION (ANSI/TEA) ntt111 222-F OR G AS APPLICABLE STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWER AND " � ANTENNA SUPPORTING STRUCTURES l�n. J S 4'r a- �t HUrtb Po' ' G q p � �a A 607, COMMERCIAL BUILDING , 090 NDI�9 AND BOND NG REQUIREMENTS FOR I T �� 0 � , . TELECOMMUNICATIONS _ g ore 9F _ �',i r � 1 T 1 se ``� � R y ' INSTITUTE FOR ELECTR AND ELECTRONCS ENGINEERS (IEEE) 81 GU FOR MEASURING EART -. T , � S I T . � ' o RESISTIVITY, GROUND IMPEDANCE AND EARTH SURFACE HOTENTIALS OF A GROUND SYSTEM � // _0 ,t . ,° IEEE 1100 (1999) RECOMMENDE9 PRACTICE FOR POWERING AND GROUND ING OF ELECTRONIC � V �' I c ' . ' � d n EQUIPMENT AT EAST 72 HO RS PR TO e, y r / N,„ P LOGGING, THE CONTRACTOR IS y 1 ° " IEEE C62.41, RECOMMENDED PRAC CES ON SURGE VOLTAGES IN _OW VOLTAGE AC POWER � ' c� REQUIRED TO CALL DIG SAFE Al lu �# � ° 888 DIG -SAFE o wwya CIRCUITS (FOR LOCATION CATEGORY "C 3 AND "HIGH SYSTEM EXPOSURE ") X111 ) TELCORDIA GR -1503, COAXIAL CABLE CONNECTIONS git CONTACT & UTILITY INFORMATION ,i I ANSI '1. 311 FOR TELECOM - DC POWER SYSTEMS - TELECOM, ENVIRONMENTAL PROTECTION CONTACT CON COMPANY PHONE NO �' nt Lo tdam - FOR ANY CONFLICTS BETWEEN SECTIONS OF LISTED CODES AND STANDARDS REGARDING MATERIAL, 1 MET;OD9 OF CONSTRUCTION, OR OTHER REQUIREMENT: ?HE MOST RESTRICTIVE REQUIREMENT ENGINEER N11 MIGUEL NOBRE VRG (508) 981 -9590 dare ar � ' SHALL GOVERN. WHERE THERE IS CONFLICT BETWEEN A GENERAL REOHIREMFNT AND A SPECIES SITE ACQJ'SILON. T B C NEXLINK 860) 2 '9 -9563 N0 " ° "'"' , + REQUIREMENT, THE SPECIFIC REQUIREMENT SHALL GOVERN. Prix) CG 'NSTRUCTCN : T.B.D. NEXLINK (860) 219 -9563 UTILITIES - :f : r - POWER: WORK READ =Si GROGP NATIONAL CRC (800) 375 -7405 r4 000 St '( 1 � TELCO. VERIZON (800) 94' -9900 rtua , q Q si :j� 'iar y} 4. , .. ` -- 1" '1 SITE NUMBER: MA5208 SITE NAME: NORTHAMPTON AT &T MOBILITY VRG an at &t 489 Washington Street + STNOKE Auburn, MA O, SO, ' CROWN SITE #: 800530 0 y ' �4/23/l i 435 CONSTRICT, ION G.A M- u tei.(508)981 -9590 NOS TITLE SHEET aXrSOals,s -asa9 GLOBAL SERVICES 22 ATWOOD DRIVE 550 OCHITUATE RD Qo 3,i/12/12 oe REVi w A -M- A� .1. S. ;,, mnobre@yerlicalresourcesgrp.com NORTHAMPTON, MA 01060 SUITES 1 3 & 14 f1✓ Job NUMBER DRAWING NUMBER RN VERTICAL RESOURCES GRP. 800 Marshall Phelps Road, #2A , No. DATE REVSiON Br Chi< APB'D' Windsor, CT06095 HAMPSHIRE COUNTY FRAMINGHAM, MA 01701 scALE EcN* BY MN 1 DRAWN BY cn.M. 50-145 01 1 Monopole Pier and Pad Foundation BU # : 600530 C 1A� WE Site Name: MA NORTHAMPTON 0 CAC 800 App. Number: 145520, Rev. 0 Design Reactions Design Checks Modification Checks Shear, S. 27 kips Capacity/ Demand/ Capacity/ Demand/ Moment, M. 3025 ft-kips Availability Limits Check Availability Limits Check Tower Height, H 162 ft Req'd Pier Diam.(ft) 7 5.916666667 OK Sleeve Rebar Area (in2): 18.0.. 0.00 Not Used • Tower Weight, Wt: 36 kips Sleeve Moment Capacity (k-ft)' 41313 . 3133.00 Not Run Base Diameter, BD: 4.4167 ft Shear Capacity (kips) 251.25 27.00 OK 10.7% Sleeve Rebar Spacing (in) 427.444.0 Not Used Sleeve Tie Spacing (in): NIA 9. s 4.0 Not Used Foundation Dimensions Pad Shear - 1 -way (kips) 1183.96 459.66 OK 38.8% Minimum Extra Thickness (in) 0 0 Not Used . .,, , Depth. D: 6 ft Pad Shear- 2 -way (kips) 3009.19 750.59 OK 24.9% Pad Rebar Area -short (in2) OA* -.. ..: Not Used Pad Width, W: 24 ft Pier Rebar Area (in 28.44 27.71 OK Pad Rebar Area -long (in2) 0.44 0.00 Not Used Neglected Depth, N: 4 ft Pad Rebar Area (in 34.76 10.23 OK Pad Rebar Spacing -short On): ♦� 1 ,12 2�a 4.5 Not Used Thickness, T: 3.00 ft Pier Moment Capacity (k -R 7.X ) 4731.83 3133.00 OK 66.2% Pad Rebar Spacing -long (m) 63.0 , 12*** 4 Not Used Pier Diameter, Pd: 7.00 ft Pier Bar Spacing (in) 5.81 12 > s > 4.5 OK End Cap Width (k). 0 - i 0 Not Used Ext. Above Grade, E: 1.00 ft Pad Bar Spacing (in) 5.53 12 > s > 4.5 OK End Cap Rebar Area (in2) 310 0 Not Used Clear Cover. Cc: 3.0 in Pier Development Length (in) 45 36.05 OK Rebar Spacing (On) - 3.00 - 12* ear 43 Not Used Pad Development Length (in) 33 36.05 Ok Tie Spacing (m) 10.04 202.* 4 #4.5 Not Used Soil Properties Hook Development Length (in) 141.00 13.28 OK Dowel Area (in2): 2.2 400 Not Used Soil Unit Weight, y: 0.125 kcf Rebar Hook Length (in) 102.00 16.00 OK Dowel Embedment On): 0 6 Not Used Ultimate Bearing Capacity, Bc: 8.0 ksf Cone Shear Strength (kips) 23.10 ( 23.79 Not Used Angle of Friction, tat: 34 deg Dowel Edge Dist (in):. 12.00 4.76 Not Used Cohesion, Co: 0.000 i ksf Dowel Spacing (in): ' 66.00. '16,00 Not Used Passive Pressure, Pp 0.000 kcf Dowel Edge Dist (vert) (m) 100 4. Not Used ): I Base Friction, p: 0.60 Dowel Devel. Length (in +580. , .. 13.32 - Not Used Modifications Material Properties Pier Sleeve, ds: 0 in End Cap Width, Wec: 0 ft Rebar Yield Strength, Fy: 60000 psi ReMg11 P40, 0111e011W,:dr:, 7 d"' RwieedVMddy Wt 24 It 6 dYap4bs n. Concrete Strength, Pc 4000 psi PY 8: 0 -° E'F;S {00601,,,...1110e: prr J a \ � Concrete Unit Weight, 5c: 0.150 kcf Rear 8340$4. . " ,,. 20 l-' , m4: , 4 I Seismic Zone, z: 1 liaa . 3 BC vis $ s :' 4 for sift /weoos ', oat 8 a 7i Qom. Mee 1s < Rebar Properties Pad Thickness, Te: 0 in EC Dewet91p,6bak 6 { Pier Rebar Size, Sp 8 Pier 3.00 a Douai Qugdty. slid: b .. Pier Rebar Quanity, mp 36 R. Sbe, Se 3 Reteimf 4Nk 1 Pad Rebar Size, Spad: 8 Reber Quo* Slang !air 4 - ,, Daw i Dettott deed: a in Pad Rebar Quanity, mpad: 44 . .: Reber Ow* OM 4 , Edw Dietaries, seed: 12 in Pier Tie Size, St: 4 $st 3 Tie Quanity. mt 5 Denettactuft mat 0 _ . , Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material I TIA Rev G lAssumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1) *(Rod Diameter) Site Data Reactions BU#: 800530 Mu: 3025 ft-kips Site Name: MA NORTHAMPTON II CA Axial, Pu: 36 kips App #: 145520, Rev. 0 Shear, Vu: 27 kips I Pole Manufacturer:I Other I Eta Factor, q 0.5 TIA G (Fig. 4 -4) Anchor Rod Data If No stiffeners, Criteria: I AISC LRFD I< -Only Applcable to Unstiffened Cases Qty: 16 Diam: 2.25 in Rod Material: A615 -J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod (Cu+ Vu/r1): 152.0 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, l *Fu *Anet: 260.0 Kips cp *Tn Bolt Circle: 62 in Anchor Rod Stress Ratio: 58.5% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 39.1 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi cp *Fy Single -Rod B -eff: 10.51 in Base Plate Stress Ratio: 72.4% Pass Y.L. Length: 32.17 Stiffener Data (Welding at both sides) n/a Config: 0 * Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in ** Vertical Weld: n/a Groove Angle: degrees Plate Flex +Shear, fb /Fb +(fv /Fv) ^2: n/a Fillet H. Weld: < -- Disregard Plate Tension +Shear, ft/Ft +(fv /Fv) ^2 n/a Fillet V. Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 53 in 0 Thick: 0.375 in Grade: 65 ksi .. # of Sides: 18 "o" IF Round Fu 80 ksi ' Reinf. Fillet Weld 0 "0" if None 5 3 1 9 - * 0 = none, 1 = every bolt, 2 = every 2 bolts, 3 = 2 per bolt ** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.4 - Circular Base G 1.3, Effective April 4, 2011 Analysis Date: 4/19/2012 (Bearing and Stability Checks) Tool for TIA Rev F or G - Application (MP, SST with unitbase) Monopole Base Reaction Forces Site Data TIA Revision: G < - -Pull Down BU #: 800530 Factored DL Axial, PDu: 36 kips Site Name: MA NORTHAMPTON II CAC 800530 Factored WL Axial, PWu: 0 kips App #: 145520, Rev. 0 Factored WL Shear, Vu: 27 kips Factored WL Moment, Mu: 3025 ft -kips Loads Alread Factored Load Factor Shaft Factored _Loads For P (DL) 1.2 < - - -- Disregard 1.00 1.2D +1.6W, Pu: 36 kips For P,V, and M 1.35 < Disregard 0.90 0.9D +1.6W, Pu: 27 kips (WL) Vu: 27 kips 1.00 Mu:_ 3025 ft -kips Pad & Pier Data Base PL Dist. Above Pier: 3 in 1.2D +1.6W Load Combination, Bearing Results: Pier Dist. Above Grade: 12 in (No Soil Wedges) 616.63 P1= "1.2D +1.6W' Pad Bearing Depth, D: 6 ft [Reaction +Conc +Soils (Kips) Pad Thickness, T: 3 ft Factored "1.6W' Overturning 3184.75 ft -kips Pad Width= Length, L: 24 ft Moment (MW Msoil), M1 Pier Cross Section Shape: Round < - -Pull Down Enter Pier Diameter: 7 ft Orthogonal Direction: Concrete Density: 150.0 pcf Pier Cross Section Area: 38.48 ft^2 ecc1 = M1 /P1 = 5.16 ft Pier Height: 4.00 ft Orthogonal qu= 1.99 ksf Soil (above pad) Height: 3.00 ft qu /Vqn Ratio= 33.20% Pass Soil Parameters Diagonal Direction: Unit Weight, y: 125.0 pcf Ultimate Bearing Capacity, qn: 8.00 ksf ecc2 = (0.707M1)/P1 = 3.65 ft Strength Reduct. factor, c: 0.75 Diagonal qu= 2.21 ksf Angle of Friction, m: 34.0 degrees qu /(1)*qn Ratio= 36.86% Pass Undrained Shear Strength, Cu: 0.00 ksf Allowable Bearing: cb*qn: 6.00 ksf I Run I < -- Press Upon Completing All Input Passive Pres. Coeff., Kp 3.54 Overturning Stability Check Forces /Moments due to Wind and Lateral Soil 0.9D +1.6W Load Combination, Bearing Results: Minimum of (cp *Ultimate Pad Passive Force, Vu): 27.0 kips Pad Force Location Above D: 1.33 ft (w/ Soil Wedges) 480.18 P2= "0.9D +1.6w" 4(Passive Pressure Moment): 36.00 ft -kips [Reaction +Conc +Soil] (Kips) Factored O.T. M(WL), "1.6W': 3220.8 ft -kips Factored OT (MW- Msoil), M1 3184.75 ft-kips Factored "1.6W' Overturning Moment (MW- Msoil) - 0.9(M of 3020.07 ft Wedge + M of Cohesion), M2 Resistance due to Foundation Gravity Soil Wedge Projection grade, a: 2.02 ft Sum of Soil Wedges Wt: 19.67 kips Orthogonal ecc3 = M2 /P2 = 6.29 ft Soil Wedges ecc, K1: 9.30 ft Ortho Non Bearing Length,NBL= 12.58 ft Ftg +Soil above Pad wt: 483.9 kips Orthogonal qu= 1.75 ksf Unfactored (Total ftg -soil Wt): 503.53 kips Diagonal qu= 2.10 ksf 1.2D. No Soil Wedges. 616.63 kips 0.9D. With Soil Wedges 480.18 kips Max Reaction Moment (ft -kips) so that qu =cp *qn = 100% Capacity Rating Resistance due to Cohesion (Vertical) Actual M: 3025.00 4)*(1 /2 *Cu)(Total Vert. Planes) 0.00 kips M Orthogonal: 4988.72 60.64% Pass Cohesion Force Eccentricity, K2 0.00 ft M Diagonal: 4988.72 60.64% Pass "Bearing /Stability Pier Square Pad" Tool, BSPSQP, Version 3.0 - Effective 06/27/2011 Analysis Date: 4/19/2012 Maximum Allowable Moment =I 4731.83 Ift-kips Individual Bars Distance to Area of Angle Distance Distance equivalent steel in from first to to neutral comp. compressi Axial Bar bar centroid axis zone Strain on Stress force # (deg) (in) (in) (in) (inA2) (ksi) (kips) 1 0.00 0.00 -31.16 -32.79 - 0.008625 0.00 -60.00 -47.40 2 10.00 6.69 -24.48 -26.10 - 0.0067746 0.00 -60.00 -47.40 3 20.00 13.17 -17.99 -19.62 - 0.0049804 0.00 -60.00 -47.40 4 30.00 19.25 -11.91 -13.54 - 0.0032969 0.00 -60.00 -47.40 5 40.00 24.75 -6.41 -8.04 - 0.0017753 0.00 -51.48 -40.67 6 50.00 29.49 -1.67 -3.29 - 0.0004619 0.00 -13.39 -10.58 7 60.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 8 70.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 9 80.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 10 90.00 38.50 7.34 5.71 0.0020312 0.79 58.91 43.85 11 100.00 37.92 6.75 5.13 0.0018694 0.79 54.21 40.14 12 110.00 36.18 5.02 3.39 0.0013886 0.79 40.27 29.13 13 120.00 33.34 2.18 0.55 0.0006036 0.79 17.50 11.14 14 130.00 29.49 -1.67 -3.29 - 0.0004619 0.00 -13.39 -10.58 15 140.00 24.75 -6.41 -8.04 - 0.0017753 0.00 -51.48 -40.67 16 150.00 19.25 -11.91 -13.54 - 0.0032969 0.00 -60.00 -47.40 17 160.00 13.17 -17.99 -19.62 - 0.0049804 0.00 -60.00 -47.40 18 170.00 6.69 -24.48 -26.10 - 0.0067746 0.00 -60.00 -47.40 19 180.00 0.00 -31.16 -32.79 - 0.008625 0.00 -60.00 -47.40 20 190.00 -6.69 -37.85 -39.47 - 0.0104755 0.00 -60.00 -47.40 21 200.00 -13.17 -44.33 -45.95 - 0.0122697 0.00 -60.00 -47.40 22 210.00 -19.25 -50.41 -52.04 - 0.0139532 0.00 -60.00 -47.40 23 220.00 -24.75 -55.91 -57.53 - 0.0154748 0.00 -60.00 -47.40 24 230.00 -29.49 -60.65 -62.28 - 0.0167882 0.00 -60.00 -47.40 25 240.00 -33.34 -64.50 -66.13 - 0.0178537 0.00 -60.00 -47.40 26 250.00 -36.18 -67.34 -68.97 - 0.0186387 0.00 -60.00 -47.40 27 260.00 -37.92 -69.08 -70.70 - 0.0191194 0.00 -60.00 -47.40 28 270.00 -38.50 -69.66 -71.29 - 0.0192813 0.00 -60.00 -47.40 29 280.00 -37.92 -69.08 -70.70 - 0.0191194 0.00 -60.00 -47.40 30 290.00 -36.18 -67.34 -68.97 - 0.0186387 0.00 -60.00 -47.40 31 300.00 -33.34 -64.50 -66.13 - 0.0178537 0.00 -60.00 -47.40 32 310.00 -29.49 -60.65 -62.28 - 0.0167882 0.00 -60.00 -47.40 33 320.00 -24.75 -55.91 -57.53 - 0.0154748 0.00 -60.00 -47.40 34 330.00 -19.25 -50.41 -52.04 - 0.0139532 0.00 -60.00 -47.40 35 340.00 -13.17 -44.33 -45.95 - 0.0122697 0.00 -60.00 -47.40 36 350.00 -6.69 -37.85 -39.47 - 0.0104755 0.00 -60.00 -47.40 Maximum Allowable Moment of a Circular Pier Rev.G Axial Load (Negative for Compression) =I -36.00 Ikips Pier Properties Material Properties Concrete: Concrete compressive strength = 4000 psi Pier Diameter =I 7.0 Ift Reinforcement yield strength = 60000 psi Concrete Area = 5541.8 in Modulus of elasticity = 29000 ksi Reinforcement yield strain = 0.00207 Reinforcement: Limiting compressive strain =1 0.003 I Clear Cover =I 3.00 Iin Cage Diameter = 6.42 ft Bar Size =I 8 I Seismic Properties Bar Diameter = 1.00 in Seismic Zone =r 1 Bar Area = 0.79 in Number of Bars =I 36 Minimum Area of Steel Required area of steel = 27.71 in Provided area of steel = 28.44 in OK Axial Loading Load factor =1 1 I Reduction factor = 0.9 Factored axial load = -40 kips Neutral Axis Distance from extreme edge to neutral axis = 10.84 in Equivalent compression zone factor = 0.85 Distance from extreme edge to equivalent compression zone factor = 9.21 in Distance from centroid to neutral axis = 31.16 in Compression Zone Area of steel in compression zone = 5.53 in Angle from centroid of pier to intersection of equivalent compression zone and edge of pier = 38.68 deg Area of concrete in compression = 330.25 in Force in concrete = 0.85 * f c* Acc = 1122.84 kips Total reinforcement forces = - 1082.84 kips Factored axial load = -40.00 kips Force in concrete = - 1122.84 kips Sum of the forces in concrete = 0.00 kips OK Maximum Moment First moment of the concrete area in compression about the centoid = 12057.06 in Distance between centroid of concrete in compression and centroid of pier = 36.51 in Moment of concrete in compression = 40994.01 in - kips Total reinforcement moment = 22097.12 in - kips Nominal moment strength of column = 63091.13 in - kips Factored moment strength of column = 56782.01 in - kips April 19, 2012 162 Ft Monopole Tower Structural Analysis CC! BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 22 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report - version 6.0.4.0 A t I (INSTALLED) (1) 1/2' TO 152 FT LEVEL (12) 1 -5/8' TO 152 FT LEVEL W . / \ / \ (INSTALLED) / \\ • (1) 7/8 TO 158 FT LEVEL /--- \\ \ I / \ 1 I / 04 01 1 I 1 I 03 02 / I 1 \ \ \ \ - ' / / (INSTALLED) 1-5/8 TO 132 FT LEVEL ■ \ / \ / \ / N / \ / 0 00 1 L. .4 (PROPOSED IN ADDITION) (1) 3/8' TO 139 FT LEVEL (2) 3/4' TO 139 FT LEVEL (INSTALLED) (12) 1 -5/8' TO 139 FT LEVEL BUSINESS UNIT: 800530 TOWER ID: C_BASELEVEL April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 21 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 20 Section Elevation Component Size Critical P 0P % Pass No. ft Type Element K K Capacity Fail L1 162 - 113.12 Pole TP25.71x13x0.1875 1 -6.91 1001.38 90.7 Pass L2 113.12 - 84.7 Pole TP32.6x24.3599x0.3125 2 -11.54 2292.86 65.2 Pass L3 84.7 - 42.03 Pole TP42.94x30.8019x0.375 3 -21.31 3544.07 61.4 Pass L4 42.03 - 0 Pole TP53x40.6692x0.375 4 -35.81 4183.67 67.7 Pass Summary Pole (L1) 90.7 Pass RATING = 90.7 Pass tnxTower Report - version 6.0.4.0 ' April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 19 Section Elevation Size L L KI /r A P. (pp, Ratio No. P, ft ft ft in K K (PP (2) 6 L3 84.7 - 42.03 TP42.94x30.8019x0.375 47.25 0.00 0.0 48.852 -21.31 3544.07 0.006 (3) 9 L4 42.03 - 0 (4) TP53x40.6692x0.375 47.95 0.00 0.0 62.636 -35.81 4183.67 0.009 9 Pole Bending Design Data Section Elevation Size M 4)M„, Ratio M„ (1)M„ Ratio No. M M„ r ft kip -ft kip -ft 4M,, kip -ft kip -ft $M,v L1 162 - 113.12 TP25.71x13x0.1875 454.39 505.58 0.899 0.00 505.58 0.000 (1) L2 113.12 - 84.7 TP32.6x24.3599x0.3125 946.98 1463.83 0.647 0.00 1463.83 0.000 (2) L3 84.7 - 42.03 TP42.94x30.8019x0.375 1816.53 2987.43 0.608 0.00 2987.43 0.000 (3) L4 42.03 - 0 (4) TP53x40.6692x0.375 3025.48 4530.63 0.668 0.00 4530.63 0.000 Pole Shear Design Data Section Elevation Size Actual 4 V, Ratio Actual rpT Ratio No. V V. T T ft K K 4V kip -ft kip -ft 4T L1 162 - 113.12 TP25.71x13x0.1875 16.69 500.69 0.033 0.75 1012.40 0.001 (1) L2 113.12 - 84.7 TP32.6x24.3599x0.3125 19.06 1146.43 0.017 1.35 2931.24 0.000 (2) L3 84.7 - 42.03 TP42.94x30.8019x0.375 23.02 1772.03 0.013 1.34 5982.15 0.000 (3) L4 42.03 - 0 (4) TP53x40.6692x0.375 27.22 2091.83 0.013 1.34 9072.33 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M,,, M,,, V T Stress Stress ft ter (OW 04 AlV $rn Ratio Ratio L1 162 - 113.12 0.007 0.899 0.000 0.033 0.001 0.907 1.000 482 V (1) V L2 113.12 - 84.7 0.005 0.647 0.000 0.017 0.000 0.652 1.000 4.8.2 V ( ✓ L3 84.7 - 42.03 0.006 0.608 0.000 0.013 0.000 0.614 1.000 4.8.2 V (3) V L4 42.03 - 0 (4) 0.009 0.668 0.000 0.013 0.000 0.677 1.000 48.2 II Section Capacity Table tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CC! BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 18 Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft _ in Comb. _ ° L1 162 - 113.12 28.827 40 1.7744 0.0076 L2 116.87 - 84.7 13.568 39 1.2362 0.0023 L3 89.28 - 42.03 7.506 39 0.8464 0.0011 L4 47.95 - 0 2.068 39 0.4052 0.0004 Critical Deflections and Radius , f Curvature • Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 162.00 Lighting Rod 5/8" x 4' 40 28.827 1.7744 0.0077 24278 158.00 ANT150F2 40 27.341 1.7303 0.0071 24278 152.00 (2) DB846F65ZAXY w/ Mount 40 25.126 1.6639 0.0063 12139 Pipe 139.00 (2) 800 10122 w/ Mount Pipe 40 20.477 1.5157 0.0045 5277 132.00 742 213 w/ Mount Pipe 40 18.120 1.4320 0.0037 4045 MIXIMUM Tower 1 _ = ' . - . ,,...: - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° _ L1 162 - 113.12 143.301 2 8.8228 0.0370 L2 116.87 - 84.7 67.620 2 6.1614 0.0109 L3 89.28 - 42.03 37.433 2 4.2223 0.0051 L4 47.95 - 0 10.316 2 2.0219 0.0017 C rr ical Detections and -t . its of Curvature - Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 162.00 Lighting Rod 5/8" x 4' 2 143.301 8.8228 0.0382 5106 158.00 ANT150F2 2 135.938 8.6052 0.0353 5106 152.00 (2) DB846F65ZAXY w/ Mount 2 124.961 8.2768 0.0311 2551 Pipe 139.00 (2) 800 10122 w/ Mount Pipe 2 101.919 7.5448 0.0224 1105 132.00 742 213 w/ Mount Pipe 2 90.227 7.1312 0.0182 845 Compression C` s I Pole Design Data 1 Section Elevation Size L L. Kl /r A P„ ( pp, Ratio No. P„ ft ft ft in K K (1)P" L1 162 - 113.12 TP25.71x13x0.1875 48.88 0.00 0.0 14.608 -6.91 1001.38 0.007 (1) 8 L2 113.12 - 84.7 TP32.6x24.3599x0.3125 32.17 0.00 0.0 30.861 -11.54 2292.86 0.005 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 17 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 47 -4.73 -29.86 2.74 4.73 29.86 -2.74 0.000% 48 -5.46 -29.86 0.00 5.46 29.86 -0.00 0.000% 49 -4.73 -29.86 -2.74 4.73 29.86 2.74 0.000% 50 -2.73 -29.86 -4.74 2.73 29.86 4.74 0.000% Non - Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 5 0.00000001 0.00006363 3 Yes 4 0.00000001 0.00088686 4 Yes 6 0.00000001 0.00006429 5 Yes 5 0.00000001 0.00061505 6 Yes 6 0.00000001 0.00006334 7 Yes 5 0.00000001 0.00060599 8 Yes 5 0.00000001 0.00004048 9 Yes 4 0.00000001 0.00056286 10 Yes 6 0.00000001 0.00006148 11 Yes 5 0.00000001 0.00058809 12 Yes 6 0.00000001 0.00006551 13 Yes 5 0.00000001 0.00062674 14 Yes 5 0.00000001 0.00006151 15 Yes 4 0.00000001 0.00085825 16 Yes 6 0.00000001 0.00006232 17 Yes 5 0.00000001 0.00059594 18 Yes 6 0.00000001 0.00006324 19 Yes 5 0.00000001 0.00060488 20 Yes 4 0.00000001 0.00095505 21 Yes 4 0.00000001 0.00053474 22 Yes 6 0.00000001 0.00006525 23 Yes 5 0.00000001 0.00062431 24 Yes 6 0.00000001 0.00006126 25 Yes 5 0.00000001 0.00058577 26 Yes 4 0.00000001 0.00008017 27 Yes 5 0.00000001 0.00083787 28 Yes 6 0.00000001 0.00017032 29 Yes 6 0.00000001 0.00016972 30 Yes 5 0.00000001 0.00083999 31 Yes 6 0.00000001 0.00016478 32 Yes 6 0.00000001 0.00016695 33 Yes 5 0.00000001 0.00082493 34 Yes 6 0.00000001 0.00016299 35 Yes 6 0.00000001 0.00016350 36 Yes 5 0.00000001 0.00082096 37 Yes 6 0.00000001 0.00016555 38 Yes 6 0.00000001 0.00016345 39 Yes 4 0.00000001 0.00009691 40 Yes 4 0.00000001 0.00056371 41 Yes 4 0.00000001 0.00054034 42 Yes 4 0.00000001 0.00006824 43 Yes 4 0.00000001 0.00049985 44 Yes 4 0.00000001 0.00059162 45 Yes 4 0.00000001 0.00009621 46 Yes 4 0.00000001 0.00051323 47 Yes 4 0.00000001 0.00053174 48 Yes 4 0.00000001 0.00006752 49 Yes 4 0.00000001 0.00058143 50 Yes 4 0.00000001 0.00049453 Maximum Tower Deflections - Service Wind I tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 16 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip -ft kip -ft kip -ft Dead +Wind 150 deg - 29.86 2.73 4.74 524.97 - 302.74 -0.33 Service Dead +Wind 180 deg - 29.86 -0.00 5.48 606.26 -0.32 -0.28 Service Dead +Wind 210 deg - 29.86 -2.73 4.74 525.05 302.08 -0.15 Service Dead +Wind 240 deg - 29.86 -4.73 2.74 303.10 523.44 0.01 Service Dead +Wind 270 deg - 29.86 -5.46 0.00 -0.12 604.43 0.17 Service Dead +Wind 300 deg - 29.86 -4.73 -2.74 - 303.36 523.36 0.29 Service Dead +Wind 330 deg - 29.86 -2.73 -4.74 - 525.36 301.95 0.33 Service Solution Summary I • Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. K K K K K K 1 0.00 -29.86 0.00 0.00 29.86 0.00 0.000% 2 0.00 -35.83 -27.20 -0.00 35.83 27.20 0.000% 3 0.00 -26.87 -27.20 -0.00 26.87 27.20 0.000% 4 13.57 -35.83 -23.55 -13.57 35.83 23.55 0.000% 5 13.57 -26.87 -23.55 -13.57 26.87 23.55 0.000% 6 23.51 -35.83 -13.60 -23.51 35.83 13.60 0.000% 7 23.51 -26.87 -13.60 -23.51 26.87 13.60 0.000% 8 27.14 -35.83 -0.00 -27.14 35.83 0.00 0.000% 9 27.14 -26.87 -0.00 -27.14 26.87 0.00 0.000% 10 23.51 -35.83 13.60 -23.51 35.83 -13.60 0.000% 11 23.51 -26.87 13.60 -23.51 26.87 -13.60 0.000% 12 13.57 -35.83 23.55 -13.57 35.83 -23.55 0.000% 13 13.57 -26.87 23.55 -13.57 26.87 -23.55 0.000% 14 -0.00 -35.83 27.20 0.00 35.83 -27.20 0.000% 15 -0.00 -26.87 27.20 0.00 26.87 -27.20 0.000% 16 -13.57 -35.83 23.55 13.57 35.83 -23.55 0.000% 17 -13.57 -26.87 23.55 13.57 26.87 -23.55 0.000% 18 -23.51 -35.83 13.60 23.51 35.83 -13.60 0.000% 19 -23.51 -26.87 13.60 23.51 26.87 -13.60 0.000% 20 -27.14 -35.83 0.00 27.14 35.83 -0.00 0.000% 21 -27.14 -26.87 0.00 27.14 26.87 -0.00 0.000% 22 -23.51 -35.83 -13.60 23.51 35.83 13.60 0.000% 23 -23.51 -26.87 -13.60 23.51 26.87 13.60 0.000% 24 -13.57 -35.83 -23.55 13.57 35.83 23.55 0.000% 25 -13.57 -26.87 -23.55 13.57 26.87 23.55 0.000% 26 0.00 -67.20 0.00 -0.00 67.20 0.00 0.000% 27 0.01 -67.20 -5.17 -0.01 67.20 5.17 0.000% 28 2.59 -67.20 -4.48 -2.59 67.20 4.48 0.000% 29 4.48 -67.20 -2.59 -4.48 67.20 2.59 0.000% 30 5.17 -67.20 -0.01 -5.17 67.20 0.01 0.000% 31 4.47 -67.20 2.58 -4.47 67.20 -2.58 0.000% 32 2.58 -67.20 4.47 -2.58 67.20 -4.47 0.000% 33 -0.01 -67.20 5.17 0.01 67.20 -5.17 0.000% 34 -2.59 -67.20 4.48 2.59 67.20 -4.48 0.000% 35 -4.48 -67.20 2.59 4.48 67.20 -2.59 0.000% 36 -5.17 -67.20 0.01 5.17 67.20 -0.01 0.000% 37 -4.47 -67.20 -2.58 4.47 67.20 2.58 0.000% 38 -2.58 -67.20 -4.47 2.58 67.20 4.47 0.000% 39 0.00 -29.86 -5.48 -0.00 29.86 5.48 0.000% 40 2.73 -29.86 -4.74 -2.73 29.86 4.74 0.000% 41 4.73 -29.86 -2.74 -4.73 29.86 2.74 0.000% 42 5.46 -29.86 -0.00 -5.46 29.86 0.00 0.000% 43 4.73 -29.86 2.74 -4.73 29.86 -2.74 0.000% 44 2.73 -29.86 4.74 -2.73 29.86 -4.74 0.000% 45 -0.00 -29.86 5.48 0.00 29.86 -5.48 0.000% 46 -2.73 -29.86 4.74 2.73 29.86 -4.74 0.000% tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 15 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M, Moment, M, K K K kip -ft kip -ft _ kip -ft 0.9 Dead +1.6 Wind 60 deg - 26.87 23.51 -13.60 - 1498.06 - 2587.39 -0.06 No Ice 1.2 Dead +1.6 Wind 90 deg - 35.83 27.14 -0.00 -0.62 - 3017.62 -0.84 No Ice 0.9 Dead +1.6 Wind 90 deg - 26.87 27.14 -0.00 -0.55 - 2987.40 -0.85 No Ice 1.2 Dead +1.6 Wind 120 deg 35.83 23.51 13.60 1512.08 - 2613.18 -1.40 - No Ice 0.9 Dead +1.6 Wind 120 deg 26.87 23.51 13.60 1497.06 - 2587.01 -1.40 - No Ice 1.2 Dead +1.6 Wind 150 deg 35.83 13.57 23.55 2619.53 - 1508.67 -1.58 - No Ice 0.9 Dead +1.6 Wind 150 deg 26.87 13.57 23.55 2593.46 - 1493.51 -1.58 - No Ice 1.2 Dead +1.6 Wind 180 deg 35.83 -0.00 27.20 3025.01 -0.06 -1.33 - No Ice 0.9 Dead +1.6 Wind 180 deg 26.87 -0.00 27.20 2994.89 0.06 -1.34 - No Ice 1.2 Dead +1.6 Wind 210 deg 35.83 -13.57 23.55 2619.91 1508.44 -0.74 - No Ice 0.9 Dead +1.6 Wind 210 deg 26.87 -13.57 23.55 2593.83 1493.51 -0.74 - No Ice 1.2 Dead +1.6 Wind 240 deg 35.83 -23.51 13.60 1512.75 2612.64 0.06 - No Ice 0.9 Dead +1.6 Wind 240 deg 26.87 -23.51 13.60 1497.72 2586.71 0.06 - No Ice 1.2 Dead +1.6 Wind 270 deg 35.83 -27.14 0.00 0.17 3016.67 0.84 - No Ice 0.9 Dead +1.6 Wind 270 deg 26.87 -27.14 0.00 0.23 2986.72 0.84 - No Ice 1.2 Dead +1.6 Wind 300 deg 35.83 -23.51 -13.60 - 1512.52 2612.26 1.39 - No Ice 0.9 Dead +1.6 Wind 300 deg 26.87 -23.51 -13.60 - 1497.38 2586.33 1.40 - No Ice 1.2 Dead +1.6 Wind 330 deg 35.83 -13.57 -23.55 - 2619.98 1507.76 1.58 - No Ice 0.9 Dead +1.6 Wind 330 deg 26.87 -13.57 -23.55 - 2593.79 1492.84 1.59 - No Ice 1.2 Dead +1.0 Ice +1.0 Temp 67.20 0.00 -0.00 -1.57 -2.30 -0.00 1.2 Dead +1.0 Wind 0 67.20 0.01 -5.17 - 601.45 -3.86 0.25 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 30 67.20 2.59 -4.48 - 521.83 - 303.67 0.15 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 60 67.20 4.48 -2.59 - 302.81 - 522.76 -0.00 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 90 67.20 5.17 -0.01 -3.09 - 602.40 -0.15 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 120 67.20 4.47 2.58 297.01 - 521.32 -0.26 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 150 67.20 2.58 4.47 517.09 - 301.18 -0.29 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 180 67.20 -0.01 5.17 598.14 -0.98 -0.25 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 210 67.20 -2.59 4.48 518.52 298.83 -0.15 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 240 67.20 -4.48 2.59 299.50 517.91 0.00 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 270 67.20 -5.17 0.01 -0.21 597.55 0.15 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 300 67.20 -4.47 -2.58 - 300.32 516.47 0.26 deg +1.0 Ice +1.0 Temp 1.2 Dead +1.0 Wind 330 67.20 -2.58 -4.47 - 520.39 296.33 0.29 deg +1.0 Ice +1.0 Temp Dead +Wind 0 deg - Service 29.86 0.00 -5.48 - 606.65 -0.48 0.28 Dead +Wind 30 deg - Service 29.86 2.73 -4.74 - 525.44 - 302.88 0.15 Dead +Wind 60 deg - Service 29.86 4.73 -2.74 - 303.49 - 524.23 -0.01 Dead +Wind 90 deg - Service 29.86 5.46 -0.00 -0.28 - 605.22 -0.17 Dead +Wind 120 deg - 29.86 4.73 2.74 302.96 - 524.15 -0.29 Service tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 14 Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft Max. My 2 -6.91 -0.73 454.34 Max. Vy 8 16.65 - 452.77 0.53 Max. Vx 2 -16.70 -0.73 454.34 Max. Torque 25 -1.61 L2 113.12 - Pole Max Tension 1 0.00 0.00 0.00 84.7 Max. Compression 26 -33.37 -2.27 1.55 Max. Mx 8 -11.54 - 943.91 0.57 Max. My 2 -11.54 -0.79 946.97 Max. Vy 8 19.00 - 943.91 0.57 Max. Vx 2 -19.06 -0.79 946.97 Max. Torque 25 -1.60 L3 84.7 - 42.03 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -47.28 -2.30 1.57 Max. Mx 8 -21.31 - 1811.22 0.61 Max. My 2 -21.31 -0.84 1816.53 Max. Vy 8 22.97 - 1811.22 0.61 Max. Vx 2 -23.02 -0.84 1816.53 Max. Torque 25 -1.59 L4 42.03 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -67.20 -2.30 1.57 Max. Mx 8 -35.81 - 3017.62 0.62 Max. My 2 -35.81 -0.85 3025.48 Max. Vy 8 27.17 - 3017.62 0.62 Max. Vx 2 -27.22 -0.85 3025.48 Max. Torque 25 -1.59 Maximum , .� Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load K K K Comb. Pole Max. Vert 30 67.20 -5.17 0.01 Max. H. 20 35.83 27.14 -0.00 Max. H, 3 26.87 -0.00 27.20 Max. M 2 3025.48 -0.00 27.20 Max. M. 8 3017.62 -27.14 0.00 Max. Torsion 13 1.58 -13.57 -23.55 Min. Veil 7 26.87 -23.51 13.60 Min. H. 9 26.87 -27.14 0.00 Min. H, 15 26.87 0.00 -27.20 Min. M 14 - 3025.01 0.00 -27.20 Min. M. 20 - 3016.67 27.14 -0.00 Min. Torsion 25 -1.59 13.57 23.55 Towor Mast Reaction Summary Load Vertical Shear Shear Overturning Overturning Torque Combination Moment, M Moment, M, K K K kip -ft kip -ft kip -ft Dead Only 29.86 0.00 0.00 -0.19 -0.37 -0.00 1.2 Dead +1.6 Wind 0 deg - 35.83 0.00 -27.20 - 3025.48 -0.85 1.34 No Ice 0.9 Dead +1.6 Wind 0 deg - 26.87 0.00 -27.20 - 2995.24 -0.72 1.35 No Ice 1.2 Dead +1.6 Wind 30 deg - 35.83 13.57 -23.55 - 2620.38 - 1509.36 0.74 No Ice 0.9 Dead +1.6 Wind 30 deg - 26.87 13.57 -23.55 - 2594.18 - 1494.19 0.74 No Ice 1.2 Dead +1.6 Wind 60 deg - 35.83 23.51 -13.60 - 1513.22 - 2613.58 -0.06 No Ice tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 13 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead +1.6 Wind 0 deg - No Ice 3 0.9 Dead +1.6 Wind 0 deg - No Ice 4 1.2 Dead +1.6 Wind 30 deg - No Ice 5 0.9 Dead +1.6 Wind 30 deg - No Ice 6 1.2 Dead +1.6 Wind 60 deg - No Ice 7 0.9 Dead +1.6 Wind 60 deg - No Ice 8 1.2 Dead +1.6 Wind 90 deg - No Ice 9 0.9 Dead +1.6 Wind 90 deg - No Ice 10 1.2 Dead +1.6 Wind 120 deg - No Ice 11 0.9 Dead +1.6 Wind 120 deg - No Ice 12 1.2 Dead +1.6 Wind 150 deg - No Ice 13 0.9 Dead +1.6 Wind 150 deg - No Ice 14 1.2 Dead +1.6 Wind 180 deg - No Ice 15 0.9 Dead +1.6 Wind 180 deg - No Ice 16 1.2Dead +1.6 Wind 210 deg -NoIce 17 0.9 Dead +1.6 Wind 210 deg - No Ice 18 1.2 Dead +1.6 Wind 240 deg - No Ice 19 0.9 Dead +1.6 Wind 240 deg - No Ice 20 1.2 Dead +1.6 Wind 270 deg - No Ice 21 0.9 Dead +1.6 Wind 270 deg - No Ice 22 1.2 Dead +1.6 Wind 300 deg - No Ice 23 0.9 Dead +1.6 Wind 300 deg - No Ice 24 1.2 Dead +1.6 Wind 330 deg - No Ice 25 0.9 Dead +1.6 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 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 deg - Service • Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip -ft kip -ft L1 162 - 113.12 Pole Max Tension 30 0.00 0.00 -0.00 Max. Compression 26 -26.55 -2.14 1.46 Max. Mx 8 -6.92 - 452.77 0.53 tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement C CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft 3.00 Ice 13.15 11.99 0.27 1" Ice (2) RRUS -11 A From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 1/2" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice DC6- 48- 60 -18 -8F A From Leg 4.00 0.0000 139.00 No Ice 1.27 1.27 0.02 0.00 1/2" 1.46 1.46 0.04 0.00 Ice 1.66 1.66 0.05 1" Ice P65- 17- XLH -RR w/ Mount B From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 1/2" 12.42 10.45 0.17 3.00 Ice 13.15 11.99 0.27 1" Ice (2) RRUS -11 B From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 1/2" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice AM- X- CD- 14- 65- 00T -RET C From Leg 4.00 0.0000 139.00 No Ice 5.74 4.02 0.03 w/ Mount Pipe 0.00 1/2" 6.20 4.63 0.08 3.00 Ice 6.66 5.28 0.13 1" Ice (2) RRUS -11 C From Leg 4.00 0.0000 139.00 No Ice 4.42 1.19 0.06 0.00 1/2" 4.71 1.35 0.08 0.00 Ice 5.00 1.53 0.11 1" Ice 4' x 2" Pipe Mount A From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1" Ice 4' x 2" Pipe Mount B From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1 "Ice 4' x 2" Pipe Mount C From Leg 4.00 0.0000 139.00 No Ice 0.79 0.79 0.03 0.00 1/2" 1.03 1.03 0.04 2.00 Ice 1.28 1.28 0.04 1" Ice Side Arm Mount [SO 102- C From Leg 0.00 0.0000 139.00 No Ice 3.00 3.00 0.08 3] 0.00 1/2" 3.48 3.48 0.11 2.00 Ice 3.96 3.96 0.14 1" Ice Platform Mount [LP 601 -1] C None 0.0000 139.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1" Ice 742 213 w/ Mount Pipe A From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1" Ice 742 213 w/ Mount Pipe B From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1" Ice 742 213 w/ Mount Pipe C From Leg 1.00 0.0000 132.00 No Ice 5.37 4.62 0.05 0.00 1/2" 5.95 6.00 0.09 0.00 Ice 6.50 6.98 0.14 1" Ice Pipe Mount [PM 601 -3] C None 0.0000 132.00 No Ice 4.39 4.39 0.20 1/2" 5.48 5.48 0.24 Ice 6.57 6.57 0.28 1" Ice tnxTower Report - version 6.0.4.0 ^ April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 11 Description Face Offset Offsets: Azimuth Placement C,A C Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft - - -- 1" Ice - -- 6' x 2" Mount Pipe B From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 1" Ice 6' x 2" Mount Pipe C From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 1" Ice Platform Mount [LP 601 -1] C None 0.0000 152.00 No Ice 28.47 28.47 1.12 1/2" 33.59 33.59 1.51 Ice 38.71 38.71 1.91 1" Ice (2) 800 10122 w/ Mount A From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1" Ice (2) LGP2140X A From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1" Ice (4) 860 10025 A From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) 782 -10250 A From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1" Ice (2) 800 10122 w/ Mount B From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1" Ice (4) 860 10025 B From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) LGP2140X B From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1" Ice (2) 782 -10250 B From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1" Ice (2) 800 10122 w/ Mount C From Leg 4.00 0.0000 139.00 No Ice 7.86 6.65 0.09 Pipe 0.00 1/2" 8.46 7.88 0.15 3.00 Ice 9.10 8.85 0.22 1" Ice (4) 860 10025 C From Leg 4.00 0.0000 139.00 No Ice 0.16 0.14 0.00 0.00 1/2" 0.23 0.20 0.00 0.00 Ice 0.30 0.27 0.01 1" Ice (2) LGP2140X C From Leg 4.00 0.0000 139.00 No Ice 1.26 0.38 0.02 0.00 1/2" 1.42 0.49 0.03 0.00 Ice 1.58 0.62 0.04 1" Ice (2) 782 -10250 C From Leg 4.00 0.0000 139.00 No Ice 0.52 0.27 0.01 0.00 1/2" 0.63 0.36 0.01 0.00 Ice 0.75 0.46 0.02 1" Ice P65- 17- XLH -RR w/ Mount A From Leg 4.00 0.0000 139.00 No Ice 11.70 8.94 0.09 Pipe 0.00 1/2" 12.42 10.45 0.17 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 10 Description Face Offset Offsets: Azimuth Placement C CAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft ANT150F2 B From Leg 4.00 0.0000 158.00 No Ice 1.23 1.23 0.01 0.00 1/2" 1.53 1.53 0.02 2.00 Ice 1.84 1.84 0.04 1" Ice Side Arm Mount [SO 701- B From Leg 2.00 0.0000 158.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1" Ice (2) DB846F65ZAXY w/ A From Leg 4.00 0.0000 152.00 No Ice 7.27 7.82 0.05 Mount Pipe 0.00 1/2" 7.88 9.01 0.11 1.00 Ice 8.48 9.91 0.19 1" Ice APX75- 866514 -CTO w/ A From Leg 4.00 0.0000 152.00 No Ice 10.00 6.57 0.04 Mount Pipe 0.00 1/2" 10.72 7.88 0.11 1.00 Ice 11.43 9.02 0.19 1" Ice (2) FDGW5504 /1S -3 A From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1" Ice BXA- 185063/8CFx2 w/ A From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice BXA- 70063/6CF w/ Mount B From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 0.10 1.00 Ice 9.23 7.71 0.17 1" Ice (2) FDGW5504/1S -3 B From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1" Ice (2) LPA- 80063/4CF w/ B From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 0.18 1" Ice BXA- 185063/8CFx2 w/ B From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice GPS_A B From Leg 4.00 0.0000 152.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 1.00 Ice 0.46 0.46 0.01 1" Ice BXA- 70063/6CF w/ Mount C From Leg 4.00 0.0000 152.00 No Ice 7.98 5.70 0.04 Pipe 0.00 1/2" 8.62 6.85 0.10 1.00 Ice 9.23 7.71 0.17 1" Ice (2) FDGW5504/1S -3 C From Leg 4.00 0.0000 152.00 No Ice 0.52 0.24 0.00 0.00 1/2" 0.62 0.32 0.01 1.00 Ice 0.72 0.40 0.01 1" Ice BXA- 185063/8CFx2 w/ C From Leg 4.00 0.0000 152.00 No Ice 3.20 3.02 0.03 Mount Pipe 0.00 1/2" 3.58 3.64 0.06 1.00 Ice 3.99 4.26 0.09 1" Ice (2) LPA- 80063/4CF w/ C From Leg 4.00 0.0000 152.00 No Ice 7.25 7.26 0.04 Mount Pipe 0.00 1/2" 7.72 7.96 0.10 1.00 Ice 8.20 8.67 0.18 1" Ice 6' x 2" Mount Pipe A From Leg 4.00 0.0000 152.00 No Ice 1.43 1.43 0.02 0.00 1/2" 1.92 1.92 0.03 1.00 Ice 2.29 2.29 0.05 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 9 Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft ft ft ft K C 0.000 0.000 0.000 0.000 0.31 L3 84.70 -42.03 A 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03 -0.00 A 0.000 0.000 0.000 0.000 0.53 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 .. . r .,.: I , �', .}. ' on A . ice Tower Tower Face Ice A A C C Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft ft ft ft K L1 162.00- 113.12 A 2.303 0.000 0.000 0.000 0.000 0.49 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12 -84.70 A 2.231 0.000 0.000 0.000 0.000 0.36 B 0.000 0.000 0.000 0.000 0.15 C 0.000 0.000 0.000 0.000 0.31 L3 84.70 -42.03 A 2.133 0.000 0.000 0.000 0.000 0.54 B 0.000 0.000 0.000 0.000 0.23 C 0.000 0.000 0.000 0.000 0.47 L4 42.03 -0.00 A 1.912 0.000 0.000 0.000 0.000 0.53 B 0.000 0.000 0.000 0.000 0.22 C 0.000 0.000 0.000 0.000 0.47 , . .. ... . . ' 1 ( , Section Elevation CP CP CP CP Ice Ice ft in in in in L1 162.00- 113.12 0.0000 0.0000 0.0000 0.0000 L2 113.12 -84.70 0.0000 0.0000 0.0000 0.0000 L3 84.70 -42.03 0.0000 0.0000 0.0000 0.0000 L4 42.03 -0.00 0.0000 0.0000 0.0000 0.0000 Tower Feed Line Description Feed Line ■ K K Section Record No Segment No Ice Ice Elev. Description Face Offset Offsets: Azimuth Placement C C Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft ft K ft ° ft Lighting Rod 5/8" x 4' C From Leg 0.00 0.0000 162.00 No Ice 0.25 0.25 0.03 0.00 1/2" 0.66 0.66 0.03 2.00 Ice 0.97 0.97 0.04 1" Ice tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 8 Section Tip Dia. Area I r C //C J It/Q w w/t in in in in in in in in in L1 13.2005 7.6250 158.1420 4.5484 6.6040 23.9464 316.4921 3.8132 1.9580 10.443 26.1066 15.1891 1250.0152 9.0605 13.0607 95.7083 2501.6751 7.5960 4.1950 22.373 L2 25.7110 23.8520 1742.6060 8.5368 12.3748 140.8185 3487.5050 11.9283 3.7373 11.96 33.1029 32.0252 4217.9133 11.4621 16.5608 254.6926 8441.3767 16.0156 5.1876 16.6 L3 32.4718 36.2156 4235.9169 10.8015 15.6473 270.7115 8477.4076 18.1112 4.7611 12.696 43.6024 50.6630 11596.676 15.1106 21.8135 531.6279 23208.612 25.3363 6.8974 18.393 8 8 L4 42.8425 47.9602 9837.9200 14.3044 20.6600 476.1831 19688.785 23.9846 6.4978 17.327 0 53.8176 62.6369 21915.529 18.6819 26.9240 813.9775 43859.895 31.3244 8.6680 23.115 4 9 Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft in in in L1 162.00- 1 1 1 113.12 L2 113.12- 1 1 1 84.70 L3 84.70- 1 1 1 42.03 L4 42.03 -0.00 1 1 1 Description Face Allow Component Placement Total C Weight or Shield Type Number Leg ft ft plf LDF5- 50A(7/8 ") B No Inside Pole 158.00 - 0.00 1 No Ice 0.00 0.33 1/2" Ice 0.00 0.33 1" Ice 0.00 0.33 HJ7- 50A(1 -5/8 ") A No Inside Pole 152.00 - 0.00 12 No Ice 0.00 1.04 1/2" Ice 0.00 1.04 1" Ice 0.00 1.04 LDF4- 50A(1/2 ") A No Inside Pole 152.00 - 0.00 1 No Ice 0.00 0.15 1/2" Ice 0.00 0.15 1" Ice 0.00 0.15 LDF7- 50A(1 -5/8 ") C No Inside Pole 139.00 - 0.00 12 No Ice 0.00 0.82 1/2" Ice 0.00 0.82 1" Ice 0.00 0.82 FB -L98B- 002 - 75000( C No Inside Pole 139.00 - 0.00 1 No Ice 0.00 0.06 3/8 ") 1/2" Ice 0.00 0.06 1" Ice 0.00 0.06 WR- VG86ST -BRD( C No Inside Pole 139.00 - 0.00 2 No Ice 0.00 0.59 3/4) 1/2" Ice 0.00 0.59 1" Ice 0.00 0.59 CR 50 1873(1 -5/8 ") B No Inside Pole 132.00 - 0.00 6 No Ice 0.00 0.83 1/2" Ice 0.00 0.83 1" Ice 0.00 0.83 Food Line/Linear 3 ,' ,t °' Section Areas I Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft ft ft ft K L1 162.00- 113.12 A 0.000 0.000 0.000 0.000 0.49 B 0.000 0.000 0.000 0.000 0.11 C 0.000 0.000 0.000 0.000 0.29 L2 113.12 -84.70 A 0.000 0.000 0.000 0.000 0.36 B 0.000 0.000 0.000 0.000 0.15 tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 7 Tovat �r. There is a pole section. This tower is designed using the TIA -222 -G standard. The following design criteria apply: 2) Tower is located in Hampshire County, Massachusetts. 3) Basic wind speed of 100 mph. 4) Structure Class II. 5) Exposure Category C. 6) Topographic Category 1. 7) Crest Height 0.00 ft. 8) Nominal ice thickness of 1.0000 in. 9) Ice thickness is considered to increase with height. 10) Ice density of 56 pcf. 11) A wind speed of 40 mph is used in combination with ice. 12) Temperature drop of 50 °F. 13) Deflections calculated using a wind speed of 60 mph. 14) A non - linear (P- delta) analysis was used. 15) Pressures are calculated at each section. 16) Stress ratio used in pole design is 1. 17) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X -Brace Ly Rules Consider Moments - Diagonals ' Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA J Use Code Stress Ratios Use Clear Spans For KL /r SR Leg Bolts Resist Compression 'I Use Code Safety Factors - Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice ' Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients 'I Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include An le Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Leg Bolts Are At Top Of Section SR Members Have Cut Ends 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 Add IBC .6D +W Combination Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 162.00- 113.12 48.88 3.75 18 13.0000 25.7100 0.1875 0.7500 A572 -65 (65 ksi) L2 113.12 -84.70 32.17 4.58 18 24.3599 32.6000 0.3125 1.2500 A572 -65 (65 ksi) L3 84.70 -42.03 47.25 5.92 18 30.8019 42.9400 0.3750 1.5000 A572 -65 (65 ksi) L4 42.03 -0.00 47.95 18 40.6692 53.0000 0.3750 1.5000 A572 -65 (65 ksi) Tapered Pole Properties tnxTower Report - version 6.0.4.0 r T __ 16n, 0 fl I e ..... DESIGNED APPURTENANCE LOADING TYPE ELEVATION I TYPE ELEVATION I k Lighting Rod 5 /B' x 4' 162 _ -- (4) 860 10025 139 I I I LANT150F2 158 (2) LGP2140X 139 (Side Arm Mount [SO 701 -1] 158 (2) 782 -10250 139 1 I (2) D6846F65ZAXY w/ Mount Pipe 152 (2) 800 10122 w' Mount Pipe 139 I ill I 1 1[1 I I APX75-866514-CTO w/ Mount Pipe 152 + (4) 860 10025 139 (2) FDG W5504/1 S-3 152 1(2) LGP2140X 139 „� o o BXA- 185063/8CFx2 w/ Mount Pipe 152 (2) 782-10250 139 m m ao r ° o P a I BXA 70063 /6CF w/ Mount Pipe 152 P65 17 -XLH RR w/ Mount Pipe 139 ° d `" N 1 1 '1 (2) FDGW5504/1S -3 152 (2) RRUS -11 139 (2) LPA- 80063 /4CF w/ Mount Pipe 152 DC6 -48 -60 -18 8F _ 139 - -- - BXA-185063/8CFx2 w/ Mount Pipe 152 P65 -17- XLH -RR w/ Mount Pipe 139 GPS_A 152 (2) RRUS -11 139 - - -- BXA -70063 /6CF w/ Mount Pipe 152 AM -X -CD -14-65 00T -RET w/ Mount 139 e i I I (2) FDGW5504 /1S -3 152 Pip BXA- 185063 /8CFx2 w/ Mount Pipe 152 (2) RRUS -11 139 (2) LPA-80063/4CF w/ Mount Pipe 152 - - -- 4 x 2 " Pipe Mount 139 e Mount 139 - - -- O _ w oun4' x 2' Pipe 6' x 2' Mount Pi 152 P 1131 ft nlll 6' x 2' Mount Pipe _ 152 4 x 2 Pipe Mount 139 6' x 2' Mount Pipe 152 Side Arm Mount [SO 102 -3] - - -. - 139 Platform Mount (LP 601 -1] • 152 Platform Mount (LP 601 -1] 139 (2) 800 10122 w/ Mount _ 139 - -- 742 213 w/ Mount Pipe 132 - - - _ -- _ - - -- 742 213 w/ Mount Pipe 132 (2) LGP2140X 139 -- I (4) ipe 860 10025 _ -_ -- 139 - -- i742 213 w/ Mount P _ _ _ 132 1 -- Pipe Mount [PM 601 -3] 132 1 (2) 782 -10250 139 _ -.. N ,,, `,tOq m °o (2) 800 10122 w/ Mount Pipe 139 ,N 6 et 9 MATERIAL STRENGTH GRADE ` Fy Fu GRADE T Fy Fu 1 A572 -65 j65 ksi 80 ksi 847 n 111 TOWER DESIGN NOTES 1. Tower is located in Hampshire County, Massachusetts. I '‘‘4 1 I O 2. Tower designed for Exposure C to the TIA -222 -G Standard. " 3. Tower designed for a 100 mph basic wind in accordance with the TIA -222 -G Standard. 4. Tower is also designed for a 40 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class IL N I 7. Topographic Category 1 with Crest Height of 0.00 ft m o 1 0 8. TOWER RATING: 90.7% S eS 4i I I 1 , � I I I I i _ _ 42.0 n ALL REACTIONS I 1 ARE FACTORED 1'1 I AXIAL 67 K II SHEAR MOMENT v o m ° o 5K 604kipf v j ° r ° m o, I 'I ' TORQUE 0 kip -ft ,i 40 mph WIND - 1.0000 in ICE I II I AXIAL 36K SHEAR MOMENT I I 27 K J 3025 kip -ft 1 o. 0 fl ill — 2 N TORQUE 2 kip -ft a l'-' REACTIONS - 100 mph WIND N C J Y y c _ w I v N N :- G c � - t '5 F E o l 5 a O a 1 °' F - 6 ti z iE ico as 1 (1) 1 0 Crown Castle Job BU #800530 M C � R t O!'N [ 2000 Corporate Drive Project. Ai 1 1 - Client Crown Castle I Drawn by JKazmierczak IAppd Canonsburg, PA 15317 code Date Scale I We Are Solutions Phone: (724) 416 -2000 TIA -222 -G I 04/18/12 NTS FAX: (724) 416-2254 Path R \ SA Models- LetterslWork AreaWKazmiercza 6e00530 \800530 en Dung No E -1 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CC! BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 5 4) ANALYSIS RESULTS Table 5 - Section Ca .acit (Summa ) 1 : _ r g '' u,. ,a. ,r i '% : ,- .. - w . .._». ..n... '_ L1 162 - 113.12 Pole TP25.71x13x0.1875 1 -6.91 1001.38 90.7 Pass L2 113.12 - 84.7 Pole 1 TP32.6x24.3599x0.3125 2 -11.54 2292.86 65.2 Pass L3 84.7 - 42.03 Pole TP42.94x30.8019x0.375 3 -21.31 3544.07 61.4 Pass L4 42.03 - 0 Pole I TP53x40.6692x0.375 ( 4 I -35.81 �' 4183.67 67.7 Pass i 7 S I ( Summary[ j T I f I Pole (L1) 90.7 I Pass j i - ( - - - T - . - -- 1 Rating = T 90.7 Pass Table 6 Tower Component Stress vs Capacity LC ,tea- es i — f ` � t 1 Anchor Rods (: 58.5 Pass 1 Base Plate T _ 0 T 72.4 -^ Pass 1 Base Foundation 1 0 I 66.2 1 Pass r, s r '.. - r w Notes: 1) See additional documentation in "Appendix C — Additional Calculations" for calculations supporting the % capacity consumed. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications are required at this time. tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 4 • 3 n 4 � y •" n , 1 tower mounts Platform Mount [LP 601 -1] • 132 132 3 kathrein 742 213 w/ Mount Pipe 6 1-5/8 1 1 � tower mounts I Pipe Mount [PM 601 -3] Notes: 1) Existing Equipment Table 3 Design Antenna and Cable Information 7f li,:tt ,.,,,:;; li ' ' ' 4 „'..' ' . ) '',"'''''' " ';',;;, ' , ''' , -- - ' - ''' %,..,ei. . ii...f i $ } r _ ... fi 160 160 2 decibel DB2246 2 1 -5/8 150 150 12 I swedcom ALP 9212 12 I 1 -5/8 140 140 12 f swedcom ALP 9212 12 1 -5/8 130 I 130 12 � swedcom I ALP 9212 I 12 1 -5/8 120 120 12 I swedcom -s ALP 9212 r 12 1 -5/8 _ 110 , 110 I 12 I swedcom ALP 9212 ( 12 I 1 -5/8 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 4- GEOTECHNICAL REPORTS Clarence Welti Assoc., Inc. 834886 CCISITES 4-TOWER FOUNDATION Engineered Endeavors, Inc. 834883 CCISITES DRAWINGS /DESIGN /SPECS 4 -TOWER MANUFACTURER Engineered Endeavors, Inc. 834878 CCISITES DRAWINGS 4 -TOWER STRUCTURAL Engineered Endeavors, Inc. 627272 CCISITES ANALYSIS REPORTS 3.1) Analysis Method tnxTower (version 6.0.4.0), a commercially available analysis software package, was used to create a three - dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. This analysis may be affected if any assumptions are not valid or have been made in error. Crown Castle should be notified to determine the effect on the structural integrity of the tower. tnxTower Report - version 6.0.4.0 • April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 3 1) INTRODUCTION This tower is a 162 ft Monopole tower designed by Engineered Endeavors, Inc. in May of 2000. The tower was originally designed for a wind speed of 75 mph per TIA /EIA- 222 -F. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA -222 -G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures using a 3- second gust wind speed of 100 mph with no ice, 40 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C. Table 1 Pro I osed Antenna and Cable Information • 1 kmw AM- X- CD- 14- 65- 00T -RET 142 _ communications w/ Mount Pipe powerwave P65- 17- XLH -RR w/ Mount technologies Pipe 1 3/8 139 Side Arm Mount [SO 102- 2 3/4 141 1 tower mounts 3] 139 6 ericsson j RRUS -11 —v 1 raycap � DC6- 48- 60 -18 -8F Table 2 - Existin ' and Reserved Antenna and Cable Information rorlv �� "�� � . ���w� � - �ro 160 1 telewave ANT150F2 158 Side Arm Mount [SO 701- 1 7/8 1 158 1 tower mounts 1] 3 antel BXA- 185063/8CFx2 w/ Mount Pipe _ f 2 antel BXA- 70063/6CF w/ Mount Pipe 4 antel LPA- 80063/4CF w/ Mount Pipe _ 152 153 2 decibel DB846F65ZAXY w/ Mount 12 1158 1 Pipe 1 gps GPS_A 1 rfs celwave APX75- 866514 -CTO w/ Mount Pipe • 6 rfs celwave FDGW5504/1 S -3 F-152 J 1 tower mounts Platform Mount [LP 601 -1] 142 6 kathrein 800 10122 w/ Mount Pipe 6 kathrein I 782 -10250 139 139 12 kathrein 860 10025 12 1 -5/8 1 powerwave 6 LGP2140X technologies tnxTower Report - version 6.0.4.0 April 19, 2012 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 484247, Application 145520, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 5 - Section Capacity (Summary) Table 6 — Tower Components vs. Capacity 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations tnxTower Report - version 6.0.4.0 ��' cgo WN Date: April 19, 2012 ? \ ll p A STLE Mitzi Parker Crown Castle Crown Castle 2000 Corporate Drive 3530 Toringdon Way, Suite 300 Canonsburg, PA 15317 Charlotte, NC 28277 (724) 416 -2000 Subject: Structural Analysis Report Carrier Designation: AT &T Mobility Co- Locate Carrier Site Number: MA5208 Carrier Site Name: AWE- Northampton Atwood Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON II CAC 800530 Crown Castle JDE Job Number: 183570 Crown Castle Work Order Number: 484247 Crown Castle Application Number: 145520 Rev. 0 Engineering Firm Designation: Crown Castle Project Number: 484247 Site Data: ATWOOD DRIVE, NORTHAMPTON, Hampshire County, MA Latitude 42° 18' 9.77 ", Longitude -72° 37' 30.74" 162 Foot - Monopole Tower Dear Mitzi Parker, Crown Castle is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 484247, in accordance with application 145520, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing /reserved loading, respectively. The analysis has been performed in accordance with the TIA -222 -G standard and local code requirements based upon a wind speed of 100 mph 3- second gust and exposure category C. All modifications and equipment proposed in this report shall be installed in accordance with the attached drawings for the determined available structural capacity to be effective. We at Crown Castle appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. Structural analysis prepared by: John Kazmierczak, E.I.T. / IS Respectfully submitted by: H OF 114,4sa, Aaron C. Poot, P.E. g Engineering Supervisor No. 4839 • `'�S /i7FdAL tnxTower Report - version 6.0.4.0 11.14 'r AGENCY CUSTOMER ID: 713115 LOC #: ACORE1 ADDITIONAL REMARKS SCHEDULE Paged of AGENCY NAMED INSURED CROWN CASTLE INTERNATIONAL CORP. Willis of Pennsylvania, Inc. See Attached Named Insured List POLICY NUMBER 1220 Augusta Dr. Suite 500 Houston, TX 77057 See First Page CARRIER NAIC CODE See First Page EFFECTIVE DATE: See First Page ADDITIONAL REMARKS THIS ADDITIONAL REMARKS FORM IS A SCHEDULE TO ACORD FORM, FORM NUMBER: 25 FORM TITLE: CERTIFICATE OF LIABILITY INSURANCE Certificate Holder is included as an Additional Insured under the General, Automobile and Excess policies as required by written agreement and only with respect to the liability arising out of the operations performed by or on behalf of the Named Insured. General, Automobile, Excess Liability and Workers Compensation include a Waiver of Subrogation in favor of the Certificate Holder when required by written contract but always subject to the policy terms, conditions, exclusions and as permitted by law. Building Permit. Additional Insured: City of Northampton. ACORD101(2008 /01) Co11:3727535 Tp1:1422485 Cert:17886446 © 2008ACORDCORPORATION .Allrightsreserved. The ACORD name and logo are registered marks of ACORD The Commonwealth of Massachusetts Print Form * = Department of Industrial Accidents MOM ' Office of Investigations bomb b =--2.140== _ 1 Congress Street, Suite 100 t i = Boston, MA 02114 -2017 ;t r,:, www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders / Contractors /Electricians/Plumbers Applicant Information Please Print Legibly _l Name ( Business /Organization/Individual): / ( Ai Ai ��, /lvrii�it/A- 1ojIA -L CD (4 1 T1Or ) Address: (ZZU AJla t141 rz► v G ( U City /State /Zip: 14 v d c.-ro rJ ;TX 170c - 2 Phone #: 7 I NC �O N Are you an employer? Check the appropriate box: Type of project (required): 1. ❑ I am a employer with 4. ❑ I am a general contractor and I employees (full and/or part- time).* have hired the sub - contractors 6. New construction 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. 7. El Remodeling ship and have no employees These sub - contractors have 8. ❑ Demolition working for me in any capacity. employees and have workers' g Y P h 9. ❑ Building addition [No workers' comp. insurance comp. insurance.t required.] 5. ❑ We are a corporation and its 10.0 Electrical repairs or additions 3. ❑ I am a homeowner doing all work officers have exercised their 11.0 Plumbing repairs or additions myself [No workers' comp. right of exemption per MGL 12.0 Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13. []'Other comp. insurance required.] *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub - contractors and state whether or not those entities have employees. If the sub - contractors have employees, they must provide their workers' comp. policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Act o r PENNSyLtiA -h.11 A — Policy # or Self -ins. Lic. #: 70 Z J 0 Z 2 S Expiration Date: 1 / / / ( i Job Site Address: V- 1`t�W� \�t2 • City /State /Zip: I f 0(0 L U Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one -year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided �above is true and correct. Si nature: IDate l • / a ,/ /.2_ 1 Phone #: 7W" Vac" c" (O c'( l Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License # Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: ACORO DATE (MM /DD /YYYY) `.� CERTIFICATE OF LIABILITY INSURANCE Page 1 of 2 05/09/2012 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies)must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME Willis of Pennsylvania, Inc. PHONE FAX c/o 26 Century Blvd. (w� NO,FXT) 877- 945 -7378 (A/C,Nrl) 888- 467 -2378 P. O. Box 305191 A nDRF RFSS certificates@willis.com Nashville, TN 37230 -5191 INSURER(S)AFFORDING COVERAGE NAIC# INSURER A: Federal Insurance Company 20281 -005 INSURED CROWN CASTLE INTERNATIONAL CORP. INSURER B: New Hampshire Insurance Co. 23841 -000 See Attached Named Insured List INSURERC: 1220 Augusta Dr. Suite 500 Houston, TX 77057 INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 17886446 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR �1DD SUBR POLICY EFF POLICY EXP I TR TYPE OF INSURANCE tau NIV POLICY NUMBER (MMlnn /YYYY) f)NM/nnIYYW) LIMITS A GENERAL LIABILITY Y Y 70210228 4/1/2012 4/1/2013 EACH OCCURRENCE $ 1,000,000 X COMMERCIAL GENERAL LIABILITY PREMISES (Eaoccure $ 1,000,000 CLAIMS -MADE X OCCUR MEDEXP(Anyoneperson) $ 5,000 PERSONAL &ADVINJURY $ 1, 000, 000 GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000 X POLICY PRO- LOC $ IFrr A AUTOMOBILE LIABILITY Y Y 70210229 4/1/2012 4/1/2013 waaBcldeuINGLE $ 1,000,000 X ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS HIRED AUTOS NON -OWNED PeOracoidentDAMAGE AUTOS accident) B X UMBRELLALIAB X OCCUR Y Y 61844671 4/1/2012 4/1/2013 EACH OCCURRENCE $ 5,000,000 EXCESS LIAB CLAIMS -MADE AGGREGATE $ 5,000,000 DED RETENTION $ $ A WORKERS COMPENSATION Y 71710698 4/1/2012 4/1/2013 X WCSTIMATUITC - O TH- AND EMPLOYERS' LIABILITY TnRY - .. ANY PROPRIETOR/PARTNER/EXECUTIVE /N N/A E.L. EACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? it ig toryinNH) E.L. DISEASE - EA EMPLOYEE $ 1,000,000 ff yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 1,000,00 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach Acord 101, Additonal Remarks Schedule, if more space is required) Re: BU# 800530 - Project Address: 22 Atwood Drive, Northampton, MA 01060. See Attached: CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE City of Northampton 212 Main Street I n Northampton, MA 01060 Q/v> . Co11: 3727535 Tp1:1422485 Cert:17886446 • ©1988 -201 CORD CORPORATION. All rights reserved. ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD Versionl.7 Commercial Building Permit May 15, 2000 SECTION 10 STRUCTURAL PEER REVIEW CM CUR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No 0 SECTION 11- OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR IMAM PERMIT , as Owner of the subject property hereby authorize to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date I, (AO v 4ri_A-0 c CompAlvY , as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. .. c.._ Print Name 12. Signature of Owner/Agent Date SECTION 12 -CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable 0 Name of License Holder : L License Number SiS 34 _ wo.rxo,_m4.01_3or. IF , ess Expira on Dat 00? Signature Telephone SECTION 13 *RAKERS' COMPENSATION INSURANCE AFFIDAVIT %tel. C. 152, $ 2scon Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes Of No 0 Versionl .7 Commercial Building Permit May 15, 2000 SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTiONSERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT TO _9,48 CONTROL F1AWANT TO 180 CO N1116 Matimatio MORE THAN 35,000 C.F. OF ENCLOSE WOE) 9.1 Registered Architect: Not Applicable Name (Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility I t Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor o u/IU I 4.6 Not Applicable ❑ Company Name: ,4 773 Responsible In Charge of Construction 500 Vii 6s1 CuM 1/p%s _ P , gre. 3 a , 0 6O , M►i (WV I Address 7V 770 WS' Signature Telephone Version1.7 Commercial Building Permit May 15, 2000 " . ' m 4 ,$ s /t 114' „ Existing Proposed Required by Zoning / This column to be filled in by e ' 1 l g Building Department Lot Sizeg CiliWeig ` : No ..__ o+70615 , Frontage Setbacks Front ' Side L: R: _ _ L: _. R:_ Rear Building Height Bldg. Square Footage i Open Space Footage (Lot area minus bldg & paved parking) # of Parking Spaces Fill: (volume & Location) A. Has a Sp ial Permit /Variance /Finding ever been issued for /on the site? NO DON'T KNOW 0 YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO ® DON'T KNOW O YES O , IF YES: enter Book i i ! Page; and /or Document # B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW O YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained O Obtained ® , Date Issued: C. Do any signs exist on the property? YES NO O IF YES, describe size, type and location: 00 0 / 46g, PL gb Fec 1572! . - / g i g D. Are there any proposed changes to or additions of signs intended for the property ? YES ® NO IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, exca tion, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES O NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. ' Versionl.7 Commercial Building Permit May 15, 2000 100:, TRUGTIC* SEMMES Fr Et PROJECTS LESS THAN Sk Interior Alterations ❑ Existing Wall Signs ❑ Demolition ❑ Repairs ❑ Additions ❑ Accessory Building ❑ Exterior Alteration ❑ Existing Ground Sign ❑ New Signs ❑ Roofing ❑ Change of Use ❑ Other U/ Brief Description )Enter a brief description here. Apt)( ( /Via 3 /9-Db/ 7 v AJ PrL i4fVT -A-W 19 t TO Of Proposed Work: ' v is - r/A)4 11400N T AiU / (AB w - / Ai nos %' / (, i'YI poi N1> SECT . . USE OWL. • CONSTRUCTOR USE GROUP (Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A -1 ❑ A -2 El A-3 ❑ 1A I A -4 ❑ A -5 ❑ 1B El B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F -1 ❑ F -2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ I Institutional ❑ I -1 ❑ 1 -2 ❑ 1 -3 ❑ 3B El M Mercantile ❑ 4 ❑ R Residential ❑ R -1 ❑ R -2 ❑ R -3 ❑ 5A ❑ S Storage El S -1 ❑ S -2 ❑ 5B { ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use izr Specify 1VA �u - i IDt�; >DDI r r�AL �}!N�v F ° CoM�» Tau -� �2 O ATE , SEC IF EXIS I.1 3 ,. i 1 -, a � . ' NOVA S ADDITIONS AN! C OE ° USE Existing Use Group: _ -- ___._. �______ Proposed Use Group: , J Existing Hazard Index 780 CMR 34): I Proposed Hazard Index 780 CMR 34): __ MOTOR • :i . ,. 9, '' .. APO Ate. . BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION Floor Area per Floor (sf) k ! „ I ' ' 4 St i .__- ....__ .._.._. .. -_. ... ....___' __. - 1 �aF �}� :�§''.� #' ., 2 nd v. f' 2 nd 4 4 a 3d i 1 3 � i th rid ar � +. 4th 4 4 r Total Area (sf) ' Total Proposed New Construction (sf) • , ' f 7 � „. r ay r r " Total Height (ft) 1 Total Height ft # - ,'N , .. _ _ 7. Water Supply (M.G.L. c. 40, § 54)! 7.1 Flood Zone_ Information: NVA 7.3 Sewage Disposal System: N if Public ❑ Private ❑ (t( /A Zone' ' Outside Flood Zon ❑ Municipal ❑ On site disposal sys m❑ Versionl.7 Commercial Buildin: Permit Ma 15, 2000 " 7 City of Northampton . • • - -uilding Department 212 Main Street WI 1 -( 1St Room 100 ..„ N. hampton, MA 01060 PEPT. OF BUILDING IN i ' 13 .87-1240 Fax 413-587-1272 No8THAMProN APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION "L 1 Mtttf#,Y..#-It .1 Property Address: . - 21 f( p :406, 14. Olf 00eTli p / MA 0/ Oto * - ;1: • ■ 1 4, 4 r SECTION 2 - PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Arwoor De. VE Li ZZO 11107771 P.MfiJ 1 kvitteAT Name (Print) Current Mailing Address: Signature Telephone 2.2 Authorized Agent: C/FX)uJA.) COW/Fri SO . :or • - YZ77 Name (Print) Current Mailing Address: 704 4 /0S — 65 Signature e- Telephone SECTION 3 -JESIIMATEGtold-,STRUSTIONCOSTS 1 I Item Estimated Cost (Dollars) to be Official 400 :Only completed by permit applicant 1. Building 0") "'al 0 0 ( uu 2. Electrical C OD 0 `A) (0)fO)tjtate:41TOtau„:Qos:tjg:: - - 3. Plumbing 13o!!doltritirm#Feto 4. Mechanical (HVAC) 5. Fire Protection 6. Total=(1+2 + 3 + 4 + 5) ic,(700. 0 Oiled( Nurrther A Af t ir This Section For Official tile Only Building Permit Number Date Issued Signature: Building Commissioner/Inspector of Buildings Date CAPS V 7_1? Crown Castle C ASTLE Tel 704- 405 -6560 3530 Torringdon Way Fax 724-416-4911 Charlotte NC 28277 May 8, 2012 City of Northampton 212 Main Street Northampton, MA 01060 Attn- Building Inspection RE- Building Permit Application/Fee for AT &T Site: MA5208 - Crown Castle Site: 800530 To Whom It May Concern, Enclosed please find the building permit application package for the project at the above referenced site. I have included the application, COI, project construction drawings, and a structural analysis showing sufficient capacity for the proposed antennae add. Upon completion of your review please contact me so that we may pick up a copy of the permit. Please do not hesitate to give me a call of you need any additional information. Regards, Ryan S. Ivey Crown Castle East Area Property File #BP - 2012 -10182 2.0Mt APPLICANT /CONTACT PERSON CROWN CASTLE ATLANTIC LLC .-J� Y ADDRESS/PHONE 500 WEST CUMMINGS PARK STE 3600 WOBURN (781) 970 -0058 0 �^'Y PROPERTY LOCATION 22 ATWOOD DR MAP 35 PARCEL 040 ZONE SR/WSPII THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out j� / /�jL ��� Fee Paid / / �7/ ``�� Typeof Construction: ADD 3 ADDITIONAL ANTENNAE 7 & 1 CABINET New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 77359 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFQRMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER: § Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay r Z 9 / ► z Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 22 ATWOOD DR BP- 2012 -1018 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 39 - 060 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: Non structural interior renovations BUILDING PERMIT Permit # BP- 2012 -1018 Project # JS- 2012 - 001757 Est. Cost: $25000.00 Fee: $150.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: CROWN CASTLE ATLANTIC LLC 77359 Lot Size(sq. ft.): 194756.76 Owner: CITY OF NORTHAMPTON Zoning: Applicant: CROWN CASTLE ATLANTIC LLC AT: 22 ATWOOD DR Applicant Address: Phone: Insurance: 500 WEST CUMMINGS PARK STE 3600 (781) 970 -0058 0 WC WOBURNMA01801 ISSUED ON:5/31/2012 0:00:00 TO PERFORM THE FOLLOWING WORK:ADD 3 ADDITIONAL ANTENNAE 7 & 1 CABINET POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 5/31/2012 0:00:00 $150.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner