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39-060 (18) J 6 5 3 2 POLE SPECIFICATIONS SHAFT SECTION DATA POLESHAPETYPE: 18SIDEDPOLYGON SHAFT SECTION PLATE LAP DIAMETER ACROSS ELEV. 162'0" TAPER: 0.260021N/FT SECTION LENGTH THICKNE SPLICE FLATS(IN) SHAFTSTEEL: A572-65 1 48.88 0.1875 3.75 13.000 25.710 2 32.17 0.3125 4.58 24.360 32.600 BASE PL STEEL: 60 KSI YIELD STRENGTH 3 47.25 0.3750 5.93 30.802 42.940 ANCHOR RODS: 2.25 INCH A615 GR 75 4 1 47.96 1 0.3750 1 0.00 1 40.667 53.000 e POLE WDI Fl CATI ON SCHEDULE A ELEVA11 ON(FT) MODI FICAII ON REFERENCE SHEET S-5 A 114129 Shaft Reinforcement S-5 ELEV. 1 13'1 3 16 CO FLAT PLATE(65 KSI)REI NFORCI NG SCHEDULE Ban-OM TOP Elf VATION TERMNATION TERMNATION M I NTERMMATE AIAXBOLT SIEELWIGHT TOTALAIAX TOTALSTEEL ELEVA11CKN TS BOLTS BaTSPACING Q1 NflTYP PERPLATE BOLT WEIGHT (Fn (FT) PARTNLfVBER FLAT/DEGREE() (BOJ-FI (TOP) PLATE (BLACK) QLIANTITY (BLACK) D 114 129 C3-AFP-04SM5 2,8,14 8 8 T-8" 22 229.5 66 6838.5 D 66 6885 ELEV.84'8 8" NOTES FOR CIUMN REINFORCING(65 KSI)MATERIAL 1 DONOTV\ELDVUTHOUTAPPRCUALFROMTFf EOR. 2 SH M6 FOR NUNOPOIE REI NFORCEIVFNT NUMBER SHALL BE REQU RID WERE GAPS BETWEEN THE POLE SH4-TAND RE]NFORCI NG NEM3ER EMSTAT FASTENER LOCAT ICINS.FOR INTERMEDIATE CONNECTIONS,THE MNIUMSHMLENCTHANDWDITH SHALL BETH=VU DTH OF THE REINFORCING MWBER FORTERMWON 00NNECTICNIS,ACONTINUOL6 SHMPLATE(PREFERRED)ORECIJVXENrINDIV IDU 4LSHMPLATESTFEWDTHOFTFERONFORONGM 7VV3MfVAYBEL.6ED.SHMTHOWESSSF4 BENOLESSTHAN 16'. STACYJNG OF SHNb IS PERMTTED. 3ALLFLATPLATERBNFORC OVENTISTOBEINSTALLEDCENTEREDONITSDESIGNATEDFLAT,LINO. ® AeroSolations LL c 4 SEE CIVRP 65 KSI PARTS CATALOG 2nd EDITI ON FOR PART DETAI LS, THIS DRAWING IS COPYRIGHTED AND IS 5 AS AN ALTERNATIVETO L.6I NG DTI VUASFEIRS,AJAX BOLTS NAY BE PRETEIVSI ONED PER THE ATSCTI-RN-OFNUTW HOD. THE SOLE PROPERTY OF CROWN CASTLE.IT IS PRODUCED SOLELY FOR USE BY CROWN 00 9/19/14 INITIAL RELEASE MB AND ITS AFFILILATES.REPRODUCTION OR 6 ON MXTISI DED POLES,EXISTI NG SAFETY QJNB IS CONSIDERED FLAT 1Tl EN FLATS ARE NUVBERED MITTER CLOOCIMSE USE OF THIS DRAWING AND/OR THE ELEV.42 O NO. DATE DESCRIPTION BY INFORMATION CONTAINED IN R IS 7 QJNBING PEGS TO BE RELOCATED AS REQURED. FORBIDDEN WITHOUT THE WRITTEN REVISIONS PREMISSION OF CROWN CASTLE. PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON II CAC SU NUMBER:800530 WO NUMBER:929528 SITE ADDRESS: ATWOOD DRIVE a NORTHAMPTON,MA 01060 HAMPSHIRE COUNTY ENG/QA BY:SC DATE:9119/2014 a JC -WIN I'}. DFT BY:MB DATE:911912014 ELEV.O" COOK p CIVIL y� DFT/QA BY:BU DATE:9119/2014 NQ.50725 APRV'D BY:SC DATE:911912014 �K)NAtE SCALE N.T.S. A ELEVATION SCALE 1 : 120 REV S-5 oo B 6 4 3 3 2 I I AJAX/DTI BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE M20 AJAX/DTI BOLT ASSEMBLY COMPONENT SPECIFICATIONS: REINFORCING MEMBER (EXTERIOR OF POLE) BOLT: BLIND BOLT(M8.8;EQUIVALENT TO A325) AJAX ONESIDETM M ^� ONOPOLE SHAFT SHOP DRILLED HOLE IN REINFORCING MEMBER FINISH:HOT DIP GALVANIZED PER ASTM A153. NOMINAL 30mm(1-3/16" MAXIMUM)BEFORE SPLIT WASHER: GALVANIZING,HOT DIP GALVANIZED PER ASTM A123 AJAX ONESIDETM SPLIT WASHER FIELD DRILLED HOLE IN SHAFT WALL, RUBBER WASHER FINISH:HOT DIP GALVANIZED PER ASTM A153. NOMINAL 30mm(1-3/16"MAXIMUM) (1-1/16"OD X 13/16"ID X 1/8"THICKNESS COAT WITH ZRC ZINC M20 SQUIRTER®DTI SHEAR SLEEVE: COLD-GALVANIZE COMPOUND AJAX M20 BOLT . Fu=120 KSI MIN.(ASTM A519) NOMINAL 20mm OD E 29MM O.D.x 20MM I.D. LENGTH=NOMINAL[GRIP-6MM]=[GRIP-0.25"](TOL.-0",+1/32") SLEEVES SHALL BE ROUND,WITH ENDS CUT SQUARE AND DEBURRED. FINISH:GALVANIZED(COLD GALVANIZED AS PER CROWN ENG-BUL-10149, HOT DIP GALVANIZED PER ASTM A123, MECHANICALLY GALVANIZED AND SPUN)OR CADMIUM PLATED. SOLID WASHER: MACHINED END OF BOLT FOR AJAX ONESIDErm SOLID WASHER AJAX INSTALLATION TOOL FINISH:HOT DIP GALVANIZED PER ASTM A153. AJAX M20 BOLT HEAD: 29mm OD AJAX HH NUT DIRECT N INDICATOR WASHER: LUBRICATE THREADS,SEE NOTES SQUIRTERO R®DTI,ASTM F959M ( ) FINISH:COLD MECHANICALLY GALVANIZED(TO ASTM 8695)AND EPDXY COATED. AJAX SPLIT WASHER HARDENED FLAT WASHER MANUFACTURER: ° APPLIED BOLTING TECHNOLOGY PRODUCTS,INC. AJAX SOLID WASHER 1413 ROCKINGHAM ROAD,BELLOWS FALLS,VERMONT,USA 05101 SHEAR PLANE GRIP PHONE:1-800-552-1999 SHEAR SLEEVE WEBSITE:WVWV.APPLIEDBOLTING.COM (29mm OD) DISTRIBUTORS OF SQUIRTER®DTI's: DETAIL 1: M20 AJAX/DTI BOLT ASSEMBLY http://www.appliedbolting.com/applied-bolting-distributors.html FLAT WASHER: HARDENED FLAT WASHER,ASTM F436M(MINIMUM HARDNESS RC38) FINISH COLD MECHANICALLY GALVANIZED Aer4Solutions 1 Lc HEX NUT: —� AJAX ONESIDETM HEAVY HEX NUT gYes;�Fe A_5o°n FINISH:HOT DIP GALVANIZED PER ASTM A153. THIS DRAWING IS COPYRIGHTED AND IS BOLT ASSEMBLY AND INSTALLATION: ISHPRODUCED SOLELYY FOR USE sr CROWNi BOLT ASSEMBLY SHALL ADHERE TO THE REQUIREMENTS OF DETAIL 1. 00 9/19/14 INITIAL RELEASE MB AND ITS HIS DRAWL REPRODUCTION OR USE OF THIS DRAWING AND/OR THE NON-PETROLEUM BASED,WATER SOLUBLE,INERT BOLT LUBRICANT SHALL BE USED ON ALL AJAX BOLTS TO ENSURE PROPER TENSIONING OF THE ASSEMBLY. CARE SHOULD BE NO. DATE DESCRIPTION BY INFORMATION CONTAINED IN 0IS TAKEN TO ENSURE THE BOLT HEAD AND SPLIT WASHER ARE NOT LUBRICATED AS THIS MAY CAUSE EXCESSIVE BOLT SLIPPAGE UPON APPLYING TORQUE,WHICH MAY LEAD TO REVISIONS PREMD R WN SSIION OF OWNECASTLE.. DIFFICULTIES IN ENGAGING THE SQUIRTERS DTI WASHER PROPERLY. NOTE:ONLY LUBRICATING THE THREADS OF THE NUT MAY ACHIEVE BETTER RESULTS. THE TYPICAL RULE OF THUMB WHEN USING AN IMPACT WRENCH IS TO ENGAGE FOR NO MORE THAN 10 SECONDS. IF THE BOLT IS NOT SPINNING AND THE SQUIRTER PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON 11 HAVE NOT ENGAGED AFTER 10 SECONDS USING AN IMPACT WRENCH,REMOVE THE NUT AND REAPPLY LUBRICANT.NOTE:PROLONGED USE OF THE IMPACT WRENCH TENDS TO BU NUMBER:00530 HEAT THE BOLT THREAD/NUT,THEREBY,INCREASING FRICTION ON THE THREADS WHICH WOULD REQUIRE ADDITIONAL TORQUE. HOLDING FOR LONGER THAN 10 SECONDS CAN BE WO NUMBER:929529 COUNTERPRODUCTIVE. SITE ADDRESS: A MINIMUM OF 4 OUT OF 5 SQUIRTERS DTI"BUMPS"SHALL BE ENGAGED IN ANY AJAX/DTI BOLT ASSEMBLY IN THE END CONNECTION OF REINFORCING MEMBERS. INTERMEDIATE ATWOOD DRIVE BOLTS SHALL ENGAGE A MINIMUM OF 3 OUT OF 5 SQUIRTERS DTI"BUMPS". NORTHAMPTON,MA 01060 HAMPSHIRE COUNTY DTI WASHERS MUST BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE"BUMPS"FACING AWAY FROM THE AJAX WASHER.PLACE A HARDENED WASHER BETWEEN OF Alt THE DTI AND THE AJAX NUT.THE DTI"BUMPS"SHALL BEAR AGAINST THE UNDERSIDE OF A HARDENED FLAT WASHER,NEVER DIRECTLY AGAINST THE NUT. ENG/QA BY:SC DATE:9119/2014 ca �� FOLLOW THE DTI MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION,LUBRICATION,TIGHTENING,AND INSPECTION. SHAWN D, DFT BY:MB DATE:9/1912014 COOK T4 �y CIVIL "4 INSPECTION: ' VISUALLY INSPECT ALL BOLT ASSEMBLIES TO ENSURE THE MINIMUM"BUMP"ENGAGEMENT AS DEFINED IN THE SECTION"BOLT ASSEMBLY AND INSTALLATION"HAS BEEN ACHIEVED. /I No.60725 DFT/DA BY:gU DATE 9I19I2014 FOR MORE INFORMATION ON INSPECTION,SEE THE MANUFACTURER'S GUIDELINES. ftrB tF{ (4 APRV'D BY SC DATE 9!1912014 WHERE FEASIBLE,CHECK A SAMPLE OF THE END CONNECTION DTI WASHERS WITH THE APPROPRIATE FEELER GAGE. IF THE FEELER GAGE CANNOT BE INSERTED TO THE BOLT k�/® Lpv SHANK HALF WAY AROUND THE BOLT,THE INSTALLATION IS OKAY. IF YOU CAN INSERT THE FEELER GAGE TO THE SHANK ALL THE WAY AROUND THE BOLT,THE INSTALLATION IS L SCALE:N.T.S. NOT OKAY. IF YOU FIND MORE THAN ONE SUCH"NOT OKAY"BOLT IN ANY ONE END CONNECTION,CHECK ALL BOLTS IN THAT END CONNECTION. A MINIMUM OF THREE BOLTS SHALL BE CHECKED IN EACH END CONNECTION. PHOTOS SHALL BE TAKEN TO INDICATE THE BOLTS TESTED. AJAX/DTI BOLT ALL BOLT ASSEMBLIES AND DTI WASHERS SHALL BE VISUALLY INSPECTED. THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER SPECIFICATIONS AND TIGHTENING CLEARLY SHOWING THE CONDITION OF THE DTI WASHERS. TIGHTENING PROCEDURE REV a a 5 S-4 00 3 3 I GENERAL NOTES STRUCTURAL STEEL NOTES 1.ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. THE CONTRACTOR 1.DESIGN,FABRICATION,ERECTION,ALTERATION AND MAINTENANCE SHALL CONFORM TO THE FOLLOWING,UNLESS NOTED OTHERWISE(UNO). MUST BE EXPERIENCED IN THE PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT,THE A.TIA-222: STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY,THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE B.TIA-1019-A. INSTALLATION,ALTERATION,AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS PERFORMED,THAT HE IS PROPERLY LICENSED.AND THAT HE IS PROPERLY REGISTERED TO DO THIS WORK IN THE STATE AND/OR COUNTY IN C.AISC:MANUAL OF STEEL CONSTRUCTION F WHICH IT IS TO BE PERFORMED. 2.ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS,UNO. 2.THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL PARTS OF THE STRUCTURE AND SHALL BE READ IN CONJUNCTION WITH A.STRUCTURAL STEEL,ASTM A572 GRADE 65(FY=65KSI). THE STRUCTURAL DRAWINGS AND PROJECT SPECIFICATIONS. B.ALL BOLTS,ASTM A325 TYPE 1 GALVANIZED HIGH STRENGTH BOLTS. C.ALL NUTS.ASTM A563 CARBON AND ALLOY STEEL NUTS. 3.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING APPROVALS FROM ALL AUTHORITIES HAVING JURISDICTION FOR THIS PROJECT AND SHALL D.ALL WASHERS,ASTM F436 HARDENED STEEL WASHERS. NOTIFY THE APPLICABLE JURISDICTIONAL(STATE,COUNTY,OR CITY)ENGINEER 24 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION. 3.HOLES SHALL NOT BE FLAME CUT THRU STEEL UNLESS APPROVED BY THE ENGINEER OF RECORD. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. 4,ALL FASTENERS SHALL NOT BE REUSED. 5.ERECT GUARDS AND BARRIERS PER APPLICABLE LABOR AND CONSTRUCTION SAFETY REGULATIONS. 5.A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED AND/OR REPLACED ASTM A325 BOLTS. 6.THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,POSSIBLE INTERFERENCES,AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK.REPORT ANY AND ALL DISCREPANCIES TO THE ENGINEER OF RECORD(EOR)AND FIELD PERSONNEL IMMEDIATELY. ANY AND ALL 6.ALL PROPOSED AND/OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH SUCH THAT THE END OF THE BOLT BE AT LEAST FLUSH WITH THE FACE FIELD CHANGES SHALL BE APPROVED AND DOCUMENTED BY THE FOR PRIOR TO FIELD IMPLEMENTATION. OF THE NUT. IT IS NOT PERMITTED FOR THE BOLT END TO BE BELOW THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETED. E 7.ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR TWO(2)YEARS FROM THE DATE OF COMPLETED CONSTRUCTION. 7.HOT-DIP GALVANIZE ALL ITEMS,UNO. E GALVANIZE PER ASTM A123,ASTM A153/A153M OR ASTM A653 G90,AS APPLICABLE. 8.USE ONLY THE LATEST ISSUES OF ANY APPLICABLE CODES,STANDARDS,OR REGULATIONS MENTIONED IN THE FOLLOWING NOTES AND SPECIFICATIONS,LINE. 8.FOR A LIST OF CROWN APPROVED COLD GALVANIZING COMPOUNDS,REFER TO CROWN ENG-BUL-10149,"TOWER PROTECTIVE COATINGS BULLETIN". 9.ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH ANSI,ASTM,ACI,TIA,AND AISC STANDARDS AS REFERENCED IN THE APPLICABLE CODE. 9.AFTER FINAL INSPECTION,ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING WELDS,FIELD DRILLED HOLES, AND SHAFT INTERIORS(WHERE ACCESSIBLE),SHALL BE CLEANED AND COLD GALVANIZING APPLIED BY BRUSH IN ACCORDANCE WITH CROWN 10.STRUCTURAL ELEMENTS SHOWN ON THESE DRAWINGS ARE DESIGNED IN ACCORDANCE WITH APPLICABLE BUILDING CODES/STANDARDS.ALL ENG-BUL-10149,"TOWER PROTECTIVE COATINGS BULLETIN". PHOTO DOCUMENTATION IS REQUIRED TO BE SUBMITTED TO THE MI INSPECTOR. CONSTRUCTION,EXCEPT WHERE NOTED OTHERWISE,SHALL COMPLY WITH THOSE CODES/STANDARDS. 11.ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY,FREE FROM FAULTS AND DEFECTS,AND IN CONFORMANCE WITH THE DRAWINGS. ANY AND ALL SUBSTITUTIONS MUST BE DULY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. ° 12.ALL MANUFACTURER'S HARDWARE ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. WELDING NOTES 13.THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.THE CONTRACTOR IS ALSO RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION PROCEDURES MEET THE 1.ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS DTIAID1.1M,"STRUCTURAL WELDING CODE-STEEL". REQUIREMENTS OF OSHA,THE OWNER,AND ALL OTHER APPLICABLE LOCAL,STATE,AND FEDERAL SAFETY REGULATIONS. 2.ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. 14.ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED.THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIAL ACCESS,WITH THE RESIDENT LEASING AGENT. 3.ALL ARC WELDING ON CROWN STRUCTURES SHALL BE DONE IN ACCORDANCE WITH THE CROWN ENG-PLN-10015, "CUTTING AND WELDING SAFETY PLAN" AND AWS 01.1(LATEST EDITION).THIS SHALL INCLUDE A CERTIFIED WELDING INSPECTOR(CWI)FOR ACCEPTANCE OR REJECTION OF ALL WELDING 15.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SAFEGUARD ALL EXISTING STRUCTURES OR BURIED SERVICES AFFECTED BY THIS OPERATIONS,PRE-DURING-POST,USING THE ACCEPTANCE CRITERIA OF AWS D1.1.THE CWI SHALL WORK WITH THE GC ON THE LEVEL OF INTERACTION CONSTRUCTION.CONTRACTOR IS ALSO RESPONSIBLE FOR TEMPORARILY RELOCATING ANY LINES OR STRUTS AS NECESSARY TO COMPLETE NEEDED TO CONDUCT THE WELDING INSPECTION. THE CERTIFIED WELDING INSPECTION IS THE RESPONSIBILITY OF THE GC. THE REQUIRED WORK. 4.FOR ALL WELDING,USE E80XX ELECTRODES FOR SMAW PROCESS 16.STRUCTURAL DESIGN IS FOR THE COMPLETE CONDITION ONLY.THE CONTRACTOR MUST BE COGNIZANT THAT THE REMOVAL OF ANY AND EBXT-XX ELECTRODES FOR FCAW PROCESS,UNO. STRUCTURAL COMPONENT OF AN EXISTING TOWER HAS THE POTENTIAL TO CAUSE THE PARTIAL OR COMPLETE COLLAPSE OF THE STRUCTURE. 5.SURFACES TO BE WELDED SHALL BE FREE FROM SCALE,SLAG,RUST, �,, AB rQSOIL/tiORS LLC ALL NECESSARY PRECAUTIONS MUST BE TAKEN TO ENSURE STRUCTURAL INTEGRITY,INCLUDING,BUT NOT LIMITED TO,ENGINEERING 3P:er��-ry rca�o�xr aznaa°v:^.:re c ASSESSMENT OF CONSTRUCTION STRESSES WITH INSTALLATION MAXIMUM WIND MOISTURE,GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD SPEED AND/OR TEMPORARY BRACING AND SHORING. PREVENT PROPER WELDING. GRIND THE SURFACE ADJACENT TO THE 17.DO NOT SCALE DRAWINGS. WELD FOR A DISTANCE OF 2"MINIMUM ALL AROUND. ENSURE BOTH THIS DRAWING IS COPYRIGHTED AND IS AREAS ARE 100%FREE OF ALL GALVANIZING. THE SOLE PROPERTY OF CROWN CASTLE.R 18.FOR THIS ANALYSIS AND MODIFICATION,THE TOWER HAS BEEN ASSUMED TO BE IN GOOD CONDITION WITHOUT ANY DEFECTS.IF THE IS PRODUCED SOLELY FOR USE BY CROWN CONTRACTOR DISCOVERS ANY INDICATION OF AN EXISTING STRUCTURAL DEFECT,CONTACT THE ENGINEER OF RECORD IMMEDIATELY. 6.DO NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE VICINITY OF 00 9/19/14 INAL RELEASE MB AND ITS AFFILILATES.REPRODUCTION OR USE OF THIS DRAWING AND/OR THE THE WELD AREA IS BELOW 0°F. WHEN THE TEMPERATURE IS NO. DATE DESCRIPTION BY INFORMATION CONTAINED IN IT IS 19.MODIFICATION WORK SHALL BE COMPLETED IN CALM WIND CONDITIONS/OR APPROPRIATE WIND SPEED FOR THE TYPE OF MODIFICATION BETWEEN 0°F AND 32°F,PREHEAT AND MAINTAIN THE STEEL IN THE FORBIDDEN WITHOUT THE WRITTEN WORK TO BE INSTALLED. VICINITY OF THE WELD AREA AT 70°F DURING THE WELDING PROCESS. REVISIONS PREMISSION OF CROWN CASTLE. 20.THE CLIMBING FACILITIES,SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED,MODIFIED OR ALTERED WITHOUT THE EXPRESS 7.DO NOT WELD ON WET OR FROST-COVERED SURFACES&PROVIDE PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON II ADEQUATE PROTECTION FROM HIGH WINDS. CAC APPROVAL OF THE ENGINEER OF RECORD. BU NUMBER:800530 8.FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE WO NUMBER:929528 TOWER ARE REQUIRED TO BE 100%NDE INSPECTED BY UT IN SITE ADDRESS: ACCORDANCE WITH AWS D1.1. ATWOOD DRIVE e 9.PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE NORTHAMPTON,MA 01060 BASE OF THE TOWER ARE REQUIRED TO BE 50%NDE INSPECTED BY HAMPSHIRE COUNTY MP IN ACCORDANCE WITH AWS D1.1. FRp4s ENG/QA BY:SC DATE:9119/2014 SH 0. u DFT BY:MB DATE:9119/2014 0400K a CIVIL Kai DFT/QA BY:BU DATE:9119/2014 PSct.50�25 APRV'D BY SC DATE:9119/2014 Cil$TE��fir4' �SffiNAL � SCALE:N.T.S. A NOTES DETAIL DRAWINGS SHALL GOVERN OVER ANY VARIANCE FROM THIS SHEET Rev S-3 oa 8 I 6 5 a 3 f MODIFICATION INSPECTION NOTES MI CHECKLIST GENERAL CORRECTION OF FAILING MI'S THE MODIFICATION INSPECTION(MI)IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI("FAILED MT),THE GC SHALL WORK WITH CROWN TO E CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS: ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS,AS DESIGNED BY THE CONSTRUCTION/ ENGINEER OF RECORD(EOR). •CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT INSTALLATION INSPECTIONS DOCUMENTS AND COORDINATE A SUPPLEMENT MI. AND TESTING REQUIRED REPORT ITEM THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE •OR,WITH CROWN'S APPROVAL,THE GC MAY WORK WITH THE FOR TO RE-ANALYZE THE (COMPLETED BY EOR) MODIFICATION DESIGN ITSELF,NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN. MODIFICATION/REINFORCEMENT USING THE AS-BUILT CONDITION OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. MI VERIFICATION INSPECTIONS ALL MI'S SHALL BE CONDUCTED BY A CROWN ENGINEERING VENDOR(AEV)OR ENGINEERING SERVICE VENDOR X M CHECKLIST DRAWING (AESV)THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN. SEE CROWN ENG-BUL-10173, CROWN RESERVES THE RIGHT TO CONDUCT AN MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND "APPROVED MI VENDORS". COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S)ON TOWER MODIFICATION PROJECTS. X FOR APPROVAL TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET,IT IS VITAL THAT THE GENERAL CONTRACTOR(GC) ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER(PO)15 CONTRACT DOCUMENTS AND IN ACCORDANCE WITH CROWN ENG-SOW-10007. E X FABRICATION INSPECTION RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. e IF CONTACT INFORMATION IS NOT KNOWN,CONTACT YOUR CROWN POINT OF CONTACT(POC). VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEV/AESV FIRM AFTER A MODIFICATION NA FABRICATOR CERTIFIED WELD INSPECTION PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED' R' REFER TO CROWN ENG-SOW-10007,"MODIFICATION INSPECTION SOW',FOR FURTHER DETAILS AND REPORT FOR THE ORIGINAL PROJECT. X M ATERIAL TEST REPORT(MTR) REQUIREMENTS. NA FABRICATOR NDE INSPECTION MI INSPECTOR REQUIRED PHOTOS BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS,AT A MINIMUM,ARE TO BE TAKEN NA NDE REPORT OF MONOPOLE BASE PLATE PER ENG-SOW-10033 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO,AT A AND INCLUDED IN THE MI REPORT: MINIMUM: •PRE-CONSTRUCTION GENERAL SITE CONDITION •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST .PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION X PACKING SLIPS .WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING .. RAW MATERIALS FOUNDATION INSPECTIONS ..PHOTOS OF ALL CRITICAL DETAILS ADDITIONAL TESTING AND INSPECTIONS: ••FOUNDATION MODIFICATIONS THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS,REVIEWING THE ..WELD PREPARATION ° None DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS,CONDUCTING THE IN-FIELD INSPECTIONS,AND ..BOLT INSTALLATION ° _ SUBMITTING THE MI REPORT TO CROWN. ••FINAL INSTALLED CONDITION ' ••SURFACE COATING REPAIR X CONSTRUCTION INSPECTIONS GENERAL CONTRACTOR •POST CONSTRUCTION PHOTOGRAPHS ••FINAL INFIELD CONDITION NA FOUNDATION INSPECTIONS THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. INSTALLATION OR TURNKEY PROJECT TO,AT A MINIMUM: NA CONCRETE COM P.STRENGTHAND SLUM P TESTS .REVIEW THE REQUIREMENTS OF THE MI CHECKLIST THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS,PLEASE REFER TO CROWN ENG-SOW-10007. NA POST INSTALLED ANCHOR ROD VERIFICATION •WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE MI INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS •BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS NA BASE PLATE GROUT VERIFICATION THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE NA CONTRACTORS CERTIFIED WELD INSPECTION AND NDE REPORTS REQUIREMENTS OF THE MI CHECKLIST AND CROWN ENG-SOW-10007. AECQS_OtutlonS LLC. c NA EARTHWORK LIFT AND DENSITY X ON SITE COLD GALVANIZING VERIFICATION RECOMMENDATIONS THIS DRAWING IS COPYRIGHTED AND THE SOLE PROPERTY OF CROWN CASTLE.IT THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND IS PRODUCED SOLELY FOR USE BY CROWN NA GUY WIRE TENSION REPORT EFFECTIVENESS OF DELIVERING AN MI REPORT: 00 9119/14 INITIAL RELEASE MB AND ITS AFFILILATES.REPRODUCTION OR USE OF THIS DRAWING AND/OR THE •IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE,PREFERABLY 10,TO THE NO. DATE DESCRIPTION BY INFORMATION CONTAINED R IS X GC AS BUILT DOCUM ENTS FORBIDDEN WITHOUT THE WRRI TTEN N MI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED. REVISIONS PREMISSION OF CROWN CASTLE. ADDITIONAL TESTING AND INSPECTIONS: •THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. .WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON II ANY GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS. CAC None •IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION BU NUMBER:800530 INSPECTIONS TO ALLOW THE FOUNDATION AND MI INSPECTION(S)TO COMMENCE WITH ONE SITE VISIT. WO NUMBER:929528 •WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE SITE ADDRESS: X M I INSPECTOR REDLINE OR RECORD DRAWING(S) ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI.THEREFORE,THE GC MAY CHOOSE TO ATWOOD DRIVE COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL e WHEN THE MI INSPECTOR IS ON SITE. NORTHAMPTON,MA 01060 NA POST INSTALLED ANCHOR ROD PULL OUT TESTING I HAMPSHIRE COUNTY X PHOTOGRAPHS CANCELLATION OR DELAYS IN SCHEDULED MI HAWN OF S ENG/DA BY:SC DATE:911912014 ADDITIONAL TESTING AND INSPECTIONS: IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED,AND EITHER PARTY y CANCELS OR DELAYS,CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS,FEES,LOSS OF DEPOSITS AND/OR "HAWN DJ DFT BY:MB DATE:911912014 OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY,NOR FOR ANY TIME None (FE.G.TRAVEL AND LODGING,COSTS OF KEEPING EQUIPMENT ON-SITE,ETC..). IF CROWN CONTRACTS DIRECTLY cooK EXCEPTIONS MAY BE MADE IN THE EVENT THAT WEATHER PARTY RMC,ONDIT ONES THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED.IS CAUSED BY � CIVIL � DFT/OA BV:BU DATE:911912014 d ND.5(775 {rO APRV'D BY:SC DATE:911912014 S10NAL SCALE:N.T.S. NOTE:X DENOTES A DOCUMENT REQUIRED FOR THE MI REPORT n NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MI REPORT MODIFICATION INSPECTION CHECKLIST REV S-2 00 8 ] 6 5 < 3 • F PREPARED FOR CROWN CASTLE TOWER INFORMATION TOWER MANUFACTURER: Engineered Endeavors Inc. MONOPOLE REINFORCEMENT DRAWINGS TOWER HEIGHT/TYPE: 162 FT MONOPOLE TOWER TOWER LOCATION: LAT: 42.3027 LONG: -72.6252 SITE NAME: MA NORTHAMPTON II PROJECTCONTACTS APPLICATION ID: 262654 R1 CAC E BU NUMBER:800530 1 CROWN TOWER STRUCTURAL ANALYST Andrew Bazi net SITE ADDRESS: 585-899-3442 ATWOOD DRIVE Andrew.Bazinet@crowncastle.com CODE COMPLIANCE NORTHAMPTON, MA 01060 3 Corporate Park Drive, Suite 101 THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF TIA HAMPSHIRE COUNTY Clifton Park, NY 12065 STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA n SUPPORTING STRUCTURES USING o 2 CROWN PROJECT MANAGER TIA CODE: TIA-222-G Jerry Bruno WIND SPEED NO ICE: 100 MPH 3-SEC.GUST WIND SPEED ICE THICKNESS: 1" 781-970-0069 WIND SPEED WITH ICE: 40 MPH NaB�ua ,�- rF�ryT Jerry.Bruno.Contractor@crowncastl exom SERVICE LOADS: 60 MPH EXPOSURE CATEGORY: C Aft 3 AERO DESI GN ENGI NEER(EOR) r-t cld U ='p AeroSO/UtbnS LLC ,�� min 9a:ro�L Shawn D. Cook, P.E. ; c 1 Atwood d W4r zacf :k �017RIOn:I AN3tPTC" 3yi'� 20-304-6882 "+,. ip THIS DRAWING IS COPYRIGHTED AND IS fi ,r 3 licF3o+x .� - THE SOLE PROPERTY OF CROWN CASTLE.IT SL :rie tai IS PRODUCED SOLELY FOR USE BY CROWN Atlp iK svrs&"g+ I�ixoh 1 scook@aerosol utionsl ic.com 00 9/19/14 INITIAL RELEASE MB AND ITS AFFILILATES.REPRODUCTION OR w uts^ Iwdnai *, - USE OF THIS 1t a NO. DATE DESCRIPTION BY INFORMATION COINTAINED INOIT IS E P t t 5500 FLAT/RON PKWY SUITE 100 {„yT'n,{r{ncr �f FORBIDDEN WITHOUTTHE WRITTEN y�.Y 'n p�'n , REVISIONS PREMISSION OF CROWN CASTLE. tYalg4.p�� 3,t. ,ice k� BOUWER,CO OVJI/1 PREPARED FOR CROWN CASTLE SITE NAME:CAC NORTHAMPTON 11 BU NUMBER:800530 WO NUMBER:929528 SITE ADDRESS: ATWOOD DRIVE I+ NORTHAMPTON,MA 01060 HAMPSHIRE COUNTY DRAWINGS INCLUDED s �.� CT ENG/QA BY:SC DATE:9/1912014 SHEET NUMBER DESCRIPTION AWN D. :rt Boston Logan International Airport OOK 11� DFT BY:Me DATE:9/1912014 1 Harhorside Dr,Boston,MA 02128 S-1 TITLE PAGE ° �, CIVIL rn Head southeast on Airport Rd-Departure Level toward Airport Rd Terminal C 0.6 mi S-2 MODIFICATION INSPECTION CHECKLIST No..50725 DFT/QA BY BU DATE:9119/2014 Take the Interstate 90 W/Williams Tunnel/Mass Pike ramp to Boston/Interstate 93 S Toll y',p I .q 5, 1.�. road 0.6 mi road Merge NOTES O ISTEP APRV'D BY:SC DATE:9119/2014 erge onto 1-90 W Partial toll road 90.9 mi \?Y' Take the exit toward 1-91 N Toll road 03 mi S-4 AJAX/DTI BOLT SPECIFICATIONS AND s r�?l�as. Keep left at the fork.fol low signs for 1-91N/Holyoke and merge onto 1-91 NPartial toll TIGHTENING PROCEDURE SCALE N.T.S. road 11 7 mi - Take exit 18 to merge onto US-5 S/Mt Tom Rd 0.2 mi A Merge onto US-5 SrnitTom Rd 331 It S-5 ELEVATION Turn right onto Atwood Dr TITLE PAGE I Atwood Dr Northampton,MA 01060 1 111 REV S-1 00 a 7 6 Shatz, Schwartz and Fentin, P.C. Counsellors at Law November 10, 2014 VIA OVERNIGHT MAIL Mr. Louis Hasbrouck, Building Commissioner Office of the Building Commissioner Puchalski Municipal Building 212 Main Street Northampton, MA 01060 Re: Building Permit Application for Verizon Wireless Antenna Swap—Atwood Drive, Northampton, MA Dear Mr. Hasbrouck: On behalf of Verizon Wireless, I am enclosing a building permit application for the above site along with a check payable to the City of Northampton in the amount of$108.00 as payment for the building permit fee. When ready, please send the approved building permits to my attention at the address on this letterhead. A self-addressed stamped envelope is included for your convenience. Please don't hesitate to contact Attorney Ellen Freyman or myself if you have any questions or need any additional information. Thank you for your assistance. Sincerely, Dana Cowl Paralegal /dmc Enclosure U\U108\Verizon\2014\Northampton 2-November\LT BI w App1& Fee.l 1 1014 1441 Main Street,Springfield,MA 01103-1450 • 413-737-1131 • 413-736-0375(fax) www.ssfpc.com BNI AtlNtic MobiD uss 6rarna NooEMwO altle 500 ENTER eB DI BOCXY HILL CONCCIICIIf ooIPM[�, °a€ AN,�v� ILwwp awlo,N� o�IPM[M FRI "Fl , FA 4 EAST EXTERIOR ELEVATION 3 WEST EXTERIOR ELEVATION A_� �[: /•'-,'-o A-1 1/4—1-c PROJECT NO:1`.50,I08.95/1`01 DRAWN BY: PJS CHECKED BY: SSUED FOR CI-25-99 10Ax AwRJUAU 01-11-93 IpAN A4PRpIALS 10-09-98 fLWN APPAQMLS 9-1`5-98 CWSDN.NWI.APPAOIAL 9-1•- RryLY ew[oINC OUIPNLIR THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS euiLORC [u, IS PROPRIETARY BY NATURE. ewtr ANY USE OR DISCLOSURE rf, OTHER THAN THAT WHICH E-T ouwu( TLaE ewlouc R T 5 TO BAN IS e�ww c�.iw eua uc rn. 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GENERAL NOTES AND LEGENDS 4 T-1 r POLE SPECIFICATIONS SHAFTSECTION DATA POLE SHAPE TYPE: 18 SIDED POLYGON SHAFT SECTION PLATE LAP DIAMETER ACROSS ELEV.162'0" TAPER: 0.26002IN/FT SECTION LENGTH THICKNE SPLICE FLATS(IN) SHAFT STEEL: A572-65 1 48.88 0.1875 3.75 13.000 25.710 2 32.17 0.3125 4.58 24.360 32.600 BASE PL STEEL: 60 KSI YIELD STRENGTH 3 47.25 0.3750 3.93 30.802 42.940 ANCHOR RODS: 2.25 INCH A615 GR 75 4 47.96 0.3750 0.00 40.667 53.000 B POLE MODI Fl CAIn ON SCHEDULE ELEVA-n ON(M MODIFICATION REFERENCE SHEET �� A 114129 Shaft Reinforcement S-5 ELEV. 1131 3 1 ° 9 ...... CO FLAT PLATE(65 KSI)REI NFORG NG SCHEDULE BOTTOM TOP ELEVATION TERMNATION TE RMNATJON MINTERN/EDATE AJAXBOLT STEELVVEIGHT TOTALAJAX TOTALSTEEL BOLTS BOLTSPACNG QLANTTTYPFR PERPLATE BOLT uVEIGHT ELEVTIAON(Fn (FT) PARTNIIVBER FLAT/DEGREE() (BOTTW (TOP) PLATE (BLACK) QANTTTY (BLACK) 114 129 CC-AFP-(AS I5 2,$14 8 8 1'-8' 22 229.3 66 6885 66 688S ELEV.84'R 8-.'------ NOTES FORCRCMN RE]NFORONG(65 KSI)MATERIAL- 1 DONOTN,ELDVAROUFAPPRDVALFRONITHEEOR 2SHMi FOR MONOPOLE REINFORCEMENT M7V BERSHALLBEREWREDVN1EREGAPSE8VLEENTHEPOLESFAFTANDREIWORDNGMEMBEREXISTATFASTENERLOCATIONS.FOR INTERMEDIATE CONNECTIONS,TI-EMNIMIMSHMLENIGTHANDW iHSHALiBETTEVUDTHOFTHEREJ NFORONGMWBERFORTERMNATJON 0DNNECTI0N5,ACONTINLCLS SHMPLATE(PREFERRED)OREQUVALENTINDV IDU4LSHMPIATTSTI-EV NDTHOFT}fRE1NFORONGMMMK/AYBELSEASHMTHCKNESSSHNIBENOIFSSTHAN 16'. STACKINGOFSHMiISPERMITTED. AeroSolutions LLC 3ALLFLATPLATEREJNFORCFNENTISTOBEINSTALLEDffNTEREDON ITS DLSIGNATEDFLAT,UJO. 4 SEE CNBP 65 KSI PARTS CATALOG 2nd EDITION FOR PART DETAI LS. ---.._- 5ASANALTERNATNETOLISINGDTT VNSHEJRS,AJAX BOLTS NARYBEPREnMICNJEDPERTHEAISCTURN-0E-NLJTWTFM. TIFI.IElCYTFer`'ICUOa c TILE IT L VECDU CE D SLELY.ON USE BY CEOWI. 6ONMJLTISIDED POLES,D(ISTI NGSAFETYCUM3ISCCNIISIDERED FLAT 1THEN FLATS ARE N Uv`BEREDaXNTERCLOCIMSE o0 9n9na NIIALEEL�aE 0 ANDESAPEIUECTES-aEFOOUCnoNOc I,E CF THIS DRAWING AND'CP ENE ELEV,42'O" NO. DATE DESCRIPTION BY FrJ�BIpDEriCN'I'NOUT TINE WkI'IIiEN 7 UJ NUNG PEGS TO BE RELOCATEDAS RECLURED. REVISIONS PREMISSIONOF"—,w CASTLE. PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON u CAC BU NUMBER:600530 WO NUMBER:929536 SITE ADDRESS: ATWOOD DRIVE BoRTH P HAMPSHIBECOUNTY 0 060 O ��pLY FMA$SgC ENG/OA BY SC DATE'.911912014 WIN D, yU, DET BV:MS DATE.9/1912014 COOK ELEV.0'-— p (oj CIVIL ti DFT/OA By BU DATE.9 11912014 ❑ I�18�� No.50725 9 O T APRV'❑BY SO DATE.9/19/2014 FSS/ONAL ECG SCALE N.T.S. ELEVATION SCALE 1 :120 REV S-5 6 AJAX/DTI BOLT SPECIFICATIONS AND TIGHTENING PROCEDURE M20 AJAX/DTI BOLT ASSEMBLY COMPONENT SPECIFICATIONS: REINFORCING MEMBER (EXTERIOR OF POLE) BOLT. MONOPOLE SHAFT SHOP DRILLED HOLE IN REINFORCING MEMBER AJAX ONESIDE 1�^BLIND BOLT(M8.8;EQUIVALENT TO A325) FINISH:HOT DIP GALVANIZED PER ASTM A153. NOMINAL 30mm(1-3116"MAXIMUM)BEFORE SPLIT WASHER: J GALVANIZING,HOT DIP GALVANIZED PER ASTM A123 AJAX ONESIDET^SPLIT WASHER FIELD DRILLED HOLE IN SHAFT WALL, RUBBER WASHER FINISH.HOT DIP GALVANIZED PER ASTM A153. NOMINAL 30mm(1-3116"MAXIMUM) (1-7/16"OD X 13/16"ID X 1/8"THICKNESS SHEAR SLEEVE. COAT WITH ZRC ZINC M20 SQUIRTER®DTI COLD-GALVANIZE COMPOUND. j AJAX M20 BOLT Fu=120 KSI MIN.(ASTM A519) NOMINAL 20mm OD 29MM O.D.x 20MM I.D. —� LENGTH=NOMINAL(GRIP-6MM[=[GRIP-0.25"[(TOL.-0",+1132") SLEEVES SHALL BE ROUND,WITH ENDS CUT SQUARE AND DEBURRED, FINISH:GALVANIZED(COLD GALVANIZED AS PER CROWN ENG-BUL-10149, HOT DIP GALVANIZED PER ASTM A123, MECHANICALLY GALVANIZED AND SPUN)OR CADMIUM PLATED. SOLID WASHER AJAX D MACHINED END OF BOLT FOR FINISH::HOT DIP P SOLID WASHER GALVANIZED PER ASTM A153. AJAX M20 BOLT HEAD: AJAX INSTALLATION TOOL DIRECT TENSION INDICATOR WASHER: 29mm OD AJAX HH NUT LUBRICATE THREADS,SEE NOTES SQUIRTER®DTI,ASTM F959M ( ) FINISH:COLD MECHANICALLY GALVANIZED(TO ASTM 8695)AND EPDXY COATED. AJAX SPLIT WASHER _ _ HARDENED FLAT WASHER MANUFACTURER: APPLIED BOLTING TECHNOLOGY PRODUCTS,INC. AJAX SOLID WASHER 1413 ROCKINGHAM ROAD,BELLOWS FALLS,VERMONT,USA 05101 SHEAR PLANE GRIP PHONE:1-800-552-1999 SHEAR SLEEVE WEBSITE.WWW.APPLIEDBOLTING.COM (29mm OD) DISTRIBUTORS OF SQUIRTER®ed-bo DETAIL 1: M20 AJAX/DTI BOLT ASSEMBLY http:/Iwww.appliedbolting.com/applied-bolting-distributors.html FLAT WASHER. HARDENED FLAT WASHER,ASTM F436M(MINIMUM HARDNESS RC38) FINISH:COLD MECHANICALLY GALVANIZED AgroSOfUtiOnS LLC HEX NUT: AJAX ONESIDETM HEAVY HEX NUT FINISH:HOT DIP GALVANIZED PER ASTM A153. THIS DRAWING IS GGPYRIGHTED AND IS BOLT ASSEMBLY AND INSTALLATION: 4 PRODUCED soELY FOR USE ev GAaOWN BOLT ASSEMBLY SHALL ADHERE TO THE REQUIREMENTS OF DETAIL 1. o0 9/19/14 INITIAL RELEASE M9 AND ITS AEEwLATES.REPRODUCTION OR USE R THISDRAWINGAND/GR THE NON-PETROLEUM BASED,WATER SOLUBLE,INERT BOLT LUBRICANT SHALL BE USED ON ALL AJAX BOLTS TO ENSURE PROPER TENSIONING OF THE ASSEMBLY. CARE SHOULD BE NO. DATE DESCRIPTION BV USE 0 AIS D AWING AND/ E B TAKEN TO ENSURE THE BOLT HEAD AND SPLIT WASHER ARE NOT LUBRICATED AS THIS MAY CAUSE EXCESSIVE BOLT SLIPPAGE UPON APPLYING TORQUE,WHICH MAY LEAD TO REVISIONS PREgaID LON of CROWNECASTLE. DIFFICULTIES IN ENGAGING THE SQUIRTER®DTI WASHER PROPERLY. NOTE:ONLY LUBRICATING THE THREADS OF THE NUT MAY ACHIEVE BETTER RESULTS. THE TYPICAL RULE OF THUMB WHEN USING AN IMPACT WRENCH IS TO ENGAGE FOR NO MORE THAN 10 SECONDS. IF THE BOLT IS NOT SPINNING AND THE SQUIRTER PREPARED FOR GROWN CASTLE SITE NAME:MA NORTHAMPTON 11 CAC HAVE NOT ENGAGED AFTER 10 SECONDS USING AN IMPACT WRENCH,REMOVE THE NUT AND REAPPLY LUBRICANT.NOTE:PROLONGED USE OF THE IMPACT WRENCH TENDS TO BU NUMBER:8oa3o HEAT THE BOLT THREAD/NUT,THEREBY,INCREASING FRICTION ON THE THREADS WHICH WOULD REQUIRE ADDITIONAL TORQUE. HOLDING FOR LONGER THAN 10 SECONDS CAN BE WO NUMBER:939538 COUNTERPRODUCTIVE. SITE ADDRESS: A MINIMUM OF 4 OUT OF 5 SQUIRTER®DTI"BUMPS"SHALL BE ENGAGED IN ANY AJAX/DTI BOLT ASSEMBLY IN THE END CONNECTION OF REINFORCING MEMBERS. INTERMEDIATE ATWOOD DRIVE BOLTS SHALL ENGAGE A MINIMUM OF 3 OUT OF 5 SQUIRTER®DTI"BUMPS". NORTHAMPTON,MA OID60 HAMPSHIRE COUNTY DTI WASHERS MUST BE THE DTI AND THE AJAX NUT.THE DIRE BUMPS"SHALL BEAR AGAINST THE WASHER UNDERSIDE OF A"BUMPS" ARDENED FLAT WASHER,NEVER DIRECTLY AGAINST THE NUT.HARDENED WASHER BETWEEN OF MgSSAC ENGIQA BY SO DATE 911912014 FOLLOW THE DTI MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION,LUBRICATION,TIGHTENING,AND INSPECTION. O2 SHAWN D. COOK yGN.. OFT BY:MB DATe.911912014 z01a o INSPECTION: CIVIL w DFTIDA By BU DATE'.91191301 4 VISUALLY INSPECT ALL BOLT ASSEMBLIES TO ENSURE THE MINIMUM"BUMP"ENGAGEMENT AS DEFINED IN THE SECTION"BOLT ASSEMBLY AND INSTALLATION"HAS BEEN ACHIEVED. 9 life No.50725 FOR MORE INFORMATION ON INSPECTION,SEE THE MANUFACTURER'S GUIDELINES. q'90 9FOISTER��T"Q APRVD Br.sc DATe.vl9nou SHANK HALF WAY ROUND THE O T,THE INSTALLATION IS OKAY!F YOU CAN INSERT THE APPROPRIATE EE FEELER GAGE TORTHE SHANK AL THE LWAY AROUND TOHE BOLT,THE END INSTALLATION S �SStONAL EHOi\� SCALE:N T.S. NOT OKAY, IF YOU FIND MORE THAN ONE SUCH"NOT OKAY"BOLT IN ANY ONE END CONNECTION,CHECK ALL BOLTS IN THAT END CONNECTION. A MINIMUM Of THREE BOLTS SHALL BE CHECKED IN EACH END CONNECTION. PHOTOS SHALL BE TAKEN TO INDICATE THE BOLTS TESTED. AJAX/DTI BOLT ALL BOLT ASSEMBLIES AND DTI WASHERS SHALL BE VISUALLY INSPECTED. THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER SPECIFICATIONS AND TIGHTENING CLEARLY SHOWING THE CONDITION OF THE DTI WASHERS. TIGHTENING PROCEDURE REV S-4 00 IR r GENERAL NOTES STRUCTURAL STEEL NOTES 1.ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE.THE CONTRACTOR 1.DESIGN,FABRICATION,ERECTION,ALTERATION AND MAINTENANCE SHALL CONFORM TO THE FOLLOWING,UNLESS NOTED OTHERWISE(UND). MUST BE EXPERIENCED IN THE PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN.BY ACCEPTANCE OF THIS ASSIGNMENT,THE A.TIA-222'.STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY,THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE B.TIA-1019-A:INSTALLATION,ALTERATION,AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS PERFORMED,THAT HE IS PROPERLY LICENSED,AND THAT HE IS PROPERLY REGISTERED TO DO THIS WORK IN THE STATE AND/OR COUNTY IN C.AISC:MANUAL OF STEEL CONSTRUCTION WHICH IT IS TO BE PERFORMED. 2.ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS,END. 2,THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL PARTS OF THE STRUCTURE AND SHALL BE READ IN CONJUNCTION WITH A.STRUCTURAL STEEL,ASTM A572 GRADE 65(FY=65KSU. THE STRUCTURAL DRAWINGS AND PROJECT SPECIFICATIONS. B.ALL BOLTS,ASTM A325 TYPE 1 GALVANIZED HIGH STRENGTH BOLTS. C.ALL NUTS,ASTM A563 CARBON AND ALLOY STEEL NUTS. 3.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING APPROVALS FROM ALL AUTHORITIES HAVING JURISDICTION FOR THIS PROJECT AND SHALL D.ALL WASHERS,ASTM F436 HARDENED STEEL WASHERS. NOTIFY THE APPLICABLE JURISDICTIONAL(STATE,COUNTY.OR CITY)ENGINEER 24 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION. 3.HOLES SHALL NOT BE FLAME CUT THRU STEEL UNLESS APPROVED BY THE ENGINEER OF RECORD. 4,THE CONTRACTOR SHALL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. 4.ALL FASTENERS SHALL NOT BE REUSED. 5.ERECT GUARDS AND BARRIERS PER APPLICABLE LABOR AND CONSTRUCTION SAFETY REGULATIONS. S.A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED ANOIOR REPLACED ASTM A325 BOLTS. 6.THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,POSSIBLE INTERFERENCES,AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK,REPORT ANY AND ALL DISCREPANCIES TO THE ENGINEER OF RECORD(EOR)AND FIELD PERSONNEL IMMEDIATELY.ANY AND ALL 6.ALL PROPOSED AND/OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH SUCH THAT THE END OF THE BOLT BE AT LEAST FLUSH WITH THE FACE FIELD CHANGES SHALL BE APPROVED AND DOCUMENTED BY THE FOR PRIOR TO FIELD IMPLEMENTATION. OF THE NUT.IT IS NOT PERMITTED FOR THE BOLT END TO BE BELOW THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETED. 7.ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR TWO(2)YEARS FROM THE DATE OF COMPLETED CONSTRUCTION, 7.HOT-DIP GALVANIZE ALL ITEMS.UNO. GALVANIZE PER ASTM A123,ASTM A1531AI53M OR ASTM A653 GW.AS APPLICABLE. B.USE ONLY THE LATEST ISSUES OF ANY APPLICABLE CODES,STANDARDS.OR REGULATIONS MENTIONED IN THE FOLLOWING NOTES AND SPECIFICATIONS.UNO. B.FOR A LIST OF CROWN APPROVED COLD GALVANIZING COMPOUNDS,REFER TO CROWN ENG-BUL-10149,"TOWER PROTECTIVE COATINGS BULLETIN". 9,ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH ANSI,ASTM.ACI,TIA,AND AISC STANDARDS AS REFERENCED IN THE APPLICABLE CODE. 9.AFTER FINAL INSPECTION,ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING WELDS.FIELD DRILLED HOLES, AND SHAFT INTERIORS(WHERE ACCESSIBLE).SHALL BE CLEANED AND COLD GALVANIZING APPLIED BY BRUSH IN ACCORDANCE WITH CROWN 10,STRUCTURAL ELEMENTS SHOWN ON THESE DRAWINGS ARE DESIGNED IN ACCORDANCE WITH APPLICABLE BUILDING CODES/STANDARDS.ALL ENG-BUL-10149,"TOWER PROTECTIVE COATINGS BULLETIN".PHOTO DOCUMENTATION IS REQUIRED TO BE SUBMITTED TO THE MI INSPECTOR. CONSTRUCTION,EXCEPT WHERE NOTED OTHERWISE,SHALL COMPLY WITH THOSE CODES/STANDARDS. 11,ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD DUALITY,FREE FROM FAULTS AND DEFECTS,AND IN CONFORMANCE WITH THE DRAWINGS,ANY AND ALL SUBSTITUTIONS MUST BE DULY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 12.ALL MANUFACTURER'S HARDWARE ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. WELDING NOTES 13,THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING.MAINTAINING.AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.THE CONTRACTOR IS ALSO RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION PROCEDURES MEET THE 1.ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS D1.1101.1M,"STRUCTURAL WELDING CODE-STEEL". REQUIREMENTS OF OSHA,THE OWNER,AND ALL OTHER APPLICABLE LOCAL,STATE,AND FEDERAL SAFETY REGULATIONS. 2.ALL WELDING SHALL BE PERFORMED BV AWS CERTIFIED WELDERS. 14.ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED.THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY, 3.INCLUDING WORK SCHEDULE AND MATERIAL ACCESS,WITH THE RESIDENT LEASING AGENT. AALLARCWELDINGST CROWN STRUCTURES SHALL B E DONE IN ACCORDANCE SPECTHE CROWN EACCEP-10015,"CUTTING AND WELDING SAFETY PLAN" AND AWS D7.1(LATEST EDITION).THIS SHALL INCLUDE A CERTIFIED WELDING INSPECTOR(CNA)FOR ACCEPTANCE OR REJECTION OF ALL WELDING 15.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SAFEGUARD ALL EXISTING STRUCTURES OR BURIED SERVICES AFFECTED BY THIS OPERATIONS,PRE-DURING-POST.USING THE ACCEPTANCE CRITERIA OF AWS 01.1.THE CWI SHALL WORK WITH THE GC ON THE LEVEL OF INTERACTION CONSTRUCTION.CONTRACTOR IS ALSO RESPONSIBLE FOR TEMPORARILY RELOCATING ANY LINES OR STRUTS AS NECESSARY TO COMPLETE NEEDED TO CONDUCT THE WELDING INSPECTION.THE CERTIFIED WELDING INSPECTION IS THE RESPONSIBILITY OF THE GC. THE REQUIRED WORK. 4.FOR ALL WELDING,USE E60%%ELECTRODES FOR SHAW PROCESS 16.STRUCTURAL DESIGN IS FOR THE COMPLETE CONDITION ONLY THE CONTRACTOR MUST BE COGNIZANT THAT THE REMOVAL OF ANY AND E6XT-XX ELECTRODES FOR FLAW PROCESS,UNO. STRUCTURAL COMPONENT OF AN EXISTING TOWER HAS THE POTENTIAL TO CAUSE THE PARTIAL OR COMPLETE COLLAPSE OF THE STRUCTURE, ABfO SOIUIrOnS LLC ALL NECESSARY PRECAUTIONS MUST BE TAKEN TO ENSURE STRUCTURAL INTEGRITY.INCLUDING,BUT NOT LIMITED TO ENGINEERING 5.SURFACES TO BE WELDED SHALL BE FREE FROM SCALE.SLAG,RUST, 0 ASSESSMENT OF CONSTRUCTION STRESSES WITH INSTALLATION MAXIMUM WIND SPEED AND/OR TEMPORARY BRACING AND SHORING, MOISTURE,GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD _-_- ' - Ly:nr.r.r.g r'c.:n..v.::;+nr:::.^.:•z PREVENT PROPER WELDING.GRIND THE SURFACE ADJACENT TO THE -'- -'--'- --'-' 17.DO NOT SCALE DRAWINGS. WELD FORA DISTANCE OF 2"MINIMUM ALL AROUND.ENSURE BOTH iHls OPAWING I<OOPYRIGHTED A711 Is AREAS ARE 1 DO%FREE OF ALL GALVANIZING. THE SOLE PPOPfPry O F Cu0 W N CASTLE.IT 18.FOR THIS ANALYSIS AND MODIFICATION,THE TOWER HAS BEEN ASSUMED TO BE IN GOOD CONDITION WITHOUT ANY DEFECTS.IF THE IU PFODUCED SOIELV Cl F USE 91 GNO'.NN 6.00 NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE VICINITY OF 00 9/19/14 INITIAL FE'.EASE MB J ITS AFFILILATES.kEFPODUOTION cN CONTRACTOR DISCOVERS ANY INDICATION OF AN EXISTING STRUCTURAL DEFECT,CONTACT THE ENGINEER OF RECORD IMMEDIATELY. THE WELD AREA IS BELOW 0°F,WHEN THE TEMPERATURE IS uSE OE THIS OZ,IWING AND/OR THE NO. DATE DESCRIPTION BY INF.1 THTICN'Tl EF' EI IT I$ 19.MODIFICATION WORK SHALL BE COMPLETED IN CALM WIND CONDITIONS/OR APPROPRIATE WIND SPEED FOR THE TYPE OF MODIFICATION BETWEEN 0°F AND 32'F.PREHEAT AND MAINTAIN THE STEEL IN THE O Er : �I; IHeD 1141 EN WORK TO BE INSTALLED. VICINITY OF THE WELD AREAAT 70°F DURING THE WELDING PROCESS, REVISIONS EREnn L KI H CF Cf OWN CASTLE. 20. PREPARED FOR GROWN CASTLE SITE NAME:MA NORTHAMPTON II THE CLIMBING FACILITIES,SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED.MODIFIED OR ALTERED WITHOUT THE EXPRESS 7.DO NOT WELD ON WET OR FROST-COVERED SURFACES 8 PROVIDE ADEQUATE PROTECTION FROM HIGH WINDS. CAC APPROVAL OF THE ENGINEER OF RECORD. BU NUMBER:9996J9 E.FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE WO NUMBER:1]P529 TOWER ARE REQUIRED TO BE 100%NDE INSPECTED BV UT IN SITE ADDRESS: ACCORDANCE WITH AWS D1.1. ATWOOD DRIVE S.PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE NORTHAMPTON.MA 01040 BASE OF THE TOWER ARE REQUIRED TO BE 50%NDE INSPECTED BY HAMPSHIRE COUNTY MP IN ACCORDANCE WITH AWS Di.t. FAfAy+s4C ENGIOA BY SO DATE'.9118/2014 S}1 N D. yGN DFT BY MB DATE:911912014 COOK ^' ° CIVIL DFTIOA BY BU DATE 911912014 9No.5072 O C -1 APRV'0 BY 9C DATE:9119/2014 ,c PG'151.Ep+6 FSS/ONAI ENS' SCALE N.T.S. NOTES DETAIL DRAWINGS SHALL GOVERN OVER ANY VARIANCE FROM THIS SHEET REV S-3 00 MODIFICATION INSPECTION NOTES GENERAL CORRECTION OF FAILING MI'S MI CHECKLIST THE MODIFICATION INSPECTION(MI)IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI(-FAILED MI-),THE GC SHALL WORK WITH CRONN TO CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS. ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS,AS DESIGNED BY THE CONSTRUCTION/ ENGINEER OF RECORD IEOR), .CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT INSTALLATION INSPECTIONS DOCUMENTS AND COORDINATE A SUPPLEMENT MI, AND ESTING REQUIRED REPORT ITEM THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE .OR.WITH CROWN'S APPROVAL,THE GC MAY WORK WITH THE FOR TO REANALYZE THE (COMPLETED BY EOR) MODIFICATION DESIGN ITSELF,NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN. MODIFICATIONIREINFORCEMENT USING THE AS-BUILT CONDITION OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES, ALLMI'S SHALL BE CONDUCTED BY A C ROM ENGINEERING VENDOR(AEV)OR ENGINEERING SERVICE VENDOR MI VERIFICATION INSPECTIONS X MI CFECKUST DRAWING (AESV)THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN.SEE CROWN ENG-BUL-10173, CROWN RESERVES THE RIGHT TO CONDUCT AN MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND 'APPROVED MI VENDORS'. COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTIONS)ON TOWER MODIFICATION PROJECTS. X FOR APPROVAL TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET,IT IS VITAL THAT THE GENERAL CONTRACTOR(GC) ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PURCHASE ORDER(PO)IS CONTRACT DOCUMENTS AND IN ACCORDANCE WITH CROWN ENGSOW-1DDOT X FABRICATION INSPECTION RECEIVED.IT IS EXPECTED THAT EACH PARTY HALL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN.CONTACT YOUR CROWN POINT OF CONTACT(POC). VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEVIAESV FIRM AFTER A MODIFICATION NA FABRICATOR CERTIFIED WELD INSPECTION PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED' -. I:- I'1"OR' REFER TO CROWN ENGSOW-10007,"MODIFICATION INSPECTION SOW'.FOR FURTHER DETAILS AND REPORT FOR THE ORIGINAL PROJECT. X MATERIALTEST REPORT(MTR) REQUIREMENTS. NA FABRICATOR NDEINSPECTION MI INSPECTOR REQUIRED PHOTOS BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS.AT A MINIMUM,ARE TO BE TAKEN NA NEE REPORT OF MONOPOLE BASE PLATE PER ENG-SOW-10033 THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVINGA PO FOR THE MI TO,ATA AND INCLUDED IN THE MI REPORT. MINIMUM. •PRE�CONSTRUCTION GENERAL SITE CONDITION X PACKING SLIPS •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST .PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTIONIERECTION AND INSPECTION •WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING ..RAW MATERIALS FOUNDATION INSPECTIONS ..PHOTOS OF ALL CRITICAL DETAILS ADDITIONAL TESTING AND INSPECTIONS. ..FOUNDATION MODIFICATIONS THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS.REVIEWING THE ..WELD PREPARATION Nore DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS,CONDUCTING THE IN-FIELD INSPECTIONS.AND •.BOLT INSTALLATION SUBMITTING THE MI REPORT TO CROWN. ..FINAL INSTALLED CONDITION 331mity"m :.SURFACE COATING REPAIR X CONSTRUCTION INSPECTIONS GENERAL CONTRACTOR •POST CONSTRUCTION PHOTOGRAPHS ..FINAL INFIELD CONDITION NA FOUNDATION INSPECTIONS THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING PO FOR THE MODIFICATION PHOTOS OF ELEVATED MODIFICATIONS TAKEN ONLY FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. INSTALLATION OR TURNKEY PROJECT TO,AT MINIMUM. NA CONCRETECOM P.STRENGTH AND SLUMP TESTS .REVIEW THE REQUIREMENTS OF THE MI CHECKLIST THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS,PLEASE REFER TO CROWN ENG-SOW-10007. NA POST INSTALLED ANCHOR ROD VERIFICATION •WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT OWSITE MI INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS NA BASE PLATE GROUT VERIFICATION •BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE - - - _ ---1�- NA CONTRACTORS CERTIFIED WELD INSPECTION AND NEE REPORTS THE GO SHALL PERFORM AND DECOR AND CROWN E INSPECTION ON RESULTS Sqo I bons LLC REQUIREMENTS OF THE NA EARTHWORK LIFT AND DENSITY % ON SITE COLD GALVANIZING VERIFICATION RECOMMENDATIONS THIS.TE"G IS CO P Y RIGHTED'ND L THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND THE_OLECEDS OLE Of CROW n CASTLE.IT QUCED ITES.V FOR USF BY,1i:'NN NA GUY WIRE TENSION REPORT EFFECTIVENESS OF DELIVERING AN MI REPORT'. a INITIAL RELEASE titB ,ITS Ar=1LI.nTE3.kf kCOUC'F:^i';e USE OF THIS DRAWING ANC/..R THE X GC AS BUILT DOCUMENTS •IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE,PREFERABLY 10,TO THE NO. GATE DESCRIPTION BY 1'01 xMSUA W CON:tHr V I IT N FOEIIE11 WIIHG1IT THE wRI'TF.N MI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED. REVISIONS FREMLSION Of CRJwrI CnsTLE. ADDITIONAL TESTING AND INSPECTIONS •THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. .WHEN POSSIBLE.IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR PREPARED FOR CROWN CASTLE SITE NAME:MA NORTHAMPTON II ANY GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS. CAC Nore .IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION SU NUMBER:4o0520 ' INSPECTIONS TO ALLOW THE FOUNDATION AND MI INSPECTION(S)TO COMMENCE WITH ONE SITE VISIT. WO NUMBER:919528 ;�ma. .WHEN POSSIBLE.IT IS PREFERRED TO HAVE THE GC AND M1 INSPECTOR ON-SITE DURING THE MI TO HAVE SITE ADDRESS: X MI INSPECTOR REDLINE OR ftECORp DRAWING(S) ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI.THEREFORE,THE GC MAY CHOOSE TO ATW000 DRIVE COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE, NORTHAMPTON,MA 91060 NA POST INSTALLED ANCHOR ROD PULLOUT TESTING HAMPSHIRE COUNTY X PHOTOGRAPHS CANCELLATION OR DELAYS IN SCHEDULED MI HOFM qSS� ENGIOA BY SO DATE.911912016 ADDITIONAL TESTING AND INSPECTIONS. IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED.AND EITHER PARTY Ch, CANCELS OR DELAYS.CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS,FEES LOSS OF DEPOSITS ANDIOR HAWN 0. G LIFT BY MB DATE.9/1913014 OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY,NOR FOR ANY TIME a�> Nore (E,G.TRAVEL AND LODGING.COSTS OF KEEPING EQUIPMENT ON-SITE ETC. IF CROWN CONTRACTS DIRECTLY .'E' COOK A THIRD PARTY RED AI CAUSED By 0 WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF F TO PARTIES INVOLVED CIVIL y DFTIOA BY BU DATE.9115120`14 9 No.50725 /' -9FT+/STEP�O�LQ APRV'D BY gC DATE 911912014 SS/ONAIL SCALE:N.T.S. NOTE.X DENOTES A DOCUMENT REQUIRED FOR THE MI REPORT NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MI REPORT MODIFICATION INSPECTION CHECKLIST /� REV S 1 jk PREPARED FOR CROWN CASTLE TOWER INFORMATION TOWER MANUFACTURER: Engineered Endeavors Inc. MONOPOLE REINFORCEMENT DRAWINGS TOWER HEIGHT/TYPE: 162 FT MONOPOLE TOWER TOWER LOCATION: LAT:42.3027 LONG:-72.6252 SITE NAME: MA NORTHAMPTON II PROJECTCONTACTS JAPPLICATION ID: 262654 R1 BU NUMBER:800530 1 CROWN TOWER STRUCTURAL ANALYST Andrew Bazi net SITE ADDRESS: 585-899-3442 ATWOOD DRIVE Andrew.Bazinet@crowncastle.com CODE COMPLIANCE NORTHAMPTON, MA 01060 3 Corporate Park Drive,Suite 101 HAMPSHIRE COUNTY THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF TIA Clifton Park,NY 12065 STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES USING 2 CROWN PROJECT MANAGER TIA CODE:TIA-222-G Jerry Bruno WIND SPEED NO ICE: 100 MPH 3-SEC.GUST WIND SPEED ICETHICKNESS: 1" 781-97110069 WIND SPEED WITH ICE:40 MPH Jerry.Bruno.Contractor@crowncastle.com SERVICE LOADS:60 MPH EXPOSURE CATEGORY:C 3 AERO DESIGN ENGI NEER(EOR) Shawn D.Cook,P.E. /_\,AeroSoluGons Lc B�9mAE,� v. ,., mo- 1 �S*°gaenuBa,al Arc�c — --- — 720-304-6882 Tnis ou I c zl Eo o I£ ^14 �s�� t•� � H �U'�N THISDRAW GIStto C o1 Nc sIS Ir SCOOk@der0501UCIOnSIIC.COm oo 9/19/14 ImnAIeFL E Mme .us ERI -E3. E o =�u I PeOOU ED SOLEY ORUE6 OWN USE C TI LR.1' I. NU/ R F NO. DATE DESCRIPTION BY r oI�I 01T �2 nd FOF91'"JtWITHOUi THEW BITTEN „ , tl 5500 FLATIRON PKWY,SUITE 100 REVISIONS REM SIO OF [GWN CASTE E N BOULDER, f 301 PR EPAR ED FOR GROWN CASTLE SITE NAME:MA NOITN—TON II CO 1. OV-N CAC BU NUMBER CAC WO NUMBER:929529 SITE ADDRESS: ATWOOD DRIVE NOUTNAM PION,MA 0 1 06U H—SHIRE COUNTY DRAWINGS INCLUDED s ' r✓ �P�K F�ASS ENGIpA BY SC GATE:9/1912014 SHEET NUMBER DESCRIPTION AWN D. y� 13.,.1on I.,p::n In1v,nUlinnnl Aii F„ri $ 001( DFT BY'.MB DATE.9/1912014 Mno212N S-1 TITLE PAGE c°� CIVIL m d A Rd u,:1 t. 'Ih„ ,I P nud1 - alc t.r S-2 MODIFICATION INSPECTION CHECKLIST `' p No.50725 DFTlOA BY BU DATE:9119I201� II h I - 1 II' 93 S IHII C hi 116ii1`I-J 1 W 1 ,II rout) J ni S-3 NOTES 90 �G1$TER GV�F.� APRV'D BY'.SC DATE.911912014 aH, 01Nrnllroddtnu S-4 AJAX/DTI BOLT SPECIFICATIONS AND SS/ONALEN K��r 1-11Nnm,,.,L—,Fd l-al NP..II l,,]I TIGHTENING PROCEDURE SCALE:N.T.S. l nacl 11.71,,1 -u k.,:ail IN to mcr�c,n1n I13-5 Stoll l lid 112 mi Rd 111 It S-5 ELEVATION I.Ahm,odT TITLE PAGE Al„rod Dr :imPln.MA�I Inr�fi REV S-1 0o September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 24 APPENDIX D MODIFICATION DRAWINGS tnxTower Report-version 6.1.4.1 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 800530 TIA Revision: G Site Name: MA NORTHAMPTON 11 CAC 80053 Max. Factored Shaft Mu: 3908.195 ft-kips(*Note) App#: 262654 R1 Max. Factored Shaft Pu: 38.9589 kips Max Axial Force Type: Comp. Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(W L) 1.3 <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu:1 3908.195 ft-kips Pier Properties 1.00 Pu:j 38.9589 Ikips Concrete: Pier Diameter= 7.0 ft Material Properties Concrete Area = 5541.8 in Concrete Comp. strength, fc= 4000 psi Reinforcement yield strength, Fy= 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain= 0.00207 Horiz. Tie Bar Size= 4 Limiting compressive strain = 0.003 Vert. Cage Diameter= 6.33 ft ACI 318 Code Vert. Cage Diameter= 76.00 in Select Analysis ACI Code=1 2002 Vertical Bar Size= 8 Seismic Properties Bar Diameter= 1.00 in Seismic Design Category= D Bar Area= 0.79 in Seismic Risk= High Number of Bars= 36 As Total= 28.44 in Solve' <__Press Upon Completing All Input A s/Aconc, Rho: 0.0051 0.51% (Run) ACI 10.5 ,ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)'(Sgrt(f c)/Fy: 0.0032 ,EQ a E 200/F 0.0033 = M� > • .i_�, M� �.,.. Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.97 in Extreme Steel Strain, ct: 0.0188 Minimum Rho Check: ct> 0.0050, Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,(p: 0.900 ProvidedRho-.1 0.51% JOK Ref. Shaft Max Axial Capacities, 4)Max(Pn or Tn): Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 10634.89 kips For Axial Compression, cp Pin = Pu: 38.96 kips at Mu=((�=0.65)Mn= 6513.97 ft-kips Drilled Shaft Moment Capacity, cpMn: 4715.07 ft-kips Drilled Shaft Superimposed Mu: 3908.19 ft-kips Max Tu, ((p=0.9)Tn =1 1535.76 Ikips at Mu=d)=(0.90)Mn= 0.00 ft-kips (Mul(pMn, Drilled Shaft Flexure CSR: 82.9% (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: 38.9589 kips Site Name: MA NORTHAMPTON//CAC 800530 Factored WL Axial, PWu: 0 kips App#: ???? Factored WL Shear,Vu: 31.99171 kips Factored WL Moment, Mu: 3780.228 ft-kips Loads Already Factored Load Factor Shaft Factored Loads For P(DL) 1.2 <---Disregard 1.00 1.2D+1.6W,Pu: 38.9589 kips For P,V, and M 1.35 <----Disregard 0.90 0.9D+1.6W,Pu: 29.21918 kips (WL) Vu: 31.99171 kips 1.00 Mu: 3780.228 ft-kips Pad & Pier Data Base PL Dist.Above Pier: 0 in 1.2D+1.6W Load Combination Bearing Results: Pier Dist.Above Grade: 12 in (No Soil Wedges) 619.59 P1 1.2D+1.6w Pad Bearing Depth, D: 6 ft Reaction+Conc+Soil (Kips) Pad Thickness,T: 3 ft Factored"1.6W"Overturning 3961.51 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 = 6.39 ft Pier Height: 4.00 ft Orthogonal qu= 2.30 ksf Soil (above pad) Height: 3.00 ift qu/(�*qn Ratio= 38.37% Pass Soil Parameters Diagonal Direction: Unit Weight, y: 125.0 pcf Ultimate Bearing Capacity, qn: 8.00 ksf ecc2 = (0.707M1)/P1 = 4.52 ft Strength Reduct. factor, (�: 0.75 Diagonal qu= 2.77 ksf Angle of Friction, V 34.0 degrees qu/(�*qn Ratio= 46.15% Pass Undrained Shear Strength, Cu: 0.00 ksf Allowable Bearing: (�*qn: 6.00 ksf Run <--Press Upon Completing All Input Passive Pres. Coeff., Kpj 3.54 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination, Bearing Results: Minimum of ((p*Ultimate Pad Passive Force, Vu): 32.0 kips Pad Force Location Above D: 1.33 ft (w/Soil Wedges) P2="0.9D+1.6W" (Passive Pressure Moment): 42.66 ft-kips [Reaction+Conc+Soil] 484.52 (Kips) Factored O.T. M(WL), "1.6W": 4004.2 ft-kips Factored OT(MW-Msoil), M1 1 3961.51 ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 3801.37 ft-kips Wedge+M of Cohesion), M2 Resistance due to Foundation Gravity Soil Wedge Projection grade, a: 2.02 ft Sum of Soil Wedges Wt: 22.04 kips Orthogonal ecc3= M2/P2 = 7.85 ft Soil Wedges ecc, K1: 8.07 ft Ortho Non Bearing Length,NBL= 15.69 ft Ftg+Soil above Pad wt: 483.9 kips Orthogonal qu= 2.43 ksf Unfactored (Total ftg-soil Wt): 505.90 kips Diagonal qu= 2.91 ksf 1.2D. No Soil Wedges. 619.59 kips 0.9D. With Soil Wed es 484.52 kips Max Reaction Moment(ft-kips) so that qu=T*qn = 100% Capacity Ratin Resistance due to Cohesion (Vertical) Actual M: 3780.23 (�*(1/2*Cu)(Total Vert. Planes)j 0.00 Ikips M Orthogonal: 4986.31 75.81% Pass Cohesion Force Eccentricity, K21 0.00 Ift M Diagonal: 4986.31 75.81% Pass "Bearing/Stability Pier Square Pad"Tool, BSPSQP, Version 3.0- Effective 06/27/2011 Analysis Date: 9/18/2014 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Mated TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F Site Data Reactions BU#: 800530 Mu: 3780.2281 ft-kips Site Name: MA NORTHAMPTON//CA Axial, Pu: 38.9589 kips App#: 262654 R1 Shear,Vu: 31.991706 kips Pole Manufacturer:1 __0_the_r __J Eta Factor, q 0.5 TIA G(Fig.4-4) Anchor Rod Data Ilf No stiffeners,Criteria: I AISC LRFD -Only Applcable to Unstiffene Qty: 16 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Strength (Fu): 100 ksi Max Rod (Cu+Vu/r): 189.3 Kips Yield (Fy): 75 ksi Allowable Axial, (D*Fu*Anet: 260.0 Kips Bolt Circle: 62 in Anchor Rod Stress Ratio: 72.8% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Thick: 2 in Base Plate Stress: 48.7 ksi Grade: 60 ksi Allowable Plate Stress: 54.0 ksi Single-Rod 13-eff: 10.51 in Base Plate Stress Ratio: 90.2% Pass 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 stir.: ksi Pole Data Diam: 53 in Thick: 0.375 in a "' Grade: 65 ksis Fri #of Sides: 18 "a'IF Round Fu 80 ksi ' Reinf.Fillet Weld 0 °0"if None *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 1.5-Circular Base G 1.3, Effective March 19, 2012 Analysis Date: 9/18/2014 Reinforcement Capacity AeroSolutlons'uc eo la,zo�o 3GI Dlmanalona and Pro artfax - Com"rasalon' ':'Axial ,v ... ASD-9 IRF'D Centtafd - - Aitfowabla Rntro£d ham Ba£[ W b _ ffanAe,�,, Holt S£pq>dur Sfaadec. Aaial wt Daslgn AxHI Tld4$hi MornentOf m-taf from Mating 3{ol Cenfar T,h'�ckrie5a FkN. T�£Cknau` D4a o , Ywid5to UMim �3iptitl wibhwd ,Ratro E£ndr4esd''Allowable lnrdEa4e Gaye ms strength Govam£ng Model IifJtt Aree in'} Rte1'z ui Inertia 1i 1 Ed a in in m '''' ka Saps C6HfICient L th n t6dkient in Akial ki kl Axial ki Aa+al in ;=f width(h),, WNitn B, '�• CCI.%FP-045100 15.3 4.50 0.38 7.59 0.5 0 1 4.5 0 0 1.1875 65 N 80 0.80 20 1.00 20 129.7 172.9 ...a Rupture C.ICC11800530MANORTHAMPTONIl CAC8005301003-1 4-09 711EngineeringlAere Cal.il,onsaC4.7Jl Reinforcement Capacity 1of3 9118120143:02 PM a Rein1 Flats(Used for relative orientation only.Actual flat numbers may vary.) Bottom Top Qty Model Position T or T&C 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 116 127 3:FP-045100 F T&C 3 ,', 1 1 F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C =Safety Climb Rein2 =Climbing Pegs Bottom Top Qty Model Position T or T&C NM=Port 0 F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C Rein3 Bottom Top Qty Model Position T or T&C 0 F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C F T&C emu ---------- 'l M, a.15 clad Paa.olu�ay September 18, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 (PROPOSED) (2) 1--5/8-TO 152 t' LEVEt. (INSTALLED) (1) 1/2'TO 152 FT LEVEL 12) 1-5/8'TO 152 FT LEVEL \ (INSTALLED) / \ . (1) 7/8'TO 158 FT LEVEL T03O2 ' / (RESERVED) (1) 1-3/16'TO 132 FT LEVEL S( (INSTALLED) ) TO 132 FT LEVEL (INSTALLED) (1) 3/8'TO 139 FT LEVEL (2) 3/4'TO 139 FT LEVEL (12) 1-5/8'TO 139 FT LEVEL r September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 22 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 21 Section Elevation Size Actual ovn Ratio Actual �Tn Ratio No. V„ V. Tu T. ft K K V kip-ft kip-ft OTn L5 42.03-0(5) TP53x40.667x0.375 31.992 2091.830 0.015 0.167 9072.333 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M- M„y V„ T. Stress Stress ft Pn N1nx Mn 0 V, oTn Ratio Ratio L1 162-127(l) 0.007 0.937 0.000 0.046 0.000 0.,946 1.000 4.8-2 Y / L2 127-113-12 0.007 0.963 0.000 0.034 0.000 0.971 1.000 4.8.2 Y (2) Y L3 113.12-84.7 0.006 0.853 0.000 0.021 0.000 0.860 1.000 4.8.2 " (3) ' L4 84.7-42.03 0.007 0.781 0.000 0.016 0.000 0.788 1.000 4.8.2 (4) L5 42.03-0(5) 0.009 0.834 0.000 0.015 0.000 0.844 1.000 4.8.2 f� Section Capacity Table Section Elevation Component Size Critical P OPa„nw % Pass No. ft Type Element K K Capacity Fail L1 162-127 Pole TP22.101xl3x0.188 1 -6.757 928.055 94.6 Pass L2 127-113.12 Pole TP25.71x22.101x0.387 2 -8.446 1274.930 97.1 Pass L3 113.12-84.7 Pole TP32.6x24.36x0.313 3 -13.752 2292.860 86.0 Pass L4 84.7-42.03 Pole TP42.94x30.802x0.375 4 -24.131 3543.910 78.8 Pass L5 42.03-0 Pole TP53x40.667x0.375 5 -38.959 4183.670 84.4 Pass Summary Pole(L2) 97.1 Pass RATING= 97.1 Pass tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971,Application 262654, Revision 1 Page 20 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 158.000 Pipe Mount 2 x 2' 20 169.854 10.609 0.032 3574 152.000 Platform Mount[LP 601-1] 20 156.276 10.263 0.028 1785 141.000 (2)RRUS-11 20 132.154 9.606 0.022 846 139.000 Platform Mount[LP 601-11 20 127.934 9.482 0.021 771 132.000 T-Arm Mount[TA 601-3] 20 113.714 9.033 0.018 588 Compression Checks Pole Design Data Section Elevation Size L L„ K11r A P. op„ Ratio No. P„ ft ft ft in K K 6pn L1 162-127(l) TP22.101x13x0.188 35.000 0.000 0.0 13.041 -6.757 928.055 0.007 L2 127-113.12 TP25.71 x22.101 x0.387 13.880 0.000 0.0 29.915 -8.446 1274.930 0.007 (2) L3 113.12-84.7 TP32.6x24.36x0.313 32.170 0.000 0.0 30.862 -13.752 2292.860 0.006 (3) L4 84.7-42.03 TP42.94x30.802x0.375 47.250 0.000 0.0 48.850 -24.131 3543.910 0.007 (4) L5 42.03-0(5) TP53x40.667x0.375 47.960 0.000 0.0 62.637 -38.959 4183.670 0.009 Pole Bending Design Data Section Elevation Size M, 0M. Ratio M„y OMny Ratio No. M M„Y ft kip-ft kip-ft Mn. kip-ft kip-ft Mn L1 162-127(l) TP22.101x13x0.188 391.454 417.902 0.937 0.000 417.902 0.000 L2 127-113.12 TP25.71x22.101x0.387 609.816 633.268 0.963 0.000 633.268 0.000 (2) L3 113.12-84.7 TP32.6x24.36x0.313 1249.100 1463.833 0.853 0.000 1463.833 0.000 (3) L4 84.7-42.03 TP42.94x30.802x0.375 2333.492 2987.100 0.781 0.000 2987.100 0.000 (4) L5 42.03-0(5) TP53x40.667x0.375 3780.225 4530.625 0.834 0.000 4530.625 0.000 Pole Shear Design Data Section Elevation Size Actual V Ratio Actual OTn Ratio No. V. V T. T ft K K V kip-ft kip-tt Tn L1 162-127(l) TP22.101x13x0.188 21.154 464.028 0.046 0.171 836.825 0.000 L2 127-113.12 TP25.71 x22.101 x0.387 21.988 637.463 0.034 0.170 1268.083 0.000 (2) L3 113.12-84.7 TP32.6x24.36x0.313 24.329 1146.430 0.021 0.169 2931.242 0.000 (3) L4 84.7-42.03 TP42.94x30.802x0.375 28.128 1771.950 0.016 0.168 5981.500 0.000 (4) tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 19 26 Yes 10 0.00000001 0.00000923 27 Yes 24 0.00008806 0.00002375 28 Yes 24 0.00008791 0.00004763 29 Yes 24 0.00008793 0.00004712 30 Yes 24 0.00008811 0.00002408 31 Yes 24 0.00008798 0.00004890 32 Yes 24 0.00008800 0.00004874 33 Yes 24 0.00008815 0.00002401 34 Yes 24 0.00008799 0.00004780 35 Yes 24 0.00008798 0.00004854 36 Yes 24 0.00008812 0.00002409 37 Yes 24 0.00008795 0.00004803 38 Yes 24 0.00008792 0.00004797 39 Yes 19 0.00008838 0.00003679 40 Yes 19 0.00008817 0.00008111 41 Yes 19 0.00008818 0.00007216 42 Yes 19 0.00008839 0.00003560 43 Yes 19 0.00008818 0.00007407 44 Yes 19 0.00008818 0.00008138 45 Yes 19 0.00008839 0.00003699 46 Yes 19 0.00008818 0.00007046 47 Yes 19 0.00008818 0.00008026 48 Yes 19 0.00008840 0.00003565 49 Yes 19 0.00008819 0.00007948 50 Yes 19 0.00008818 0.00007133 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162-127 36.069 48 2.184 0.007 L2 127-113.12 20.937 48 1.746 0.003 L3 116.87-84.7 17.391 48 1.594 0.002 L4 89.28-42.03 9.555 48 1.088 0.001 L5 47.96-0 2.609 48 0.513 0.000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 158.000 Pipe Mount 2 x 2' 48 34.222 2.137 0.006 16497 152.000 Platform Mount[LP 601-1] 48 31.472 2.066 0.006 8248 141.000 (2)RRUS-11 48 26.590 1.932 0.004 3927 139.000 Platform Mount[LP 601-1] 48 25.736 1.906 0.004 3585 132.000 T-Arm Mount TA 601-31 48 22.862 1.815 0.004 2748 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162-127 178.972 20 10.838 0.033 L2 127-113.12 104.179 20 8.694 0.016 L3 116.87-84.7 86.584 20 7.939 0.012 L4 89.28-42.03 47.623 20 5.424 0.006 L5 47.96-0 13.015 20 2.561 0.002 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 18 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 16 -15.962 -38.990 27.480 15.962 38.990 -27.479 0.000% 17 -15.962 -29.242 27.480 15.962 29.242 -27.479 0.000% 18 -27.667 -38.990 15.854 27.667 38.990 -15.854 0.000% 19 -27.667 -29.242 15.854 27.667 29.242 -15.854 0.000% 20 -31.959 -38.990 -0.020 31.954 38.989 0.020 0.009% 21 -31.959 -29.242 -0.020 31.954 29.242 0.020 0.012% 22 -27.687 -38.990 -15.888 27.687 38.990 15.888 0.000% 23 -27.687 -29.242 -15.888 27.687 29.242 15.888 0.000% 24 -15.997 -38.990 -27.500 15.997 38.990 27.499 0.000% 25 -15.997 -29.242 -27.500 15.997 29.242 27.499 0.000% 26 0.000 -76.345 0.000 -0.000 76.345 0.001 0.001% 27 -0.010 -76.345 -5.872 0.010 76.345 5.871 0.001% 28 2.943 -76.345 -5.081 -2.942 76.345 5.080 0.001% 29 5.107 -76.345 -2.928 -5.106 76.345 2.927 0.001% 30 5.903 -76.345 0.010 -5.901 76.345 -0.010 0.001% 31 5.117 -76.345 2.944 -5.116 76.345 -2.944 0.001% 32 2.960 -76.345 5.090 -2.959 76.345 -5.089 0.001% 33 0.010 -76.345 5.872 -0.010 76.345 -5.871 0.001% 34 -2.943 -76.345 5.081 2.942 76.345 -5.080 0.001% 35 -5.107 -76.345 2.928 5.106 76.345 -2.927 0.001% 36 -5.903 -76.345 -0.010 5.901 76.345 0.010 0.001% 37 -5.117 -76.345 -2.944 5.116 76.345 2.944 0.001% 38 -2.960 -76.345 -5.090 2.959 76.345 5.089 0.001% 39 -0.004 -32.492 -6.390 0.004 32.492 6.389 0.004% 40 3.213 -32.492 -5.532 -3.213 32.492 5.531 0.004% 41 5.570 -32.492 -3.192 -5.569 32.492 3.191 0.004% 42 6.434 -32.492 0.004 -6.432 32.492 -0.004 0.004% 43 5.574 -32.492 3.199 -5.573 32.492 -3.198 0.004% 44 3.220 -32.492 5.536 -3.220 32.492 -5.535 0.004% 45 0.004 -32.492 6.390 -0.004 32.492 -6.389 0.004% 46 -3.213 -32.492 5.532 3.213 32.492 -5.531 0.004% 47 -5.570 -32.492 3.192 5.569 32.492 -3.191 0.004% 48 -6.434 -32.492 -0.004 6.432 32.492 0.004 0.004% 49 -5.574 -32.492 -3.199 5.573 32.492 3.198 0.004% 50 -3.220 -32.492 -5.536 3.220 32.492 5.535 0.004% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 21 0.00003801 0.00007513 3 Yes 20 0.00004071 0.00009093 4 Yes 28 0.00000001 0.00009155 5 Yes 28 0.00000001 0.00000000 6 Yes 28 0.00000001 0.00008966 7 Yes 27 0.00000001 0.00009858 8 Yes 20 0.00006069 0.00007494 9 Yes 19 0.00006537 0.00009166 10 Yes 28 0.00000001 0.00009044 11 Yes 27 0.00000001 0.00009941 12 Yes 28 0.00000001 0.00009196 13 Yes 28 0.00000001 0.00000000 14 Yes 21 0.00003799 0.00008722 15 Yes 21 0.00002513 0.00006551 16 Yes 28 0.00000001 0.00008913 17 Yes 27 0.00000001 0.00009802 18 Yes 28 0.00000001 0.00009141 19 Yes 28 0.00000001 0.00000000 20 Yes 20 0.00006066 0.00007131 21 Yes 19 0.00006535 0.00008746 22 Yes 28 0.00000001 0.00009163 23 Yes 28 0.00000001 0.00000000 24 Yes 28 0.00000001 0.00008973 25 Yes 27 0.00000001 0.00009867 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 17 Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment, Mx Moment, M, K K K kip-ft kip-ft kip-ft 1.2 Dead+1.0 Ice+1.0 Temp 76.345 0.000 -0.001 1.182 0.065 -0.000 1.2 Dead+1.0 Wind 0 76.345 -0.010 -5.871 -735.362 1.904 0.083 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 76.345 2.942 -5.080 -635.738 -369.435 0.108 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 76.345 5.106 -2.927 -365.364 -641.758 0.105 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 76.345 5.901 0.010 3.311 -742.096 0.073 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 76.345 5.116 2.944 371.499 -643.566 0.022 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 76.345 2.959 5.089 640.548 -372.568 -0.035 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 76.345 0.010 5.871 738.364 -1.714 -0.082 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 76.345 -2.942 5.080 638.739 369.624 -0.108 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 76.345 -5.106 2.927 368.365 641.946 -0.105 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 76.345 -5.901 -0.010 -0.308 742.283 -0.074 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 76.345 -5.116 -2.944 -368.496 643.754 -0.023 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 76.345 -2.959 -5.089 -637.544 372.757 0.035 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 32.492 -0.004 -6.389 -750.182 1.049 0.356 Dead+Wind 30 deg-Service 32.492 3.213 -5.531 -649.254 -377.922 0.325 Dead+Wind 60 deg-Service 32.492 5.569 -3.191 -374.289 -655.556 0.206 Dead+Wind 90 deg-Service 32.492 6.432 0.004 1.034 -757.460 0.033 Dead+Wind 120 deg- 32.492 5.573 3.198 376.149 -656.333 -0.149 Service Dead+Wind 150 deg- 32.492 3.220 5.535 650.543 -379.270 -0.291 Service Dead+Wind 180 deg- 32.492 0.004 6.389 750.694 -0.508 -0.355 Service Dead+Wind 210 deg- 32.492 -3.213 5.531 649.764 378.463 -0.324 Service Dead+Wind 240 deg- 32.492 -5.569 3.191 374.799 656.095 -0.207 Service Dead+Wind 270 deg- 32.492 -6.432 -0.004 -0.523 757.999 -0.034 Service Dead+Wind 300 deg- 32.492 -5.573 -3.198 -375.636 656.872 0.148 Service Dead+Wind 330 deg- 32.492 -3.220 -5.535 -650.030 379.811 0.292 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K _K K K K K 1 0.000 32x492 0.000 -0.000 32.492 0.000 0.000% 2 -0.020 -38.990 -31.742 0.020 38.990 31.739 0.006% 3 -0.020 -29.242 -31.742 0.020 29.242 31.739 0.007% 4 15.962 -38.990 -27.480 -15.962 38.990 27.479 0.000% 5 15.962 -29.242 -27.480 -15.962 29.242 27.479 0.000% 6 27.667 -38.990 -15.854 -27.667 38.990 15.854 0.000% 7 27.667 -29.242 -15.854 -27.667 29.242 15.854 0.000% 8 31.959 -38.990 0.020 -31.954 38.989 -0.020 0.009% 9 31.959 -29.242 0.020 -31.954 29.242 -0.020 0.012% 10 27.687 -38.990 15.888 -27.687 38.990 -15.888 0.000% 11 27.687 -29.242 15.888 -27.687 29.242 -15.888 0.000% 12 15.997 -38.990 27.500 -15.997 38.990 -27.499 0.000% 13 15.997 -29.242 27.500 -15.997 29.242 -27.499 0.000% 14 0.020 -38.990 31.742 -0.020 38.990 -31.739 0.006% 15 0.020 -29.242 31.742 -0.020 29.242 -31.740 0.004% tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 16 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Max.H. 2 38.990 0.020 31.739 Max.Mx 2 3743.851 0.020 31.739 Max.M, 8 3779.602 -31.954 -0.020 Max.Torsion 14 1.688 -0.020 -31.739 Min.Vert 21 29.242 31.954 0.020 Min.H. 8 38.989 -31.954 -0.020 Min.H, 15 29.242 -0.020 -31.740 Min.Mx 14 -3744.442 -0.020 -31.739 Min.M, 20 -3780.226 31.954 0.020 Min.Torsion 2 -1.723 0.020 31.739 Tower Mast Reaction Summary Load Vertical Shear, Shears Overturning Overturning Torque Combination Moment,Mx Moment, M, K K K �ft._..___. Dead Only 32.492 0.000 -0.000 0.233 0.245 0.000 1.2 Dead+1.6 Wind 0 deg- 38.990 -0.020 -31.739 -3743.851 4.238 1.723 No Ice 0.9 Dead+1.6 Wind 0 deg- 29.242 -0.020 -31.739 -3698.277 4.078 1.718 No Ice 1.2 Dead+1.6 Wind 30 deg- 38.990 15.962 -27.479 -3240.581 -1886.725 1.564 No Ice 0.9 Dead+1.6 Wind 30 deg- 29.242 15.962 -27.479 -3201.172 -1863.796 1.565 No Ice 1.2 Dead+1.6 Wind 60 deg- 38.990 27.667 -15.854 -1868.494 -3271.887 0.976 No Ice 0.9 Dead+1.6 Wind 60 deg- 29.242 27.667 -15.854 -1845.813 -3232.043 0.983 No Ice 1.2 Dead+1.6 Wind 90 deg- 38.989 31.954 0.020 4.179 -3779.602 0.132 No Ice 0.9 Dead+1.6 Wind 90 deg- 29.242 31.954 0.020 4.036 -3733.516 0.142 No Ice 1.2 Dead+1.6 Wind 120 deg 38.990 27.687 15.888 1875.768 -3275.688 -0.735 -No Ice 0.9 Dead+1.6 Wind 120 deg 29.242 27.687 15.888 1852.822 -3235.788 -0.723 -No Ice 1.2 Dead+1.6 Wind 150 deg 38.990 15.997 27.499 3244.980 -1893.400 -1.396 -No Ice 0.9 Dead+1.6 Wind 150 deg 29.242 15.997 27.499 3205.354 -1870.368 -1.387 -No Ice 1.2 Dead+1.6 Wind 180 deg 38.990 0.020 31.739 3744.442 -3.524 -1.688 -No Ice 0.9 Dead+1.6 Wind 180 deg 29.242 0.020 31.740 3698.864 -3.559 -1.683 -No Ice 1.2 Dead+1.6 Wind 210 deg 38.990 -15.962 27.479 3241.134 1887.415 -1.539 -No Ice 0.9 Dead+1.6 Wind 210 deg 29.242 -15.962 27.479 3201.574 1864.298 -1.541 -No Ice 1.2 Dead+1.6 Wind 240 deg 38.990 -27.667 15.854 1869.050 3272.532 -0.987 -No Ice 0.9 Dead+1.6 Wind 240 deg 29.242 -27.667 15.854 1846.222 3232.519 -0.994 -No Ice 1.2 Dead+1.6 Wind 270 deg 38.989 -31.954 -0.020 -3.581 3780.226 -0.167 -No Ice 0.9 Dead+1.6 Wind 270 deg 29.242 -31.954 -0.020 -3.599 3733.973 -0.177 -No Ice 1.2 Dead+1.6 Wind 300 deg 38.990 -27.687 -15.888 -1875.132 3276.339 0.710 -No Ice 0.9 Dead+1.6 Wind 300 deg 29.242 -27.687 -15.888 -1852.360 3236.267 0.699 -No Ice 1.2 Dead+1.6 Wind 330 deg 38.990 -15.997 -27.499 -3244.346 1894.097 1.407 -No Ice 0.9 Dead+1.6 Wind 330 deg 29.242 -15.997 -27.499 -3204.888 1870.873 1.398 -No Ice tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 15 Comb. Description No. 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 162-127 Pole Max Tension 21 0.000 -0.000 0.001 Max.Compression 26 -32.287 0.076 -1.222 Max.Mx 20 -6.757 391.453 0.902 Max.My 14 -6.830 -0.698 -384.325 Max.Vy 20 -21.154 391.453 0.902 Max.Vx 14 20.928 -0.698 -384.325 Max.Torque 2 -1.762 L2 127-113.12 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -35.022 0.078 -1.261 Max.Mx 20 -8.446 609.815 1.118 Max.My 14 -8.512 -0.959 -600.389 Max.Vy 20 -21.987 609.815 1.118 Max.Vx 14 21.760 -0.959 -600.389 Max.Torque 2 -1.758 L3 113.12- Pole Max Tension 1 0.000 0.000 0.000 84.7 Max.Compression 26 -42.450 0.076 -1.265 Max.Mx 20 -13.752 1249.098 1.710 Max.My 14 -13.798 -1.618 -1233.363 Max.Vy 20 -24.329 1249.098 1.710 Max.Vx 14 24.100 -1.618 -1233.363 Max.Torque 2 -1.752 L4 84.7-42.03 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -56.528 0.071 -1.228 Max.Mx 20 -24.131 2333.494 2.591 Max.My 14 -24.154 -2.537 -2308.335 Max.Vy 20 -28.128 2333.494 2.591 Max.Vx 14 27.902 -2.537 -2308.335 Max.Torque 2 -1.737 L5 42.03-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -76.345 0.065 -1.182 Max.Mx 20 -38.959 3780.226 3.581 Max.My 14 -38.960 -3.525 -3744.442 Max.Vy 20 -31.992 3780.226 3.581 Max.Vx 14 31.776 -3.525 -3744.442 Max.Torque 2 -1.726 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 76.345 -0.000 0.001 Max.Hx 20 38.989 31.954 0.020 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 14 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert ft ft ft, fe K ft ° ft ERICSSON AIR 21 132A A From Leg 4.000 5.000 132.000 No Ice 6.825 5.642 0.112 B4P w/Mount Pipe 0.000 1/2" 7.347 6.480 0.169 0.000 Ice 7.863 7.257 0.233 1"Ice ERICSSON AIR 21 B4A A From Leg 4.000 5.000 132.000 No Ice 6.825 5.642 0.112 B2P wl Mount Pipe 0.000 1/2" 7.347 6.480 0.169 0.000 Ice 7.863 7.257 0.233 1"Ice (2)ERICSSON AIR 21 B From Leg 4.000 45.000 132.000 No Ice 6.825 5.642 0.112 132A B4P w/Mount Pipe 0.000 1/2" 7.347 6.480 0.169 0.000 Ice 7.863 7.257 0.233 1"Ice (2)ERICSSON AIR 21 C From Leg 4.000 30.000 132.000 No Ice 6.825 5.642 0.112 134A 62P w/Mount Pipe 0.000 1/2" 7.347 6.480 0.169 0.000 Ice 7.863 7.257 0.233 1"Ice 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 1.2 Dead+1.6 Wind 210 deg-No Ice 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 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ftz K ft ° ft 1"Ice P65-17-XLH-RR w/Mount B From Leg 4.000 50.000 139.000 No Ice 11.704 8.938 0.092 Pipe 0.000 1/2" 12.424 10.450 0.178 3.000 Ice 13.153 11.986 0.273 1"Ice (2)782-10250 C From Leg 4.000 40.000 139.000 No Ice 0.524 0.267 0.006 0.000 1/2" 0.631 0.359 0.010 3.000 Ice 0.747 0.460 0.015 1"Ice (2)800 10122 w/Mount C From Leg 4.000 40.000 139.000 No Ice 7.855 6.653 0.086 Pipe 0.000 1/2" 8.462 7.876 0.150 3.000 Ice 9.099 8.848 0.222 1"Ice (4)860 10025 C From Leg 4.000 40.000 139.000 No Ice 0.157 0.129 0.001 0.000 1/2" 0.221 0.191 0.003 3.000 Ice 0.294 0.262 0.005 1"Ice AM-X-CD-14-65-OOT-RET C From Leg 4.000 40.000 139.000 No Ice 5.982 4.253 0.060 w/Mount Pipe 0.000 1/2" 6.540 5.062 0.106 3.000 Ice 7.064 5.763 0.160 1"Ice (3)LGP214OX C From Leg 4.000 40.000 139.000 No Ice 1.260 0.378 0.014 0.000 1/2" 1.416 0.493 0.021 3.000 Ice 1.581 0.617 0.030 1"Ice (2)RRUS-11 A From Leg 1.500 50.000 141.000 No Ice 2.942 1.246 0.055 0.000 1/2" 3.172 1.412 0.074 2.000 Ice 3.410 1.587 0.097 1"Ice (2)RRUS-11 B From Leg 1.500 50.000 141.000 No Ice 2.942 1.246 0.055 0.000 1/2" 3.172 1.412 0.074 2.000 Ice 3.410 1.587 0.097 1"Ice (2)RRUS-11 C From Leg 1.500 40.000 141.000 No Ice 2.942 1.246 0.055 0.000 1/2" 3.172 1.412 0.074 2.000 Ice 3.410 1.587 0.097 1"Ice DC6-48-60-18-8F A From Leg 1.500 50.000 141.000 No Ice 2.567 2.567 0.033 0.000 1/2" 2.798 2.798 0.055 2.000 Ice 3.038 3.038 0.081 1"Ice Pipe Mount 2 x 4' A From Leg 0.500 0.000 141.000 No Ice 0.866 0.866 0.015 0.000 1/2" 1.111 1.111 0.022 2.000 Ice 1.365 1.365 0.032 1"Ice Pipe Mount 2 x 4' B From Leg 0.500 0.000 141.000 No Ice 0.866 0.866 0.015 0.000 1/2" 1.111 1.111 0.022 2.000 Ice 1.365 1.365 0.032 1"Ice Pipe Mount 2 x 4' C From Leg 0.500 0.000 141.000 No Ice 0.866 0.866 0.015 0.000 1/2" 1.111 1.111 0.022 2.000 Ice 1.365 1.365 0.032 1"Ice Side Arm Mount[SO 102- C None 0.000 141.000 No Ice 3.000 3.000 0.081 31 1/2" 3.480 3.480 0.111 Ice 3.960 3.960 0.141 1"Ice T-Arm Mount[TA 601-3] C None 0.000 132.000 No Ice 10.900 10.900 0.726 1/2" 14.650 14.650 0.926 Ice 18.400 18.400 1.125 1"Ice tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ftz ft, K ft ° ft -1.000 Ice 2.609 1.777 0.077 1"Ice (2)HBXX-6517DS-VTM w/ C From Leg 4.000 30.000 152.000 No Ice 8.976 6.963 0.067 Mount Pipe 0.000 1/2" 9.647 8.182 0.137 1.000 Ice 10.291 9.144 0.215 1"Ice LNX-6515DS-A1 M w/ C From Leg 4.000 30.000 152.000 No Ice 11.409 9.598 0.079 Mount Pipe 0.000 1/2" 12.027 11.019 0.166 1.000 Ice 12.653 12.292 0.263 1"Ice RRH2X40-AWS C From Leg 4.000 30.000 152.000 No Ice 2.522 1.589 0.044 0.000 1/2" 2.753 1.795 0.061 1.000 Ice 2.993 2.010 0.082 1"Ice DB-B1-6C-8AB-0Z C From Leg 4.000 30.000 152.000 No Ice 5.600 2.333 0.040 0.000 1/2" 5.915 2.558 0.080 1.000 Ice 6.240 2.791 0.120 1"Ice Transition Ladder C From Leg 2.000 0.000 152.000 No Ice 6.000 6.000 0.160 0.000 1/2" 8.000 8.000 0.240 -4.000 Ice 10.000 10.000 0.320 1"Ice Platform Mount[LP 601-1] C None 0.000 139.000 No Ice 28.470 28.470 1.122 1/2" 33.590 33.590 1.514 Ice 38.710 38.710 1.905 1"Ice (2)782-10250 A From Leg 4.000 50.000 139.000 No Ice 0.524 0.267 0.006 0.000 1/2" 0.631 0.359 0.010 3.000 Ice 0.747 0.460 0.015 1"Ice (2)800 10122 w/Mount A From Leg 4.000 50.000 139.000 No Ice 7.855 6.653 0.086 Pipe 0.000 1/2" 8.462 7.876 0.150 3.000 Ice 9.099 8.848 0.222 1"Ice (4)860 10025 A From Leg 4.000 50.000 139.000 No Ice 0.157 0.129 0.001 0.000 1/2" 0.221 0.191 0.003 3.000 Ice 0.294 0.262 0.005 1"Ice (3)LGP2140X A From Leg 4.000 50.000 139.000 No Ice 1.260 0.378 0.014 0.000 1/2" 1.416 0.493 0.021 3.000 Ice 1.581 0.617 0.030 1"Ice P65-17-XLH-RR w/Mount A From Leg 4.000 50.000 139.000 No Ice 11.704 8.938 0.092 Pipe 0.000 1/2" 12.424 10.450 0.178 3.000 Ice 13.153 11.986 0.273 1"Ice (2)782-10250 B From Leg 4.000 50.000 139.000 No Ice 0.524 0.267 0.006 0.000 1/2" 0.631 0.359 0.010 3.000 Ice 0.747 0.460 0.015 1"Ice (2)800 10122 w/Mount B From Leg 4.000 50.000 139.000 No Ice 7.855 6.653 0.086 Pipe 0.000 1/2" 8.462 7.876 0.150 3.000 Ice 9.099 8.848 0.222 1"Ice (4)860 10025 B From Leg 4.000 50.000 139.000 No Ice 0.157 0.129 0.001 0.000 1/2" 0.221 0.191 0.003 3.000 Ice 0.294 0.262 0.005 1"Ice (3)LGP2140X B From Leg 4.000 50.000 139.000 No Ice 1.260 0.378 0.014 0.000 1/2" 1.416 0.493 0.021 3.000 Ice 1.581 0.617 0.030 tnxTower Report-version 6.1.4.1 / I September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft ftz ftz K It ° ft Mount Pipe 0.000 1/2" 7.719 7.957 0.104 1.000 Ice 8.200 8.672 0.176 1"Ice GPS_A B From Leg 4.000 40.000 152.000 No Ice 0.297 0.297 0.001 0.000 1/2" 0.374 0.374 0.005 1.000 Ice 0.459 0.459 0.010 1"Ice (2)FDGW5504/1C-3 B From Leg 4.000 30.000 152.000 No Ice 0.392 0.082 0.003 0.000 1/2" 0.478 0.137 0.005 -2.000 Ice 0.574 0.201 0.009 1"Ice BXA-70063/6CF w/Mount C From Leg 4.000 30.000 152.000 No Ice 7.979 5.407 0.042 Pipe 0.000 1/2" 8.621 6.558 0.101 1.000 Ice 9.228 7.422 0.168 1"Ice LPA-80063/4CF w/Mount C From Leg 4.000 30.000 152.000 No Ice 7.248 7.260 0.038 Pipe 0.000 1/2" 7.719 7.957 0.104 1.000 Ice 8.200 8.672 0.176 1"Ice (2)FDGW5504/1C-3 C From Leg 4.000 30.000 152.000 No Ice 0.392 0.082 0.003 0.000 1/2" 0.478 0.137 0.005 -2.000 Ice 0.574 0.201 0.009 1"Ice RRH2X40-AWS A From Leg 4.000 35.000 152.000 No Ice 2.522 1.589 0.044 0.000 1/2" 2.753 1.795 0.061 1.000 Ice 2.993 2.010 0.082 1"Ice RRH2X60-1900 A From Leg 4.000 35.000 152.000 No Ice 2.186 1.406 0.043 0.000 1/2" 2.394 1.587 0.059 -1.000 Ice 2.609 1.777 0.077 1"Ice (2)HBXX-6517DS-VTM w/ A From Leg 4.000 35.000 152.000 No Ice 8.976 6.963 0.067 Mount Pipe 0.000 1/2" 9.647 8.182 0.137 1.000 Ice 10.291 9.144 0.215 1"Ice LNX-6515DS-A1 M w/ A From Leg 4.000 35.000 152.000 No Ice 11.409 9.598 0.079 Mount Pipe 0.000 1/2" 12.027 11.019 0.166 1.000 Ice 12.653 12.292 0.263 1"Ice RRH2X40-AWS B From Leg 4.000 30.000 152.000 No Ice 2.522 1.589 0.044 0.000 1/2" 2.753 1.795 0.061 1.000 Ice 2.993 2.010 0.082 1"Ice RRH2X60-1900 B From Leg 4.000 30.000 152.000 No Ice 2.186 1.406 0.043 0.000 1/2" 2.394 1.587 0.059 -1.000 Ice 2.609 1.777 0.077 1"Ice (2)HBXX-6517DS-VTM w/ B From Leg 4.000 30.000 152.000 No Ice 8.976 6.963 0.067 Mount Pipe 0.000 1/2" 9.647 8.182 0.137 1.000 Ice 10.291 9.144 0.215 1"Ice LNX-6515DS-A1 M w/ B From Leg 4.000 30.000 152.000 No Ice 11.409 9.598 0.079 Mount Pipe 0.000 1/2" 12.027 11.019 0.166 1.000 Ice 12.653 12.292 0.263 1"Ice DB-B1-6C-8AB-0Z B From Leg 4.000 30.000 152.000 No Ice 5.600 2.333 0.040 0.000 1/2" 5.915 2.558 0.080 1.000 Ice 6.240 2.791 0.120 1"Ice RRH2X60-1900 C From Leg 4.000 30.000 152.000 No Ice 2.186 1.406 0.043 0.000 1/2" 2.394 1.587 0.059 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 10 Section Elevation CPx CPZ CPx CPZ Ice Ice It in in in in L1 162.000-127.000 0.000 0.000 0.000 0.000 L2 127.000-113.120 0.000 0.000 0.000 0.000 L3 113.120-84.700 0.000 0.000 0.000 0.000 L4 84.700-42.030 0.000 0.000 0.000 0.000 L5 42.030-0.000 0.000 0.000 0.000 0.000 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 11 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L1 12 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L1 13 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L2 11 CCI-XFP-045100 114.00- 1.0000 1.0000 127.00 L2 12 CCI-XFP-045100 114.00- 1.0000 1.0000 127.00 L2 13 CCI-XFP-045100 114.00- 1.0000 1.0000 127.00 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft ftz fe K It ° _ It Pipe Mount 2 x 2' C From Face 0.500 0.000 158.000 No Ice 0.345 0.345 0.007 0.000 1/2" 0.475 0.475 0.011 0.000 Ice 0.633 0.633 0.017 1"Ice ANT150F2 C From Face 1.000 0.000 158.000 No Ice 1.294 1.294 0.010 0.000 1/2" 1.598 1.598 0.022 2.000 Ice 1.911 1.911 0.036 1"Ice Platform Mount[LP 601-1] A None 0.000 152.000 No Ice 28.470 28.470 1.122 1/2" 33.590 33.590 1.514 Ice 38.710 38.710 1.905 1"Ice (2)DB846F65ZAXY w/ A From Leg 4.000 35.000 152.000 No Ice 7.033 7.583 0.043 Mount Pipe 0.000 1/2" 7.536 8.544 0.108 1.000 Ice 8.080 9.381 0.180 1"Ice (2)FDGW5504/1C-3 A From Leg 4.000 35.000 152.000 No Ice 0.392 0.082 0.003 0.000 1/2" 0.478 0.137 0.005 -2.000 Ice 0.574 0.201 0.009 1"Ice (2)LPA-80063/4CF w/ B From Leg 4.000 30.000 152.000 No Ice 7.248 7260 0.038 tnxTower Report-version 6.1.4.1 o September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg It ftl/ft plf 1/2"Ice 0.000 0.820 1"Ice 0.000 0.820 FB-L98B-002-75000( C No Inside Pole 139.000-8.000 1 No Ice 0.000 0.059 3/8") 1/2"Ice 0.000 0.059 1"Ice 0.000 0.059 WR-VG86ST-BRD( C No Inside Pole 139.000-8.000 2 No Ice 0.000 0.584 3/4) 1/2"Ice 0.000 0.584 1"Ice 0.000 0.584 CR 50 1873(1-5/8") B No Inside Pole 132.000-8.000 6 No Ice 0.000 0.830 1/2"Ice 0.000 0.830 1"Ice 0.000 0.830 1.2 Masterline Extreme B No Inside Pole 132.000-8.000 1 No Ice 0.000 0.954 Hybrid(1 3/16") 1/2"Ice 0.000 0.954 1"Ice 0.000 0.954 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ftz ftz ftz ftz K L1 162.000-127.000 A 0.000 0.000 1.500 0.000 0.381 B 0.000 0.000 1.500 0.000 0.040 C 0.000 0.000 1.500 0.000 0.133 L2 127.000-113.120 A 0.000 0.000 9.750 0.000 0.211 B 0.000 0.000 9.750 0.000 0.087 C 0.000 0.000 9.750 0.000 0.154 L3 113.120-84.700 A 0.000 0.000 0.000 0.000 0.433 B 0.000 0.000 0.000 0.000 0.178 C 0.000 0.000 0.000 0.000 0.315 L4 84.700-42.030 A 0.000 0.000 0.000 0.000 0.650 B 0.000 0.000 0.000 0.000 0.267 C 0.000 0.000 0.000 0.000 0.472 L5 42.030-0.000 A 0.000 0.000 0.000 0.000 0.518 B 0.000 0.000 0.000 0.000 0.213 C 0.000 0.000 0.000 0.000 0.377 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft, K L1 162.000-127.000 A 2.316 0.000 0.000 2.304 0.000 0.416 B 0.000 0.000 2.304 0.000 0.076 C 0.000 0.000 2.304 0.000 0.168 L2 127.000-113.120 A 2.275 0.000 0.000 14.926 0.000 0.437 B 0.000 0.000 14.926 0.000 0.313 C 0.000 0.000 14.926 0.000 0.379 L3 113.120-84.700 A 2.231 0.000 0.000 0.000 0.000 0.433 B 0.000 0.000 0.000 0.000 0.178 C 0.000 0.000 0.000 0.000 0.315 L4 84.700-42.030 A 2.133 0.000 0.000 0.000 0.000 0.650 B 0.000 0.000 0.000 0.000 0.267 C 0.000 0.000 0.000 0.000 0.472 L5 42.030-0.000 A 1.912 0.000 0.000 0.000 0.000 0.518 B 0.000 0.000 0.000 0.000 0.213 C 0.000 0.000 0.000 0.000 0.377 Feed Line Center of Pressure tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 8 Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w w/t in in in in in in in' in In L1 13.201 7.625 158.142 4.548 6.604 23.946 316.492 3.813 1.958 10.443 22.442 13.041 791.175 7.779 11.227 70.469 1583.391 6.522 3.560 18.985 L2 22.442 26.679 1589.166 7.708 11.227 141.546 3180.424 13.342 3.208 8.289 26.107 31.113 2520.604 8.990 13.061 192.992 5044.525 15.559 3.844 9.929 L3 25.711 23.852 1742.606 8.537 12.375 140.819 3487.505 11.928 3.737 11.96 33.103 32.025 4217.913 11.462 16.561 254.693 8441.377 16.016 5.188 16.6 L4 32.472 36.216 4235.917 10.802 15.647 270.711 8477.408 18.111 4.761 12.696 43.602 50.663 11596.677 15.111 21.814 531.628 23208.613 25.336 6.897 18.393 L5 42.842 47.957 9836.038 14.304 20.659 476.122 19685.019 23.983 6.497 17.326 53.818 62.637 21915.529 18.682 26.924 813.977 43859.896 31.324 8.668 23.115 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ft in in in L1162.000- 1 1 T 1 127.000 L2 127.000- 1 1 0.940453 113.120 L3 113.120- 1 1 1 84.700 L4 84.700- 1 1 1 42.030 L5 42.030- 1 1 1 0.000 Feed'Line/Linear Appurtenances -'Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Penmete Weight r Type Number Per Row d Diamete r ft Position r plf in in CCI-XFP-045100 A Surface Af 129.000-114.000 1 1 0.000 4.500 11.000 0.000 (CaAa) 0.000 CCI-XFP-045100 B Surface At 129.000-114.000 1 1 0.000 4.500 11.000 0.000 (CaAa) 0.000 CCI-XFP-045100 C Surface Af 129.000-114.000 1 1 0.000 4.500 11.000 0.000 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Le ft ftz/ft plf LDF5-50A(7/8") B No Inside Pole 158.000-8.000 1 No Ice 0.000 0.330 1/2"Ice 0.000 0.330 1"Ice 0.000 0.330 HJ7-50A(1-5/8") A No Inside Pole 152.000-8.000 12 No Ice 0.000 1.040 1/2"Ice 0.000 1.040 1"Ice 0.000 1.040 LDF4-50A(1/2") A No Inside Pole 152.000-8.000 1 No Ice 0.000 0.150 1/2"Ice 0.000 0.150 1"Ice 0.000 0.150 1113158-1-081_18-S8J18( A No Inside Pole 152.000-8.000 2 No Ice 0.000 1.300 1-5/8) 1/2"Ice 0.000 1.300 1"Ice 0.000 1.300 LDF7-50A(1-5/8") C No Inside Pole 139.000-8.000 12 No Ice 0.000 0.820 tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 7 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 4) Basic wind speed of 100.000 mph. 5) Structure Class II. 6) Exposure Category C. 7) Topographic Category 1. 8) Crest Height 0.000 ft. 9) Nominal ice thickness of 1.000 in. 10) Ice thickness is considered to increase with height. 11) Ice density of 56.000 pcf. 12) A wind speed of 40.000 mph is used in combination with ice. 13) Temperature drop of 50.000°F. 14) Deflections calculated using a wind speed of 60.000 mph. 15) A non-linear(P-delta) analysis was used. 16) Pressures are calculated at each section. 17) Stress ratio used in pole design is 1. 18) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options 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 Use Clear Spans For Wind Area Ignore Redundant Members in FEA Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression 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 Use Azimuth Dish Coefficients Ni Consider Feedline Torque Use Special Wind Profile Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles 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 Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry 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 162.000- 35.000 0.000 18 13.000 22.101 0.188 0.750 A572-65 127.000 (65 ksi) L2 127.000- 13.880 3.750 18 22.101 25.710 0.387 1.548 37.286549ksi 113.120 (37 ksi) L3 113.120- 32.170 4.580 18 24.360 32.600 0.313 1.250 A572-65 84.700 (65 ksi) L4 84.700-42.030 47.250 5.930 18 30.802 42.940 0.375 1.500 A572-65 (65 ksi) L5 42.030-0.000 47.960 18 40.667 53.000 0.375 1.500 A572-65 65 ksi tnxTower Report-version 6.1.4.1 1 16.2._0n_ DESIGNED APPURTENANCE LOADING -- - - - I TYPE ELEVATION I TYPE T ELEVATION III Pipe Mount 2 x 2' 158 Pipe Mount 2 H 4 141 - ° 1 ANT15011`2 158 Pipe Mount 2 r 4 141 Platform Mount[LP 601 11 T152 Pipe Mount 2 x 4 141 . -- - -__ o I 1,2 ry �i � � � (2)DB846F65ZAXV w/Mount Pipe 1 152 ___Side Arm Mount[SO 102-3i 741 (2)FDGW5504/1C-3 1152 (4)86010025 X139 _ r ' 1(2)LPA 80063/4CF wl Mount Pipe 152 (3)LGP2140X 139 �I CPS_A 152 P65 17 XLH RR w/Mount Pipe 139 1(2)FDGW5504/1C 3 152-_ (2)782-10250 139 BXA-70063/6CF w/Mount Pipe 1152 (2)600 10122 w/Mount Pipe 139 LPA-80063/4CF w/Mount Pipe 152 (4)g60 10025 139 _ '', 127.0 ft (2)FDGW5504/lC-3 152 IAMX-CD-146500T-RETw/Mount 139 t. I -_ ----_ -__ -_ -- _ _ -_ RRH2X40AWS .152 Pipe RRH2X60 1900 152 (3)LGP2140X ^ o ^ HBXX 651705 VTM w/Mount Rpe 152 - Platform Mount[LP 601-1] 139 nRRH2X40-AWS- - --p 152 -_ - (2)80010122 w/Mount Pie -� - LNX-6515DS Al M w/Mount Pie 152 139 o vi N - __ - _2 p -_ ,139 - .. 1 - - 4 860 10025 _ - -- i 139 RRH2X601900 152 () - _ 113.1 ft (2)HBXX 6517DS-VTM w/Mount Pipe 152 - - (3)LGP2740X - ---—- 139 - -_ r152 {P65.17 XLH RR w/Mount Pipe 139 my LNX-6515DS-AIM w/Mount Pipe _ a I, �l) 782-10250 139 DB B1 6C 8AB-0Z 1152 —- RRH2X60 1900 152 (2)80010122 w/Mount Pipe 139 m (2)HBXX 6517DS-VTM w/Mount Pipe 152 T Arm Mount[TA 601-31 132 - -- N LNX-6515DS At M w/Mount Pipe 152 ERICSSON AIR 21 B2A 34P w/Mount 132 o ° p _ ° 'I RRH2X40-AWS 152 Pipe - - -- -I -Z ----- -- -- ---''ERICSSON AIR 21 1 B2P w/Mount 132 N 11 DB-B1-6C 8A6 OZ.._ -,152--- 1 �Transihon Ladder 1152 - - - - (2)ERICSSON AIR 2182A 84P w/ 1132 o � (2)RRUS 11 -- 1141 Mount Pipe __-__ (2)RRUS 11 14t. f (2)ERICSSON AIR 21 BSA 1 w/ 132 (2)RRUS-11 141 ,I Mount Pipe VIII, DC6-48 60-18-BF 141 -r 8_4.7 It GRADE _ MATERIAL STRENGTH v T C _ Fy Fu r_GRADE Fy A572-65 ! l I ' I 165 ksi_ 80 ksi 37.286549ksi 37 ksi 52 ksi I III I I TOWER DESIGN NOTES 1. Tower desiqned for Exposure C to the TIA-222-G Standard. 2. Tower designed for a 100.000 mph basic wind in accordance with the TIA-222-G Standard. 3. Tower is also designed for a 40.000 mph basic wind with 1.00 in ice.Ice is considered to j ^ increase in thickness with height. o N 4. Deflections are based upon a 60.000 mph wind. a 5 Tower T w r Structure Class II. I N I � 6.I Q , Topographic Category 1 with Crest Height of 0.000 It I 7. TOWER RATING:97.1 � i I I i I I I I I 1 I _ 420ft I _ Ir I I ALL REACTIONS ARE FACTORED AXIAL 76 K , SHEAR MOMENT I 6 K 743 ki -ft ► P mi � I � Il II -� I _ TORQUE 0 kip-ft 1 40.000 mph WIND-1.000 in ICE 1 , AXIAL 39 K l I SHEAR MOMENT 1 32 K ► 3780 kip-ft l _ 0.0 It TORQUE 2 kip-R a fl 2 REACTIONS-100.000 mph WIND v, E - Aero Solutions LLC of BU#800530 MA NORTHAMPTON 11 CAC 80053 5500 Flatiron Parkway, Suite 100 Protect Existing 162 ft Monopole Boulder,CO 80301 Client CCU Drawn by Shawn D.Cook,P.E.APed Phone:(720)304-6882 Code: Date: Scale:TIA-222-G 09/18/14 NTS FAX: 720 304-6883 Path , 1.. i No E-1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 7 ? September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 5 tnxTower(version 6.1.4.1), 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.Aero Solutions LLC should be notified to determine the effect on the structural integrity of the tower. 4)ANALYSIS RESULTS Table 5-Section Capacity (Summary) Section on( Component Size Critical SF*P_allow No. Elevatift) Type Element; P{K) (K) Capacity Pass/Fail L1 162-127 Pole TP22.101xl3x0.188 1 -6.757 928.055 94.6 Pass L2 127-113.12 Pole TP25.71x22.101x0.387 2 8.446 1274.930 97.1 Pass mm 0 86.0 Pass L3 1113.12-84.7 ; Pole I TP32.6x24.36x0.313 3 13.752 2292.86_ �__ �L4 84.7-42.03 Pole TP42.94x30.802x0.375 4 24.131 3543.910 78.8 Pass L5 42.03-0 Pole TP53x40.667x0.375 5 38.959 4183.670 84.4 Pass i _...._.................... _.__ -____-_ ..__.._� ISummary� - Pole(L2) 97.1 Pass j Rating— 97.1 Pass Table 6 -Tower Component Stresses vs. Capacity -LC4.7 Notes Component Elevation(ft) %Capacity Pass/ Fail 1 ; Anchor Rods 0 72.8 Pass 1 ` Base Plate 0 90.2 Pass _ m 1 E Base Foundation 0 82.9 Pass — Base Foundation 1 Soil interaction 0 75.8 Pass Structure Rating (max from all components)= 97.1% 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, reserved, and proposed loads once the proposed modifications are installed. tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 4 Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer (ft) Antennas Lines :Size(in) j 1 raycap j DC6-48-60-18-8F 141.0 1 tower mounts !Side Arm Mount[SO 102- 3] i E 6 kathrein 782-10250 i 6 ` kathrein 800 10122 w/Mount Pipe ^ 12 kathrein 86010025 I I kmw IAM-X-CD-14-65-OOT-RET 1 3/8" 142.0 � communications w/Mount Pipe 3/4"139.0 1 1 powerwave 12 1-5/8" i i technologies I powerwave P65-17-XLH-RR w/Mount 2 technologies Pipe I 139.0 1 ( tower mounts JPlatform Mount[LP 601-1] [ § l €_ 6 1-5/8" 1 _I 3 ericsson ERICSSON AIR 21 62A 132.0 132.0 - 134P w/Mount Pipe 1 SON AIR 21 64A 1 1-3/16" ( 2 3 ericsson ER'CS 132P w/Mount Pipe [ 1 i tower mounts j T-Arm Mount[TA 601-3] ' __W___ Notes: _..._...__...___._W___ 1) Existing Equipment 2) Reserved Equipment 3) Equipment To Be Removed Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line Antenna' of Antenna Model of Feed .Line Level (ft) Elevation Manufacturer (ft) ° Antennas Lines Size(in) 160 1_60._,__.r 2 DB2246 150 _ __150 12 ' _ ALP 9212 _ _,-I ALP 9212. 140 140 12 136 0—T 12 ALP 9212 - 120 120 12 ALP 9212 �� 110 110 12 ALP 9212 3)ANALYSIS PROCEDURE Table 4-Documents Provided Document Remarks Reference Source 4-GEOTECHNICAL REPORTS FOUND DR. Clarence Welti, P.E., P.C. 834886 CCISITES 4-TOWER FOUND DRAWINGS/ _ ATION SIGN/SPECS EEI 834883 CCISITES ... . ....._.._____k__.._.r __ _._.__.3,_.,,__.____._ __. __. W_. E_..._.__ ...........__. 4-TOWER MANUFACTURER I DRAWINGS EEI 1 834878 CCISITES f 3.1) Analysis Method tnxTower Report-version 6.1.4.1 a � September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 Page 3 1) INTRODUCTION This tower is a 162 ft Monopole tower designed by Engineered Endeavors Inc. in June of 2000. The tower was originally designed for a wind speed of 75 mph per TIA/EIA-222-F. This analysis considers the proposed modifications in "Appendix D-Modification Drawings". 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 with topographic category 1 and crest height of 0 feet. Table 1 -Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna 'Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer �ft) Antennas Lines Size(in) 3 alcatel lucent RRH2X40-AWS HBXX-6517DS-VTM w/ j 6 andrew Mount Pipe 153.0 ._„ 152.0 I LNX-6515DS-A1M w/ 2 1-5/8" 3 andrew I Mount Pipe 3 2 rfs celwave i DB-B1-6C 8AB-0Z 151.0 3 alcatel lucent THE RRH2X60 1900 Table 2-Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Manufacturer (ft) ;Antennas Lines Size(in) 158.0 s 160.0 1 telewave ANT150F2 1 i 7/8" 1 3 I antel BXA-185063/8CFx2 w/ 3 _..._.. Mount Pipe WA-70063/6CF w/Mount' _ _. 1 antel Pipe antel 1 l 1 j ante) 3BXA-70063/6CF w/Mount a I Pipe j 3 3 antel LPA-80063/4CF w/Mount F1 1 153.0 Pipe_ _ _ ' 12 1-5/8" 152.0 i antel i LPA-80063/4CF w/Mount: M 3 Pipe ^DB846F65ZAXY w/Mount; 9; 2 decibel Pipe 1 GPS_A ® APX75-866514-CTO w/ 1 rfs celwave rv3 Mount Pipe ---_.__......... 152.0 1 1 tower mounts :Platform Mount[LP 601-1] _ 1 150.0 6 rfs celwave FDGW5504/1 C-3 ..,.,, .... ..._._._..,....._._...._._WW___. .....................,_.._,.,_ .. ...__ ._._._.._.,.. E. ....W,W. ,' ....t ,..._ ..,._, _._..,_, 141.0 143.0 6 ericsson RRUS 11 1 I tnxTower Report-version 6.1.4.1 September 18, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-0971, Application 262654, Revision 1 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 8)APPENDIX D Modification Drawings tnxTower Report-version 6.1.4.1 AeroSoluffonS LLC Date: September 18, 2014 epUtnizing Your Tower lnfrastructure Andrew Bazinet Aero Solutions LLC Crown Castle 5500 Flatiron Parkway, Suite 100 3 Corporate Park Drive, Suite 101 Boulder, CO 80301 Clifton Park, NY 12065 (720) 304-6882 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Carrier Site Number: NG4649 Carrier Site Name: Northampton 2 MA Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON II CAC 800530 Crown Castle JDE Job Number: 304884 Crown Castle Work Order Number: 929528 Crown Castle Application Number: 262654 Rev. 1 Engineering Firm Designation: Aero Solutions LLC Project Number: 003-14-0971 Site Data: Atwood Drive, Northampton, Hampshire County, MA Latitude 42° 18'9.77", Longitude-72'37'30.74" 162 Foot-Monopole Tower Dear Andrew Bazinet, Aero Solutions LLC is pleased to submit this "Structural Modification 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 705514, in accordance with application 262654, revision 1. 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: LC4.7: Modified Structure w/Existing + Reserved + Proposed Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. This analysis has been performed in accordance with the TIA-222-G standard and 2009 IBC as amended by the 2010 Massachusetts State Building Code, Eighth Edition, based upon a wind speed of 100 mph 3-second gust. Exposure Category C was used in this analysis. 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 Aero Solutions LLC 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: Shawn D. Cook, P.E. h OF M,gss�C Respectfully submitted by: INN D Shawn D. Cook, P.E. 0 �� CIVIL Structural Engineer N0.50725 MA PE#: 50725 Ago 9FCrs rE�``� ti``Q Expires: 6/30/2016 ass/oNgt tiN�'\� tnxTower Report-version 6.1.4.1 Product Specifications COMMSC PEO OwxT P ANDREW. I r DB508 3 D _. Downtilt Mounting Kit for 2.4"-4.5" (60-115 mm) 0D round members. Consists of two } I DB5083 heavy-duty,galvanized steel downtilt mounting brackets.This kit is compatible with the DB380-3 pipe mount for panel antennas with three mounting points. 3'. e General Specifications Antenna Brand Andrew( Mount Type Downtilt mounts Application Outdoor Includes Brackets I Hardware Package Quantity 2 Mechanical Specifications Color Silver Material Type Galvanized steel Dimensions Compatible Diameter, maximum 114.3 mm 4.5 in Compatible Diameter, minimum 61.0 mm 2.4 in Net Weight 4.2 kg 1 9.3 Ib Regulatory Compliance/Certifications Agency Classification RoHS 2011/65/EU Compliant China RoHS SJ/T 11364-2006 Below Maximum Concentration Value(MCV) ISO 9001:2008 Designed, manufactured and/or distributed under this quality management system U0 ©2014 CommScope,Inc.All rights reserved.All trademarks identified by 0 or TM are registered trademarks,respectively,of CommScope Page 5 of 5 All specifications are subject to change without notice.See www.commscope.com for the most current information.Revised:July 26, 2013 lanuary 13,2014 Product Specifications COMMSC PE® 3. POWER€u By DREW DB38&3 _. Pipe Mounting Kit for 2.4-4.5 in (60- 115 mm) OD round members. Used for wide panel antennas.Includes three clamp sets. General Specifications Antenna Brand Andrew@ Mount Type Pipe mounts Application Outdoor Includes Brackets I Hardware Package Quantity 3 Mechanical Specifications Color Silver Material Type Galvanized steel Dimensions Compatible Diameter, maximum 114.3 mm ( 4.5 in Compatible Diameter, minimum 61.0 mm 1 2.4 in Net Weight 4.0 kg 1 8.8 1 Regulatory Compliance/Certifications Agency Classification RoHS 2011/65/EU Compliant China RoHS SJ/T 11364-2006 Below Maximum Concentration Value (MCV) ISO 9001;2008 Designed, manufactured and/or distributed under this quality management system (* 0 wit ©2014 CommScope,Inc.All rights reserved All trademarks identified by®or T"are registered trademarks,respectively,of CommScope. Page 4 of 5 All specifications are subject to change without notice.See v ww.commscope.corn for the most current information.Revised:July 26, 2013 January 13,2014 Product Specifications COMMSC , PE" LNX-6515DS-VTM POWFP'v. BY ��NDREW Horizontal Pattern Vertical Pattern I+ Freq:725 MHz,TIt:0' Freq:725 MHz,T,It 0' j Freq:850 MHz,Tit:0' Freq:850 MHz,TIt:0' ©2014 CommScope, Inc.All rights reserved.All trademarks identified by®or TM are registered trademarks,respectively,of CommScope. Page 3 of 5 All specifications are subject to change without notice.See www.commscope.com for the most current informction.Revised: December 17, 2013 lanuary 13,2014 Product Specifications COMMSC PEO W X b515DS VTM POWERED t Y j ANDREW 1 Dimensions Depth 181.0 mm 7.1 in Length 2449.0 mm 96.4 in Width 301.0 mm 11.9 in Net Weight 22.8 kg 1 50.3 lb Remote Electrical Tilt (RET) Information Model with Factory Installed AISG 1.1 Actuator LNX-6515DS-R2M Model with Factory Installed AISG 2.0 Actuator LNX-6515DS-AlM RET System Teletilt® Regulatory Compliance/Certifications Agency Classification RoHS 2011/65/EU Compliant by Exemption China RoHS SI/T 11364-2006 Above Maximum Concentration Value (MCV) ISO 9001:2008 Designed, manufactured and/or distributed under this quality management system Included Products DB380-3—Pipe Mounting Kit for 2.4-4.5 in (60 - 115 mm) OD round members. Used for wide panel antennas. Includes three clamp sets. DB5083D—Downtilt Mounting Kit for 2.4"-4.5" (60-115 mm) OD round members. Consists of two DB5083 heavy-duty, galvanized steel downtilt mounting brackets.This kit is compatible with the DB380-3 pipe mount for panel antennas with three mounting points. ©2014 CommScope,Inc.All rights reserved.All trademarks identified by®or'"are registered trademarks,respectively,of CommScope. Page 2 of 5 All specifications are subject to change without notice.See www.commscope.com for the most current information.Revised: December 17, 2013 January 13,2014 Product Specifications COMMSC PE� Pc,J ANDREW I AV . . L.NX-651 SDS-Vi_M Andrew@ Antenna, 698-896 MHz, 660 horizontal beamwidth, RET compatible Excellent choice to maximize both coverage and capacity in suburban and rural applications * Fully compatible with Andrew remote electrical tilt system for greater OpEx savings 1.. - Exceptional horizontal pattern roll-off and strong front-to-back ratio Extended bandwidth allows one antenna to serve multiple frequency allocations a Great solution to maximize network coverage and capacity * The RF connectors are designed for IP67 rating and the radome for IP56 rating Electrical Specifications Frequency Band, MHz 698-806 806-896 Gain, dBi 16.7 17.6 Beamwidth, Horizontal, degrees 65 65 Beamwidth, Horizontal Tolerance, degrees f2 t2 Beamwidth, Vertical, degrees 9.6 8.6 Beam Tilt, degrees 0-8 0-8 USLS,typical, dB 17 17 Front-to-Back Ratio at 1800, dB 32 27 CPR at Boresight, dB 24 24 CPR at Sector, dB 10 10 Isolation, dB 30 30 VSWR I Return Loss, dB 1.4 1 15.6 1.4 1 15.6 PIM, 3rd Order, 2 x 20 W, dBc -153 -153 Input Power per Port, maximum, watts 400 400 Polarization ±450 ±450 Impedance 50 ohm 50 ohm General Specifications Antenna Brand Andrew® Antenna Type DualPol(k) Band Single band Brand DualPoICR) I Teletilt® Operating Frequency Band 698 - 896 MHz Mechanical Specifications Color Light gray Connector Interface 7-16 DIN Female Connector Location Bottom Connector Quantity, total 2 Lightning Protection do Ground Radiator Material Aluminum Radome Material Fiberglass, UV resistant Wind Loading, maximum 878.0 N @ 150 km/h 197.4 Ibf @ 150 km/h Wind Speed, maximum 241.0 km/h 1 149.8 mph ©2014 CommScope,Inc.All rights reserved.All trademarks identified by®or TM are registered trademarks,respectively,of CommScope. Page 1 of 5 All specifications are subject to change without notice.See www.commscope.com for the most current information. Revised: December 17, 2013 January 13,2014 Product Specifications COMMSC PE® i HBX-6517DS-T2M PovaRmBy -*ANDREW. Depth 83.0 mm 1 3.3 in - Length 1902.0 mm 1 74.9 in Width 166.0 mm 6.5 in Net Weight 5.5 kg 1 12.1 lb Regulatory Compliance/Certifications Agency Classification RoHS 2011/65/EU Compliant by Exemption China RoHS SJ/T 11364-2006 Above Maximum Concentration Value (MCV) ISO 9001:2008 Designed, manufactured and/or distributed under this quality management system Included products DB390—Pipe Mounting Kit for 2,4 -4.5 in (60 - 115 mm) OD round members. Use for narrow panel antennas. Includes two pipe mounts. DB5098—Downtilt Mounting Kit for 2.4 -4.5 in (60- 115 mm) OD round members ©2013 CommScope, Inc.All rights reserved.All trademarks identified by ie or TM arc registered trademarks,respectively,of`ommScope. page 2 of 2 All specifications are subject to change without notice.See www.commscope.com for the most current information.Revised:September 1 1, 2013 December 10,2013 to Product Specifications COMMSC PEO POWF UD Bx......,. ANDREW.,,. HBX-651 IDS--I 2M Andrew@ Antenna, 1710-2180 MHz, 650 horizontal beamwidth,fixed tilt * Superior azimuth tracking and pattern symmetry to minimize any sector overlap Rugged, reliable design with excellent passive intermodulation suppression * Exceptional upper sidelobe suppression and front-to-back ratio Electrical Specifications Frequency Band, MHz 1710-1880 1850-1990 1920-2180 Gain, dBi 19.3 19.3 19.3 Bearnwidth, Horizontal, degrees 65 65 65 Beamwidth, Vertical, degrees 5.2 4.8 4.5 Beam Tilt, degrees 2 2 2 USLS,typical, dB 18 18 18 Front-to-Back Ratio at 1800, dB 32 32 34 Isolation, dB 30 30 30 VSWR I Return Loss, dB 1.4 1 15.6 1.4 1 15.6 1.4 1 15.6 PIM, 3rd Order, 2 x 20 W, dBc -153 -153 -153 Input Power per Port, maximum, watts 350 350 350 Polarization ±450 ±450 ±450 Impedance 50 ohm 50 ohm 50 ohm General Specifications Antenna Brand Andrew(g) Antenna Type DualPol® Band Single band Brand DualPol Operating Frequency Band 1710 - 2180 MHz Mechanical Specifications Color Light gray Connector Interface 7-16 DIN Female Connector Location Bottom Connector Quantity, total 2 Lightning Protection do Ground Radiator Material Low loss circuit board Radome Material PVC, UV resistant Reflector Material Aluminum Wind Area, maximum 0.2 m2 1 1.8 ft2 Wind Loading, maximum 393.2 N @ 150 km/h 88.4 Ibf @ 150 km/h Wind Speed, maximum 241.5 km/h 1 150.0 mph Dimensions @2013 CommScope,Inc.All rights reserved.All trademarks identified by or TM are registered trademarks,respectively,of CommScope. page 1 of 2 All specifications are subject to change without notice.See www.commscope.com for the most current information. Revised:September 1 1, 2013 December 10,2013 1850-1990 IWO, ANTENNA SOLUTIONS BXA-185063-8CF-EDIN-X X-Poi I t L I Panel l 17.0 IIUI Frequency bands 1850-1990 MHz Polarization ±45° Horizontal beamwidth 630 Vertical beamwidth 7° z , Gain 14.9 dBd/17.0 dBi Electrical downtilt(X) 0,2,4,6 Impedance 500 VSWR _ 51.4:1 .. .. First upper sidelobe <_17 d8 Front-to-back ratio >30 dB v� In-band isolation >25 dB IM3(20W carrier) <-150 dBc ' ..; Inputpower 300 W Lightning protection Direct Ground Connectors) 2 Ports/EDIN or NE/Female/Center(Back) Operating temperature -40°to+60°C/-40°to+140°F Dimensions Length x Width x Depth 1225 x 154 x 105 mm 48.2 x 6.1 x 4.1 in Depth with t-brackets 133 mm 5.2 in Weight without mounting brackets 4.2 kg 9.2 Ibs Survival wind speed >201 km/hr >125 mph Wind area Front:0.19 m2 Side:0.14 m2 Front: 2.0 ft' Side: 1.5 ft2 Wind load @ 161 kni(100 mph) Front: 281 N Side: 223 N Front: 631bf Side: 50 Ibf glpi" i 2-Point Mounting Bracket Kit 26799997 50-102 mm 2.0-4.0 in 2.3 kg 5 Ibs 2-Point Mounting 8 Downtilt Bracket Kit 26799999 50-102 mm 2.0-4.0 in 3.6 kg 8 Ibs Concealment Configurations For concealment configurations,order BXA-185063-8CF-EDIN-X-FP BXA-185063-8CF-EDIN-X BXA-185063-8CF-EDIN-0 BXA-185063-8CF-EDIN-2 BXA-185063-8CF-EDIN-4 BXA-185063.8CF-EDIN-6 \\} s° Horizontal 0° Vertical 2° Vertical 4° Vertical 6° Vertical ............. _ Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control. Such conditions may result in damage to this product. Improvements to product may be made without notice. 1 of 1 www.amphenol-antennas.com REV012913 ANTENNA SOLUTIONS 696-900 MHz BXA-70063-6CF-EDIN-X X-Pol FET Panel 1 63° [ 14.5 dBd B XA-70063-6CF-E D I N-3 BXA-70063-6CF-EDI N-4 BXA-70063-6CF-EDIN-5 ° so 3° Vertical 750 MHz 4° l Vertical 1 750 MHz 9° 5° Vertical 750 MHz -- 90 130 � 3° l Vertical l 850 MHz 4° Vertical 850 MHz 5° l Vertical 850 MHz BXA-70063.6CF-EDIN-6 BXA-70063-6CF-ERIN-8 BXA-70063-6CF-EDIN-10 QC 6° Vertical l 750 MHz 8° l Vertical l 750 MHz 10° l Vertical 1 750 MHz a° ,00 ',30 t50, 6° l Vertical l 850 MHz 80 1 Vertical l 850 MHz 10° l Verticall 850 MHz Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control. Such conditions may result in damage to this product. Improvements to product may be made without notice. REV0310 www.amphenol-antennas.com 2 of 2 it `t 6g6 ap6 14 5 dgd 116 6 dB 65° t 14 0 dgd 118\dBt\ 0,2 3 Q y0i1 18•Z dB x v r 3 d'3 dBl 133 4 dB 5o1 l28 52 ° f L-Z d8 5 ZPocts I B \Np\cNe�o Ge,ol1e ea e 0c lXB1a1ck2l X5�811 nFm �\'05' s G°Jn °t rno 125 mPh 1804 X Zg5 X 1112 m a Stde g K9 S 5 fl e 8g\b bXQeplh �Z01KOJhc Fcp°l 1 \b1 gtd 14\bs o24mz okioi \bs 5 e 1 N . . ' n 3 K9 Uons 1 m 39 U° 0� ��` 13'69 N Std y0 160 m �0 6 3'\ocdeced\oc d NN u\l gXP,p063.6� c X100 mPb\ ♦- 50 160 K l Ktl most b3 ttJb 3621p003 o�°id\bca Bp"jp06 ' gta�ke`Kil0,1A°� 36 mo pUPOb`e�e�p� s, ckeiK P ncea\m �p 3' ca B QUO°s Foc°O BXp• �" „� PPPI. 6n9 Goptt9 ,� . 15 MNZ w I/ \5° 6° t„ 0 MNz 7° 150 M\Al, �entca onZ°n`a\\ e�ai`OOa\. Exl�emeo°<°oAkce doPecaGood�Glma`1 RE y\""°p°&\be made ddb vp310 NZ '�m ito9ao olsloP ' :• �e�tcal\8y0 M ocma\m cta\mP ve ° me 0° \ s a ceso\l e�o l\\s P`Od� a ma9 Ar d may 1a5Ull to da H le°dctZPp e°la\\95 0 c MNZ SlN°l ly l e \U�e do. aomn b coO o5\)r%\cic�"c �°Keo d° to beY° csacevo bs\S ao le °a509po Sep l oe S, s pm�aY e C�e O\aB� e�Bas Cow o a 696-900 MHz &ftAmphenol AN I ENNA SOLUTIONS VIP- BXA-70063-6CF-EDIN-X X-Po( I EET Panel 6Y ( 14.5 dBc! 'r r Frequency bands 696-806 MHz 806-900 MHz Polarization ±45° Horizontal beamwidth 65° 63° Vertical beamwidth_ 130 110 Gain 14.0 dBd(16.1 dBi) 14.5 dBd(16.6 dBi) Electrical downtilt(X) 0,2,3,4,5,6,8,10 #. Impedance 500 s, VSWR <1.35:1 Upper sidelobe suppression(0°) -18.3 d6 -18.2 d8 , Front-to-back ratio(+/-30°) -33.4 dB -36.3 dB e Null fill 5%(-26.02 dB) Isolation between ports <-25 dB Mw t Input power 500 W Lightning protection Direct Ground Connector(s) 2 Ports/EDIN or NE/Female!Center(Back) �r Dimensions Length x Width x Depth 1804 x 285 x 132 mm 71.0 x 11.2 x 5.2 in K. Depth with z-brackets 172 mm 6.8 in Weight without mounting brackets 7.9 kg 17 Ibs Survival wind speed >201 km/hr >125 mph Wind area Front 0.51 m2 Side:0.24 m2 Front 5.5 it' Side: 2.6 f12 Wind load @ 161 km/hr(100 mph) Front: 759 N Side: 391 N Front: 1691bf Side: 89 Ibf • y. m r. r. 0 3-Point Mounting Bracket Kit 36210003 50-160 mm 2.0-6.3 in 6.3 kg 14 Ibs 3-Point Downtilt Bracket Kit(0-14°) 36210004 50-160 mm 2.0-6.3 in 7.3 kg 16 Ibs Downtilt Mounting Applications A mounting bracket and downtilt bracket kit must be ordered for downtilt applications Concealment Configurations For concealment configurations,order BXA-70063-6CF-EDIN-X-FP BXA-70063-6CF-EDIN-X BXA-70063-6CF-EDIN-0 BXA-70063-6CF-EDIN-2 Horizontal 1 750 MHz 0° 1 Vertical i 750 MHz 2° 1 Vertical 1 750 MHz , a Horizontal 1 850 MHz 0° 1 Vertical 1 850 MHz 2° 1 Vertical 1 850 MHz Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control. Such conditions may result in damage to this product. Improvements to product may be made without notice. 1 of 2 www.amphenoI-antennas.com REV0310 1 Product Data i Optimizer® Dual Polarized Antenna, 698-896, 65deg, 16.1 dBi, 2m, FET, Odeg Product Description Wideband antenna for dense networks where site aspect is essential. •Wideband performance 698-896 MHz -High sidelobe suppression •Null fill •Dual polarization -High front-to-back ratio Technical Specifications Electrical Specifications Frequency Range,MHz 698-896 0° Horizontal Beamwidth,deg 66+/-5 Vertical Beamwidth,deg 9-12 Electrical Downtilt,deg 0 Gain,dBi(dBd) 16.1 (14) 1st Upper Sidelobe Suppression,dB >18 Upper Sidelobe Suppression,dB >18 Front-To-Back Ratio,d6 >30 270•x 30 20 -10""`90" Polarization Slant+/-45 degrees VSWR 1.35:1 .�� Isolation between Ports,dB >30 3rd Order IMP @ 2 x 43 dBm,dBc >150 Impedance,Ohms 50 Maximum Power Input,W 500 Lightning Protection Chassis Ground Connector Type (2)7-16 Long Neck DIN Female 180° Mechanical Specifications Vertical Pattern Dimensions-HxWxD,mm(in) 2082.8 x 311.2 x 120.7(82 x 12.25 x 4.75) Weight w/o Mtg Hardware,kg(lb) 14.0(30.8) 0' Survival Wind Speed,km/h(mph) 200(125) Rated Wind Speed,km/h(mph) 160(100) Max Wind Loading Area,m'(ft') 0.65(6.95) Radome Material ASA Plastic Radome Color Light Grey RAL7035 Mounting Hardware Material Diecasted Aluminum Ordering Information Mounting Hardware APM40-3 270 X30 -20 -10 90' `o Mounting Hardware Weight,kg(lb) 5.4(11.9) o d E `m c 0 E 0 180' o O Other Documentation y APM40 Series Datasheet APM40 Series Installation Instructions L a c d m n m L_ C_ N C C O C O E `o RFS The Clear Choice® APX75-866514-CTO Rev:-- Print Date:19.02.2010 Please visit us on the internet at http,//www.rfsworld.com/ Radio Frequency Systems Amphenol 1710-2170 MHz AN I a SOLUTIONS BXA-171063-12CF-EDIN-X X-Pol FI=T Panel 163° 1 19.0 dBi BXA-171063-12CF-EDIN-2 BXA-171063-12CF-EDIN-2 BXA-171063-12CF-EDIN-2 Cmi 2' 1 Vertical 1 1710-1880 MHz 2' 1 Vertical 1850-1990 MHz 2' 1 Vertical 1 1920-2170 MHz BXA-171063-12CF-EDIN-5 BXA-171063-12CF-EDIN-5 BXA-171063-12CF-EDIN-5 � x t* � 5' I Vertical 1 1710-1880 MHz 5° Vertical 1 1850-1990 MHz 5' ( Vertical 1 1920-2170 MHz ....... ......... Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control. Such conditions may result in damage to this product. Improvements to product may be made without notice. REV040611 www.amphenoI-antennas.com 2 of 2 4WW 9&rkwc �20 1710-2170 MHz • i �'. BXA-171063-12CF-EDIN-X X-P©I f FET Pane! 63° 19.O dBi E , Frequency bands 1710-1880 MHz 1850-1990 MHz 1920-2170 MHz Polarization 145° 145° 145° Horizontal beamwidth 68° 65° 60° Vertical beamwidth _ 4.5° 4.5° 4.5' j Gain 16.1 dBd 118.2 dBi 16.5 dBd/18.6 dBi 16.9 dBd 119.0 dBi Electrical downtilt(X) 0 2,5 Impedance 500 VSWR :51.5:1 First upper sidelobe _ < 17 d8 Front-to-back ratio _ >30 dB In-band isolation >28 dB IM3(20W carrier) <-150 d6c 1 Input power 300 W Lightning protection Direct Ground Connector(s) 2 Ports/EDIN/Female/Center(Back) Operating temperature -40°to+60°C/-40°to+140 F Dimensions Length x Width x Depth 1840 x 154 x 105 mm 72.4 x 6.1 x 4.1 in Depth with z-brackets 133 mm 5.2 in Weight without mounting brackets 6.8 kg 15 Ibs ; Survival wind speed >201 km/hr >125 mph Wind area Front:0.28 m2 Side:0.19 m2 Front: 3.1 ft' Side: 2.1 ft2 Wind load @ 161 km/hr(100 mph) Front: 460 N Side: 304 N Front: 103lbf Side: 68 Ibf 2-Point Mounting Bracket Kit 26799997 50-102 mm 2.0-4.0 in 2.3 kg 5 Ibs 2-Point Mounting&Downtilt Bracket Kit 26799999 50-102 mm 2.0-4.0 in 3.6 kg 8 Ibs Concealment Configurations For concealment configurations,order BXA-171063-12CF-EDIN X-FP BXA-171063-12CF-EDIN-X BXA-171063-12CF-EDIN-X BXA-171063-12CF-EDIN-X Horizontal 1 1710-1880 MHz Horizontal 1 1850-1990 MHz Horizontal 1 1920-2170 MHz BXA-171063-12CF-EDIN-0 BXA-171063-12CF-EDIN-0 BXA-171063-12CF-EDIN-0 0° Vertical 1 1710-1880 MHz 0° Vertical 1 1850-1990 MHz 0° 1 Vertical 1 1920-2170 MHz Quoted performance parameters are provided to offer typical or range values only and may vary as a result of normal manufacturing and operational conditions. Extreme operational conditions and/or stress on structural supports is beyond our control. Such conditions may result in damage to this product. Improvements to product may be made without notice. 1 of 2 www.amphenoI-antennas.com REV040611 H Product 1 Optimizer® Dual Polarized Antenna, 1710-2170, 65deg, 18.5/19.OdBi, 1.8m, FET, 5deg 90 90 120 0-30 120 60 30 3 _� .. 0 -30 -12 -60 -120 -60 -90 .90 Vertical Pattern Horizontal Pattern For additional mounting information please click"External Document Link"below. Document External APM40 Series Datasheet APM40 Series Installation Instructions m c a 0 0 E E m o O E `c 0 0 U N N L (0 l9 N d Q d L C_ a d c 0 u 0 E `o C a RFS The Clear Choice® APX18-206517-CT5 Rev:Al Print Date:15.11.2013 Please visit us on the internet at htto:/lwww.rfsworld.com/ Radio Frequency Systems r9duct Data 1 . Optimizer®Dual Polarized Antenna, 1710-2170, 65deg, 18.5/19.OdBi, 1.8m, FET, 5deg Product Dense urban networks where site aspect is essential. •Very broadband design operating from GSM1800 up to 3G-UMTS. •Reduction of visual impact by gathering 3 antennas in a cylindrical volume. •Reduction of site dimensions will ease site acceptance. •Possible camouflage solution on demand. •Wind load thrust highly reduced. •Compatible with usual base stations with 35 dB typical isolation between ports. •Effective polarization diversity ensured by high cross polar discrimination. •Optimized suppression of side lobes allows strong mechanical tilt. Technical Specifications Electrical Specifications Frequency Range,MHz 1710-1900 1900-2170 Horizontal Beamwidth,deg 68 64 Vertical Beamwidth,deg 5 4.5 Electrical Downtilt Range,deg 5 Gain,dBi(dBd) 18.5(16.4) 19(16.9) 1st Upper Sidelobe Suppression,dB >20 >18(typ 20) Front-To-Back Ratio,dB >30 >25 Polarization Dual pol+/45° VSWR <1.4:1 Isolation between Ports,dB >30(typ 35) 3rd Order IMP @ 2 x 43 dBm,dBc >150 N/A 7th Order IMP @ 2 x 46 dBm,dBc N/A >170 Impedance,Ohms 50 Maximum Power Input,W 300 Lightning Protection Direct Ground Connector Type/Location (2)7-16 DIN Female/Bottom Mechanical Specifications Dimensions-HxWxD,mm(in) 1840 x 169 x 80(72.44 x 6.65 x 3.15) Weight w/o Mtg Hardware,kg(lb) 11 (24.2) Survival/Rated Wind Speed,km/h(mph) 200(125)/160(100) Wind Load @ Rated Wind,Front,N(lbf) 553(124) Wind Load @ Rated Wind,Max.,N(lbf 553(124) Wind Load @ Rated Wind,Side,N(lbf) 322(72) Wind Load @ Rated Wind,Rear,N(lbf 267(60) Operation temperature,°C(°F) -40 to+60(40 to+140) Radome Material/Color Fiberglass/Light Grey RAL7035 Mounting Hardware Material Diecasted Aluminum °o Radiating Element Material Brass ° Reflector Material Aluminum 0 E Shipping Weight,kg(lb) 16.5(36.3) Packing Dimensions,HXWXD,mm(in) 1964 x 251 x 203(77.32 x 9.88 x 7.99) m Ordering Information E Mounting Hardware APM40-2 c Mounting Pipe Diameter,mm(in) 60-12D(2.36-4.72) ° Mounting Hardware Weight,kg(lb) 3.4(7.5) 0 U N d N L A t0 D C d N n m c_ a c c 0 U O O C Q RFS The Clear Choice® APX18-206517-CT5 Rev:Al Print Date:15.11.2013 Please visit us on the internet at http:llwww.rfsworld.coml Radio Frequency Systems CROWN Crown Castle 3530 Toringdon Way,Suite 300 CC CASTLE Charlotte,NC 28277 Crown Castle, does hereby authorize Verizon Wireless and its authorized contractors/agents to act as "Applicant" in the processing of all applications,permits,research and other related activities associated with the processing,planning,design review, permitting, entitlement and construction of additional equipment, antennas and site improvements for the Crown Castle existing wireless communications facility described as follows: Customer Site Name: NG4649 Crown Castle Site ID 800530 Number: Site Address: Atwood Dr., Crown Castle Site MA NORTHAMPTON II CAC Northampton,MA 01063 Name: 800530 This authorization is fully contingent upon Verizon Wireless authorized contractors/agents' compliance with the following conditions: 1. Crown Castle must review the application prior to submittal. Crown Castle must be provided all applications, narratives, drawings and attachments at least 72 hours in advance of their submittal to the locality. Use of email and electronic attachments is encouraged. A Crown Castle Zoning Subject Matter Expert (SME) will review and provide written comment to the customer within 48 hours of receipt of a complete set of application materials. If Crown Castle indicates that changes are required,submissions shall be altered in accordance with Crown Castle comments prior to submission to the locality.Verification of corrections should also be accomplished via emails and attachments. 2. In no event may Verizon Wireless encourage, suggest, participate in, or permit the imposition of any restrictions or additional obligations whatsoever on the tower site or Crown Castle's current or future use or ability to license space at the tower site as part of or in exchange for obtaining any approval,permit,exception or variance. 3. A copy of the final permit and/or a written summary of the zoning/entitlement decision rendered by the locality and any/all conditions placed on that decision shall be communicated in detail to Crown Castle well within the appeal period provided by the locality(typically 10-15 days). 4. All conditions of approval pertinent to the construction of the proposed project must be included in the construction drawings for the project. The conditions of approval pertinent to the construction of the project shall be copied verbatim from the zoning permit approval language, and shall be present in the drawings prior to submission for building permits and contractor bidding. Crown Castle shall verify the inclusion of appropriate conditions of approval in the construction drawing redline process. 5. Crown Castle will provide a Notice To Proceed(NTP)to construction to the customer upon receipt of the final approved zoning permit and the approved Building Permit. By Crown Castle: Signature: Pri am .G ro Title: Real Estate Specialist Date: October 31,2014 The Foundation for a Wireless World. CrownCastle.com The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street 95 Boston,MA 02111 www mass gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Le ibl Name(Business/Organization/Individual): core _ Address: &aa�:A . City/State/Zip: Q Phone Are you an employer? Check the appropriate box: Type of project(required): 1.5;r-I am a employer with� 4. ❑ I am a general contractor and I 6. ❑New construction employees(full and/or part-time).* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have employees employees and have workers' g, ❑ Demolition working for me in any capacity.h 9. ❑ Building addition [No workers' comp. insurance comp.insurance. required.] 5. ❑ We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ 1 am a homeowner doing all work officers have exercised their 11.❑ 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 isproviding workers'compensation insurance for my employees. Below is thepolicy andjob site information. Insurance Company Name:_PSxn Policy#or Self-ins. Lic.#: 0_1 C� `t Expiration Date: Job Site Address: Atwood Drive City/State/Zip: Northampton, MA 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 arulpenalties of perjury that the information provided above is true and correct Sijzn afore: Date: ID - 1 Phone#• �4--I --� _. 2_4 3 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#: Versionl.7 Commercial Building Permit May 15,2000 SECTION 10-'STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No 4 SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT See attached Letter of Authorization as Owner of the subject property herebyauthorize",...m.. .. 1111__ ..11.11 ._. ......._. _. _. _1111.._ _111_1.._.......... ,,..,,:to act on my behalf, in all matters relative to work authorized by this building permit application. _1111 _ Signature of Owner Date r...._........---- .................11.._1_1_ ....................... _.__..___. _111_1 .......... _.....____ —_1_111.__ _;Ltd. d/b/a Verizon Wireless Ellen W.Freyman on behalf of Bell Atlantic Mobile of Massachusetts Corporatio as Owner/Authorized I, ___ _ __ �_ _. __11___.___ 11__1111. . __- __ 1111._ _. . _ 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,pai!I "PR d.,penalties,of perjury by Ellen W. Freyman ureof 2�2er/Agentautliori zed agent Date SECTION 1 -CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Berkshire Wireless Not Applicable ❑ _1111 Dennis Teichert CS 71466 Name of License Holder: License Number ,480 Pleasant Street, Lee, MA 01238 04/14/2015 ____-. ,_1111.. ._n.�A . _.�. . _1_1_11. m. r _. _1111_ �. . _1111_. ___1111 1111 Address Expiration Date (413)441-4837 Signatures Telephone Y SECTION 13-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) 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 (F) No 0 Versionl.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 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 Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone I Expiration Date 9.3 General Contractor Not Applicable Company Name: Responsible In Charge of Construction Address Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: ! R: L: R: Rear Building Height Bldg.Square Footage % Open Space Footage % (Lot area minus bldg&paved parking) #of Parking Spaces Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO O DONT KNOW Q YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DON'T KNOW 0 YES 0 IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO O DON'T KNOW © YES Q 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 O NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES O NO O IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES O NO Q IF YES,then a Northampton Storm Water Management Permit from the DPW is required. Version 1.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other❑� Brief Description Verizon Wireless is removing nine (9)of the existing antenna panels and replacing them with Of Proposed Work: nine (9)upgraded antenna panels,on an existing telecommunications tower. SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-2 ❑ A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A ❑ S Storage ❑ S-1 ❑ S-2 ❑ 5B ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use El Specify: Cell Site p COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 1St 1 St 2nd 2nd 3rd 3rd 4tn 4tn Total Area(sf) Total Proposed New Construction(sf) Total Height(ft) Total Height ft 7.Water Supply(M.G.L.c.40,§54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public ❑ Private ❑ Zone Outside Flood Zone❑ Municipal ❑ On site disposal system E] Z, Versionl.7 Commercial Building Permit May 15,2000 Department use only Northampton Status-of Permit: ding Department Curb Cut/Driveway Permit- � 212 Main Street Sewer/SepticAvailability r Room 100 Water/Well Availability Northampton, MA 01060 Two Sets of Structural Plans .� ne 413-587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify APPLICATION 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 1.1 Prooertv Address. This section to be completed by office Atwood Drive,Northampton Map 3q Lot 66) Unit Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Crown Castle USA Inc. 3530 Toringdon Way, Suite 300, Charlotte,NC 0 Name(Print) Current Mailing Address: See attached letter (704)405-6600 Signature Telephone 2.2 Authorized Agent: Bell Atlantic Mobile of Massachusetts © 99 East River Drive, East Hartford, CT 06108 Name(Print Current Mailing Address: (413) 737-1131 Sig - Telephone SECTION 3-ESTI TED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building ' ru1�� (a)Building Permit Fee 2. Electrical (b)Estimated Total Cost of Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection 6. Total=(1 +2+3+4+5) Check Number r] This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner/inspector of Buildings Date File#BP-2015-0544 APPLICANT/CONTACT PERSON SHATZ,SCHWARTZ&FENTIN,PC ADDRESS/PHONE 1441 MAIN ST SPRINGFIELD (413)737-1131 PROPERTY LOCATION ATWOOD DR-VERIZON MAP 39 PARCEL 060 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Buildinp,Permit Filled out RN Fee Paid Tyneof Construction:_REPLACE 9 ANTENNA PANELS-VERIZON New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 71466 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION 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 oz—,-e 47��-j )I 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. ATWOOD DR-VERIZON BP-2015-0544 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:ANTENNAS BUILDING PERMIT Permit# BP-2015-0544 Project# JS-2015-001039 Est. Cost: $18000.00 Fee: $108.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: BERKSHIRE WIRELESS 71466 Lot Size(sa. ft.): 194756.76 Owner: ATWOOD DRIVE LLC Zoning_: Applicant: SHATZ, SCHWARTZ & FENTIN PC AT: ATWOOD DR - VERIZON Applicant Address: Phone: Insurance: 1441 MAIN ST (413) 737-1131 WC SPRINGFIELDMA01103 ISSUED ON:121412014 0:00:00 TO PERFORM THE FOLLOWING WORK.-REPLACE 9 ANTENNA PANELS - VERIZON 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 12/4/2014 0:00:00 $108.00 212 Main Street,Phone(413)587-1240, Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner