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39-060 (19) CONCRETE NOTES CONCRETE NOTES • PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT • SURVEYING 1. DESIGN AND CONSTRUCTION OF ALL CONCRETE SHALL CONFORM TO THE TECTONIC Engineering & Surveying AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS FOR 23. THE TOP OF ALL CONCRETE SURFACES SHALL BE TRUE AND LEVEL WITH A Consultants P.C. 1279 ROUTE REINFORCED CONCRETE" ACI 318. SMOOTH FLOAT FINISH, UNLESS OTHERWISE NOTED. ALL DIMENSIONS SHALL BE NEWBURGH. NY0012550 2. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 3000 PSI. WITHIN t 1/8 INCH, Ph. (845)567-8703ss IF IT IS NOT SPECIFIED IN THE DRAWING. 24. TESTING OF CONCRETE SHALL BE PERFORMED UNDER THE DIRECTION OF THE 3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150 - TYPE I OR II. CONSTRUCTION MANAGER. metrOP C S 25. THROUGHOUT CONSTRUCTION, THE CONCRETE WORK SHALL BE ADEQUATELY metroPCS WIRELESS, INC. 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, PROTECTED AGAINST DAMAGE DUE TO EXCESSIVE LOADING, CONSTRUCTION 15 COMMERCE WAY, STE B GRADE 60, "DEFORMED AND PLAIN BILLET STEEL BARS FOR CONCRETE EQUIPMENT, MATERIALS OR METHODS, ICE, RAIN, OR SNOW. PROTECT NORTON, MA 02766 REINFORCEMENT". CONCRETE FROM EXCESSIVE HEAT AND FREEZING FOR NOT LESS THAN 14 O 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, "WELDED STEEL WIRE FABRIC DAYS. PLAIN FOR CONCRETE REINFORCEMENT". 26, DRYING OUT OF CONCRETE, ESPECIALLY DURING THE FIRST 24 HOURS, SHALL BE ' (� CAREFULLY GUARDED AGAINST. ALL SURFACES SHALL BE MOIST CURED OR J 6. CONCRETE WORK AND MATERIALS SHALL CONFORM TO THE AMERICAN CONCRETE PROTECTED USING A MEMBRANE CURING AGENT CONFORMING TO ASTM C309 INSTITUTE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", ACI 301. APPLIED AS SOON AS FORMS ARE REMOVED. IF MEMBRANE CURING AGENT IS APPROVALS USED, EXERCISE CARE NOT TO DAMAGE SURFACE. LANDLORD _ 7. SUBMIT CONCRETE MIX DESIGN TO THE DESIGN ENGINEER FOR APPROVAL NOT LESS RF -- 27. CONTRACTOR SHALL BRING TO THE IMMEDIATE ATTENTION OF THE CONSTRUCTION THAN 3 DAYS PRIOR TO CONSTRUCTION. MIX DESIGN SHALL BE APPROVED BY CONSTRUCTION THE ENGINEER PRIOR TO PLACEMENT OF CONCRETE. MANAGER ANY DEFECTS OR ERRORS IN THE WORK, PRIOR TO MAKING REPAIRS. OPERATIONS CONTRACTOR SHALL OBTAIN PERMISSION FROM THE CONSTRUCTION MANAGER TO SITE ACO. 8. READY MIX CONCRETE SHALL COMPLY WITH ACI 304 AND ASTM C94 WITH A PATCH OR OTHERWISE REPAIR DEFECTS OTHER THAN MINOR HONEYCOMBING. PROJECT NUMBER DESIGNED BY MAXIMUM WATER-CEMENT RATIO OF 0.50. TIME BETWEEN INTRODUCTION OF WATER 28. SET GROUT IN ACCORDANCE WITH MASTER BUILDERS TECHNOLOGIES OR APPROVED 7061.4SHM051A 1 jo AND THE PLACEMENT OF CONCRETE SHALL NOT EXCEED 1-1/2 HOURS. EQUAL, UNLESS SPECIFIED IN THE DRAWING. REV DATE REVISION DRAWN BY 9. CONCRETE AGGREGATES SHALL BE NORMAL WEIGHT, CONFORMING TO ASTM C33. 29, JOINT FILLER SHALL BE PREFORMED RESILIENT BITUMINOUS EXPANSION JOINT ZL 11/07/14 FOR COMMENT MP MAXIMUM SIZE OF COARSE AGGREGATE SHALL BE 3/4". FILLER CONFORMING TO ASTM D1751. zs 11/11/14 FOR CONSTRUCTION MP 10. CHLORIDE-CONTAINING ADMIXTURES SHALL NOT BE USED. Q 12/17/14 ADDED STAIRS MP 11. CONCRETE SLUMP SHALL NOT EXCEED 5 INCHES UNLESS SPECIFICALLY AUTHORIZED 30. EXTERIOR WALKING SURFACES SHALL RECEIVE A BROOM FINISH. Q 1/05/15 PER COMMENTS MP BY THE ENGINEER. SLUMP SHALL BE DETERMINED IN ACCORDANCE WITH ASTM 31. GROUT SHALL BE NON METALLIC, NON SHRINK PREPACKAGED GROUT WITH A C143. MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS. GROUT SHALL 12. PROVIDE AIR ENTRAINMENT IN EXTERIOR EXPOSED CONCRETE TO OBTAIN TOTAL AIR BE FIVE STAR GROUT AS MANUFACTURED BY FIVE STAR PRODUCTS, FAIRFIELD, CT CONTENT OF 5% t 1% IN ACCORDANCE WITH ACI 301. OR APPROVED EQUAL. ISSUED BY DATE 13, FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, CONCRETE 32. CONCRETE ANCHORS SHALL BE HEADED STEEL STUDS MEETING THE REQUIREMENTS COVER FOR REINFORCING SHALL BE: 3" FOR ALL BARS OF ASTM A108 "STEEL BARS, CARBON, COLD FINISHED, STANDARD QUALITY". FOR CONCRETE EXPOSED TO EARTH OR WEATHER, MINIMUM COVER SHALL BE: 2" FOR #6 AND LARGER BARS 1-1/2" FOR #5 AND SMALLER BARS OR WIRE FABRIC 2��P�gN of MgSS9cyG 14. LAP SPLICES FOR REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318.12 AND O DONALD A. N STANDARD HOOKS SHALL CONFORM TO ACI 318.7. BENVIE 15. WELDING OF REINFORCING STEEL OR THE APPLICATION OF HEAT TO FACILITATE CIVIL C' BENDING IS SPECIFICALLY PROHIBITED. NO,311930 Q 16. ALL REINFORCING, ANCHOR BOLTS, DOWELS, EMBEDDED STEEL, INSERTS AND ALL OTHER EMBEDDED ITEMS AND FORMED DETAILS SHALL BE IN PLACE BEFORE START OF CONCRETE PLACEMENT. S ONA 17. PROVIDE A 3/4" CHAMFER AT ALL EXPOSED EDGES OF CONCRETE, UNLESS OTHERWISE NOTED. SITE INFORMATION 18. PROVIDE NOT LESS THAN 48 HOURS NOTICE TO THE FIELD REPRESENTATIVE PRIOR 4SHM051A TO PLACEMENT of CONCRETE. MA NORTHAMPTON II CAC 800530 19. WHEN AMBIENT TEMPERATURE IS BELOW 50 DEGREES F, CONCRETE MATERIALS AND ATWOOD DRIVE PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF ACI 306R "COLD NORTHAMPTON, MA 01063 WEATHER CONCRETING". 20. WHEN AMBIENT TEMPERATURE IS ABOVE 90 DEGREES F, CONCRETE MATERIALS AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF ACI 305R "HOT SHEET TITLE WEATHER CONCRETING". CONFIGURATION CONCRETE NOTES 21. REMOVE ALL LOOSE MATERIAL AND DEBRIS FROM COMPACTED SUBGRADE SURFACE 5A PRIOR TO PLACING CONCRETE. CONCRETE SHALL NOT BE PLACED ON FROZEN SUBGRADE. 22. CONCRETE SHALL BE SUFFICIENTLY CONSOLIDATED BY VIBRATION TO REMOVE AIR REFER TO LATEST T-MOBILE RF DATA SHEET NUMBER VOIDS. VIBRATION SHALL BE IN ACCORDANCE WITH ACI 309 "STANDARD PRACTICE SHEET FOR FlNAL RF DESIGN & BOM. FOR CONSOLIDATION OF CONCRETE". 2 I A- 14 ORIGINAL SIZE IN INCHES STRUCTURAL NOTES STR U CTU RAL N OTES • PLANNING CONSTRUCTION • ENGINEERING MANAGEMENT • SURVEYING 1. DESIGN AND CONSTRUCTION OF STRUCTURAL STEEL SHALL CONFORM TO THE 15. EPDXY ANCHOR ASSEMBLIES SHALL BE AS MANUFACTURED BY HILTI OR ENGINEER APPROVED TECTONIC Engineering & Surveying AMERICAN INSTITUTE OF STEEL EQUAL, AS FOLLOWS: Consultants P.C. CONSTRUCTION "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ALLOWABLE BASE MATERIAL ANCHOR SYSTEM NEWBURGH.ENY 12550 STRESS DESIGN AND PLASTIC DESIGN". CONCRETE OR GROUTED CMU HIT HY-200 Phan.: (845) 567-6656 HOLLOW CMU HIT HY-70 Fox: (845) 567-6703 2. STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, "STEEL INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN FOR STRUCTURAL SHAPES FOR USE IN BUILDING FRAMING", GRADE 50, UNLESS INSTRUCTIONS. metrOPCS OTHERWISE INDICATED. IF THE MEMBER SIZES INDICATED ARE NOT AVAILABLE IN metroPCS WIRELESS, INC. THIS GRADE, ASTM A572 "HIGH-STRENGTH LOW-ALLOY COLUMBIUM-VANADIUM 16. ALL INTERIOR STRUCTURAL STEEL SHALL BE SHOP PRIME COATED WITH A RUST-INHIBITIVE 15 COMMERCE WAY, STE B STRUCTURAL STEEL", GRADE 50, MAY BE SUBSTITUTED. PRIMER EXCEPT AREAS TO BE FIREPROOFED NEED NOT BE PAINTED. SURFACE PREPARATION NORTON, MA 02766 3. HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500 SHALL BE IN ACCORDANCE WITH THE PAINT MANUFACTURER'S RECOMMENDATIONS. AREAS WHICH O V V / "COLD-FORMED WELDED & SEAMLESS CARBON STEEL STRUCTURAL TUBING IN MAY BE INACCESSIBLE AFTER INSTALLATION SHALL RECEIVE TWO (2) COATS OF PRIMER. SEE ARCHITECTURAL DRAWINGS FOR FINISH PAINT. ��1 ROUNDS AND SHAPES", GRADE B. L 17. FIELD CONNECTIONS AND DAMAGED OR ABRADED AREAS OF SHOP PRIME COAT SHALL BE 4. MISCELLANEOUS STEEL, INCLUDING CHANNELS, ANGLES, PLATES, AND BARS SHALL TOUCH-UP PAINTED WITH COMPATIBLE FIELD PRIMER. APPROVALS CONFORM TO ASTM A36 "CARBON STRUCTURAL STEEL", UNLESS OTHERWISE LANDLORD INDICATED. 18. ALL EXTERIOR STEEL SHALL BE GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM RF 5. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 "ANCHOR BOLTS, STEEL, 36, 55, A123 "ZINC (HOT-DIP GALVANIZED) COATINGS ON IRON AND STEEL PRODUCTS", UNLESS CONSTRUCTION AND 105-KSI YIELD STRENGTH", GRADE 36. OTHERWISE NOTED. OPERATIONS SITE ACQ. 6. STRUCTURAL CONNECTION BOLTS SHALL BE HIGH STRENGTH BOLTS CONFORMING TO 19• ALL EXTERIOR BOLTS AND MISCELLANEOUS HARDWARE SHALL BE GALVANIZED IN ACCORDANCE PROJECT NUMBER DESIGNED BY ASTM A325 "STRUCTURAL BOLTS, STEEL, HEAT TREATED, 120/105 KSI MINIMUM WITH ASTM A153 "ZINC COATING (HOT-DIP) ON IRON AND STEEL HARDWARE", UNLESS 7061.4SHM051A JQ TENSILE STRENGTH". BOLTS SHALL BE 3/4 INCH DIAMETER, TYPE X, UNLESS OTHERWISE NOTED. REV DATE REVISION DRAWN BY OTHERWISE NOTED. 20. DAMAGED GALVANIZED SURFACES SHALL BE REPAIRED BY COLD GALVANIZING IN ACCORDANCE & 11/07/14 FOR COMMENT MP 7. MATCHING NUTS SHALL BE HEAVY HEX TYPE, CONFORMING TO ASTM A563 "CARBON WITH ASTM A780 "REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT-DIP GALVANIZED A 11/11/14 FOR CONSTRUCTION MP AND ALLOY STEEL NUTS". COATINGS". Q 12/17/14 ADDED STAIRS MP WASHERS, WHERE REQUIRED, SHALL CONFORM TO ASTM F436 "HARDENED STEEL 3 1/05/15 PER COMMENTS MP WASHERS". 21. ALL STEEL WORK SHALL BE SUBJECT TO SPECIAL INSPECTIONS DURING CONSTRUCTION. 8. FIELD CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE INDICATED. ALL BOLTED 22. THE NOTES CONTAINED HEREIN ARE NOT PROJECT SPECIFIC. THE CONTRACTOR SHALL UTILIZE CONNECTIONS SHALL BE MADE WITH NOT LESS THAN TWO (2) HIGH STRENGTH ALL NOTES WHICH SOLELY PERTAIN TO THE WORK DEPICTED ON THESE DRAWINGS. ISSUED BY DATE BOLTS, OR EQUIVALENT WELD. -� 9. STRUCTURAL CONNECTIONS SHALL BE SNUG TIGHT IN ACCORDANCE WITH THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATION FOR STRUCTURAL EARTHWORK NOTE S JOINTS USING ASTM A325 OR A490 BOLTS", UNLESS OTHERWISE NOTED. 10. BOLTS IN SLIP-CRITICAL CONNECTIONS SHALL BE FULLY PRETENSIONED BY THE 1. ALL EXCAVATIONS SHALL BE DE OF MASS WATERED BY SUMPING, PUMPING, ETC. IN A MANNER WHICH WILL qo k.Q' yG NOT LOOSEN FOUNDATION SUBGRADE MATERIAL. SURFACE WATER SHALL BE DIVERTED AWAY FROM TURN-OF-NUT METHOD IN ACCORDANCE WITH THE RESEARCH COUNCIL ON EXCAVATIONS BY MEANS OF BERMS, DIVERSION DITCHES, OR OTHER SUITABLE METHODS. o DONALD A• STRUCTURAL CONNECTIONS "SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM BENVtE cn A325 OR A490 BOLTS". 2. CONFINED EXCAVATIONS FOR FOUNDATIONS, UTILITIES, ETC. SHALL BE LIMITED TO 4 FEET IN DEPTH p CIVIL UNLESS SHORING AND BRACING IS USED. TRENCH EXCAVATION GEOMETRY AND/OR BRACING SHALL 31193 11. ANCHOR BOLTS SHALL BE TENSIONED BY THE TURN-OF-NUT METHOD AFTER CONFORM WITH OSHA REQUIREMENTS. 9 0' PLO �W� GROUTING OF BASE PLATES. 3. BACKFILL SHALL BE PLACED IN MAXIMUM LOOSE LIFT THICKNESSES OF 8 INCHES AND COMPACTED OFFSSIONAL� 12. CONTRACTOR SHALL COMPLY WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL" WITH SUITABLE COMPACTION EQUIPMENT. ALL FILL IN CONFINED AREAS WHERE ONLY HAND TAMPING FOR PROCEDURES, APPEARANCE AND QUALITY OF WELDS, AND FOR METHODS USED IS FEASIBLE, FILL SHALL BE PLACED IN MAXIMUM 4 INCH LOOSE LIFTS AND COMPACTED TO THE IN CORRECTING WELDING. ALL WELDERS AND WELDING PROCESSES SHALL BE AFOREMENTIONED CRITERIA. 95% OF MAXIMUM DRY DENSITY PER ASTM D1557. SITE INFORMAMON QUALIFIED IN ACCORDANCE WITH AWS "STANDARD QUALIFICATION PROCEDURES". 4SHM051A 4. ALL FILL SHALL BE CLEAN AND FREE OF LARGE ROCKS, NO ORGANIC MATTER SHALL BE PERMITTED. MA NORTHAMPTON II CAC 800530 13. GRATING SHALL BE TYPE "W/B" GALVANIZED WELDED STEEL BAR GRATING AS MANUFACTURED BY IKG BORDEN, OR APPROVED EQUAL. BEARING BARS SHALL BE 5. TEMPORARY EROSION CONTROL STRUCTURES SHALL BE INSTALLED AS REQUIRED BEFORE SITE IS ATWOOD DRIVE AS FOLLOWS: DISTURBED. NORTHAMPTON, MA 01063 GRATING 1-1/4" x 3/16" SERRATED 6. ALL AREAS DISTURBED BY ON-SITE GRADING THAT WILL NOT BE CONSTRUCTED UPON, SHALL BE BAND ALL EDGES, AND ATTACH TO SUPPORTING MEMBERS AT 18" ON CENTER WITH ESTABLISHED WITH PERMANENT VEGETATION. MODEL GG GALVANIZED G-CLIPS AS MANUFACTURED BY GRATING FASTENERS INC. SHEET TITLE 14. EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT III OR APPROVED EQUAL. CONFIGURATION STRUCTURAL INSTALLATION SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S & EARTHWORK NOTES RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE 4-3/4" UNLESS OTHERWISE NOTED. REFER TO LATEST T-MOBILE RF DATA SHEET NUMBER SHEET FOR FINAL RF DESIGN & BOM. 0 1 2 3 A_ 13 ORIGINAL SIZE IN INCHES ELECTRICAL NOTES 13. COVERPLATES SHALL BE BRUSHED STAINLESS STEEL FOR ALL SWITCHES, RECEPTACLES, TELEPHONE AND • BLANKED OUTLETS, AND SHALL HAVE ENGRAVED LETTERING WHERE INDICATED WEATHERPROOF RECEPTACLES ' PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT SHALL HAVE SIERRA #WPD-8 LIFT COVERPLATES. . SURVEYING 1. CONTRACTOR SHALL PERFORM ALL VERIFICATION OBSERVATION TESTS, AND EXAMINATION WORK TECTONIC Engineering & Surveying PRIOR TO THE ORDERING OF THE ELECTRICAL EQUIPMENT AND THE ACTUAL CONSTRUCTION. 14. REFER TO MANUFACTURERS MANUAL FOR RECOMMENDED FUSE AND WIRE SIZES. Consultants P.C. CONTRACTOR SHALL ISSUE A WRITTEN NOTICE OF ALL FINDINGS TO THE ENGINEER LISTING 1279 ROUTE 300 ALL MALFUNCTIONS, FAULTY EQUIPMENT AND DISCREPANCIES. 15. ALL FINAL CONNECTIONS TO THE EQUIPMENT ARE TO BE OF FLEXIBLE WEATHERPROOF CONDUIT TO MEET NEWBUR(84 NY 12550 APPLICABLE CODES. F.x: ( 4645) 7-570356 Fax: (845) 567-6703 2. CONTRACTOR SHALL PROVIDE ALL LABOR, MATERIALS, INSURANCE, EQUIPMENT, INSTALLATION, CONSTRUCTION TOOLS, TRANSPORTATION, ETC., FOR A COMPLETE AND PROPERLY OPERATIVE 16. THE ENTIRE ELECTRICAL INSTALLATION SHALL BE GROUNDED AS REQUIRED BY ALL APPLICABLE CODES. metrOP C S SYSTEM ENERGIZED THROUGHOUT AND AS INDICATED ON DRAWINGS, AS SPECIFIED HEREIN WIRELES AND/OR AS OTHERWISE REQUIRED, 17. GROUNDING CONDUCTORS SHALL BE SOLID TINNED COPPER AND ANNEALED #2, UNLESS OTHERWISE NOTED. 15eCOMMERCE WAYS'STEC8 NORTON, MA 02766 3. ALL MATERIALS AND EQUIPMENT SHALL BE NEW AND IN PERFECT CONDITION WHEN INSTALLED 18. UPON COMPLETION OF WORK, CONDUCT CONTINUITY, SHORT CIRCUIT, AND FALL OF POTENTIAL GROUNDING AND SHALL BE OF THE BEST GRADE AND OF THE SAME MANUFACTURER THROUGHOUT FOR TESTS FOR APPROVAL. SUBMIT TEST REPORTS TO THE CONSTRUCTION MANAGER. CLEAN PREMISES OF ALL EACH CLASS OR GROUP OF EQUIPMENT. MATERIALS SHALL BE LISTED AND APPROVED BY DEBRIS RESULTING FROM WORK AND LEAVE WORK IN A COMPLETE AND UNDAMAGED CONDITION. UNDERWRITER'S LABORATORIES (U.L.) AND SHALL BEAR THE INSPECTION LABEL "J" WHERE �� SUBJECT TO SUCH APPROVAL. MATERIALS SHALL MEET WITH APPROVAL OF ALL GOVERNING 19. PROVIDE CONSTRUCTION MANAGER WITH ONE SET OF COMPLETE ELECTRICAL "AS INSTALLED" DRAWINGS AT BODIES HAVING JURISDICTION. AND SHALL BE MANUFACTURED IN ACCORDANCE WITH THE COMPLETION OF THE JOB, SHOWING ACTUAL DIMENSIONS, ROUTINGS, AND CIRCUITS. APPLICABLE STANDARDS ESTABLISHED BY ANSI, NEMA AND NBFU, APPROVALS 20. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH GAINING APPROVALS AND PAYING ALL FEES LANDLORD -_ 4. CONTRACTOR TO COORDINATE WITH SITE OWNER FOR CONNECTION OF TEMPORARY AND ASSESSED BY UTILITY COMPANY FOR ELECTRICAL SERVICE. RF__ PERMANENT POWER TO THE SITE. THE TEMPORARY POWER AND ALL HOOKUP COSTS TO BE CONSTRUCTION PAID BY CONTRACTOR. OPERAT1oNS -_ GROUNDING NOTES SRE 5. ALL ELECTRICAL EQUIPMENT SHALL BE LABELED WITH PERMANENT ENGRAVED PLASTIC LABELS. PROJECT NUMBER DESIGNED BY 7067.4SHM051A JO 6. ALL CIRCUIT BREAKERS, FUSES AND ELECTRICAL EQUIPMENT SHALL HAVE AN INTERRUPTING 1. THE ENTIRE ELECTRICAL INSTALLATION SHALL BE GROUNDED AS REQUIRED BY ALL APPLICABLE CODES. REV DATE REVISION DRAWN BY RATING NOT LESS THAN THE MAXIMUM SHORT CIRCUIT CURRENT TO WHICH THEY MAY BE SUBJECTED, AND A MINIMUM OF 10,000 A.I.C. 2. ALL GROUNDING WORK SHALL BE IN ACCORDANCE WITH METROPCS STANDARD PRACTICE. 1& 11/07/14 FOR COMMENT MP 1 11/11/14 FOR CONSTRUCTION MP 7. METER SOCKETS AMPERES, VOLTAGE AND NUMBER OF PHASES SHALL BE NOTED AND SHALL 3. ALL BUS CONNECTORS SHALL BE TWO-HOLE, LONG-BARREL TYPE COMPRESSION LUGS, T&B OR EQUAL, Q 12/17/14 ADDED STAIRS MP BE MANUFACTURED BY SQUARE "D" COMPANY, SANGAMO OR APPROVED EQUAL. METER UNLESS OTHERWISE NOTED ON DRAWINGS. ALL LUGS SHALL BE ATTACHED TO BUSSES USING BOLTS, 3 1/05/15 PER COMMENTS MP SOCKET SHALL BE APPROVED BY UTILITY COMPANY PRIOR TO INSTALLATION. NUTS, AND LOCK WASHERS. NO WASHERS ARE ALLOWED BETWEEN THE ITEMS BEING GROUNDED. 4, ALL CONNECTORS SHALL BE CRIMPED USING HYDRAULIC CRIMPING TOOLS, T&B #TBM 8 OR EQUIVALENT. 8. WIRE AND CABLE CONDUCTORS SHALL BE COPPER #12 AWG MINIMUM WITH TYPE THHN 5. ALL CONNECTIONS SHALL BE MADE TO BARE METAL. ALL PAINTED SURFACES SHALL BE FILED TO INSULATION UNLESS SPECIFICALLY NOTED OTHERWISE. ENSURE PROPER CONTACT. NO WASHERS ARE ALLOWED BETWEEN THE ITEMS BEING GROUNDED. ALL ISSUED BY DATE 9. ALL CONDUCTORS SHALL BE COPPER. CONNECTIONS ARE TO HAVE A NON-OXIDIZING AGENT APPLIED PRIOR TO INSTALLATION. 10. USE T-TAP CONNECTIONS ON ALL MULTI-CIRCUITS WITH COMMON NEUTRAL CONDUCTOR FOR 6. ALL COPPER BUSSES SHALL BE CLEANED, POLISHED, AND A NON-OXIDIZING AGENT APPLIED. NO LIGHTING FIXTURES. FINGERPRINTS OR DISCOLORED COPPER WILL BE PERMITTED. 7. ALL BENDS SHALL BE AS SHALLOW AS POSSIBLE, WITH NO TURN SHORTER THAN AN 8-INCH NOMINAL OF MASS 11. EACH CONDUCTOR OF EVERY SYSTEM SHALL BE PERMANENTLY TAGGED IN EACH PANEL RADIUS. BOARD, PULLBOX, J-BOX, SWITCH BOX, ETC., IN COMPLIANCE WITH THE OCCUPATIONAL yJ�' yG SAFETY AND HEALTH ACT (O.S.H.A.) 8. GROUNDING CONDUCTORS SHALL BE SOLID TINNED COPPER AND ANNEALED #2. ALL GROUNDING per' DONALD A. CONDUCTORS SHALL RUN THROUGH PVC SLEEVES WHEREVER CONDUCTORS RUN THROUGH WALLS, gENVIE 12. CONDUIT: FLOORS, OR CEILINGS. IF CONDUCTORS MUST RUN THROUGH EMT, BOTH ENDS OF CONDUIT SHALL BE CIVIL (n GROUNDED. SEAL BOTH ENDS OF CONDUIT WITH SILICONE CAULK. NO 31193 A. RIGID CONDUIT SHALL BE U.L. LABEL GALVANIZED ZINC COATED WITH ZINC INTERIOR AND 9. GROUNDING SYSTEM RESISTANCE SHALL NOT EXCEED 10 OHMS. IF THE RESISTANCE VALUE IS EXCEEDED, SHALL BE USED WHEN INSTALLED IN OR UNDER CONCRETE SLABS, IN CONTACT WITH THE NOTIFY THE PROJECT MANAGER FOR FURTHER INSTRUCTION ON METHODS FOR REDUCING THE RESISTANCE EARTH, UNDER PUBLIC ROADWAYS, IN MASONRY WALLS OR EXPOSED ON BUILDING VALUE. FSSIONAL EXTERIOR. 10. ALL ANTENNA MOUNTS SHALL BE GROUNDED WITH A #2 GROUND WIRE CONNECTED TO THE B. INTERMEDIATE METAL CONDUIT SHALL BE U.L. LABEL, FITTINGS SHALL BE THREADED NEAREST GROUND BUS. ALL CONNECTIONS ARE TO BE CAD-WELDED IF POSSIBLE. SfTE INFORMATION ALUMINUM OR STEEL AND SHALL BE USED FOR ALL EXTERIOR RUNS. THREADLESS 1 1. UPON COMPLETION OF WORK, CONDUCT CONTINUITY, SHORT CIRCUIT, AND FALL OF POTENTIAL 4SHM051 A COUPLINGS AND CONNECTORS SHALL NOT BE USED. GROUNDING TESTS FOR APPROVAL. SUBMIT TEST REPORTS TO THE PROJECT MANAGER. MA NORTHAMPTON II CAC 800530 C. ELECTRICAL METALLIC TUBING (EMT) SHALL HAVE U.L. LABEL, FITTINGS SHALL BE NO SET 12. GROUNDING CONNECTION TO TRAVEL IN A DOWNWARD DIRECTION. ATWOOD DRIVE SCREW OR CRIMP TYPE FITTINGS SHALL BE USED. GLAND RING COMPRESSION TYPE. EMT 13. ALL EXPOSED #2 WIRE MUST BE TINN NOT BTW. NORTHAMPTON, MA 01063 SHALL BE USED ONLY FOR INTERIOR RUNS. 14. TECTONIC TAKES NO RESPONSIBILITY OR LIABILITY FOR THE GROUNDING DIAGRAMS AS SHOWN ON THESE D. FLEXIBLE METALLIC CONDUIT SHALL HAVE U.L. LISTED LABEL AND MAY BE USED WHERE DRAWINGS. THIS IS A GENERIC GROUNDING DIAGRAM PROVIDED BY THE CLIENT. SHEET TITLE PERMITTED BY CODE. FITTINGS SHALL BE "JAKE" OR "SQUEEZE" TYPE, SEAL TIGHT CONFIGURATION ELECTRICAL & FLEXIBLE CONDUIT. ALL CONDUIT IN EXCESS OF SIX FEET IN LENGTH SHALL HAVE FULL SIZE GROUND WIRE. 5A GROUNDING NOTES E. CONDUIT SHALL BE SIZED PER THE NEC AND AS SHOWN. REFER TO LATEST T-MOBILE RF DATA F. CONDUIT RUNS MAY BE SURFACE MOUNTED IN CEILINGS OR WALLS UNLESS INDICATED SHEET FOR FINAL RF DESIGN & BOM. SHEET NUMBER OTHERWISE. CONDUIT INDICATED SHALL RUN PARALLEL OR AT RIGHT ANGLES TO CEILING, FLOOR OR BEAMS. VERIFY EXACT ROUTING OF ALL EXPOSED CONDUIT WITH OWNER PRIOR 0 1 2 3 A- 12 TO INSTALLING. G. ALL CONDUIT ONLY (C.O.) RUNS SHALL HAVE A PULL WIRE OR ROPE. ORIGINAL SIZE IN INCHES GENERAL NOTES GENERAL NOTES • PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT • SURVEYING 1. CONTRACTOR SHALL NOT COMMENCE ANY WORK UNTIL HE OBTAINS, AT HIS OWN EXPENSE, ALL 21. THE CONTRACTOR SHALL RECEIVE CLARIFICATION AND AUTHORIZATION IN WRITING TO PROCEED BEFORE TECTONIC Engineering Surveying P INSURANCE REQUIRED BY METROPCS, THE PROPERTY OWNER AND/OR PROPERTY MANAGEMENT COMPANY. STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONSTRUCTION Consultants P.C. ROUTE 300 DOCUMENTS, NEWBURGH, NY 12550 2. THIS SET OF PLANS HAS BEEN PREPARED FOR THE PURPOSES OF MUNICIPAL AND AGENCY REVIEW AND Fa (845)567se703ss APPROVAL. THIS SET OF PLANS SHALL NOT BE UTILIZED AS CONSTRUCTION DOCUMENTS UNTIL ALL 22. THE CONTRACTOR SHALL NOTIFY THE CONSTRUCTION MANAGER OF ALL PRODUCTS OR ITEMS NOTED AS CONDITIONS OF APPROVAL HAVE BEEN SATISFIED AND EACH OF THE DRAWINGS HAVE BEEN REVISED TO "EXISTING" WHICH ARE NOT FOUND TO BE IN THE FIELD. metr01-n C S INDICATE "ISSUED FOR CONSTRUCTION" 23. ERECTION SHALL BE DONE IN A WORKMANLIKE MANNER BY COMPETENT EXPERIENCED WORKMEN IN metroPCS WIRELESS, INC. 3. THIS PLAN IS SUBJECT TO ALL EASEMENTS AND RESTRICTIONS OF RECORD. ACCORDANCE WITH APPLICABLE CODES AND THE BEST-ACCEPTED PRACTICE. ALL MEMBERS SHALL BE 15 NORTION, MA 02766E B LAID PLUMB AND TRUE AS INDICATED ON THE DRAWINGS. 4. THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE CODES, ORDINANCES, LAWS AND REGULATIONS OF ALL MUNICIPALITIES, UTILITIES OR OTHER PUBLIC AUTHORITIES. 24, THE CONTRACTOR SHALL COORDINATE HIS WORK AND SCHEDULE HIS ACTIVITIES AND WORKING HOURS IN V v t v ACCORDANCE WITH THE REQUIREMENTS OF THE PROPERTY OWNER AND/OR PROPERTY MANAGEMENT 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS AND INSPECTIONS THAT MAY BE COMPANY. J L REQUIRED BY ANY FEDERAL, STATE, COUNTY OR MUNICIPAL AUTHORITIES. 25. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH THE WORK OF OTHERS APPROVALS 6. THE CONTRACTOR SHALL NOTIFY THE CONSTRUCTION MANAGER, IN WRITING, OF ANY CONFLICTS, ERRORS AS IT MAY RELATE TO RADIO EQUIPMENT, ANTENNAS AND ANY OTHER PORTIONS OF THE WORK. LANDLORD.___ OR OMISSIONS PRIOR TO THE SUBMISSION OF BIDS OR PERFORMANCE OF WORK. MINOR OMISSIONS OR RF-_ ERRORS IN THE BID DOCUMENTS SHALL NOT EXCUSE SAID CONTRACTOR FROM COMPLETING THIS 26. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH THE CONSTRUCTION___.-�_ PROJECT IN ACCORDANCE WITH THE OVERALL INTENT OF THESE DRAWINGS. MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY INDICATED OR WHERE LOCAL CODES OR OPERATIONS _ REGULATIONS MAY TAKE PRECEDENCE. SITE ACO. 7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING SITE IMPROVEMENTS PRIOR TO PROJECT NUMBER DESIGNED BY COMMENCING CONSTRUCTION. THE CONTRACTOR SHALL REPAIR ANY DAMAGE CAUSED AS A RESULT OF 27. THE CONTRACTOR SHALL REPAIR ALL EXISTING SURFACES DAMAGED DURING CONSTRUCTION SUCH THAT 7061ASHMO5IA JO CONSTRUCTION OF THIS FACILITY. THEY MATCH AND BLEND WITH ADJACENT SURFACES. REV DATE REVISION DRAWN BY As 11/07/14 FOR COMMENT MP 8. THE SCOPE OF WORK FOR THIS PROJECT SHALL INCLUDE PROVIDING ALL MATERIALS, EQUIPMENT AND 28. THE CONTRACTOR SHALL KEEP CONTRACT AREA CLEAN, HAZARD FREE AND DISPOSE OF ALL DEBRIS AND 1 11/11/14 FOR CONSTRUCTION MP LABOR REQUIRED TO COMPLETE THIS PROJECT. ALL EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE RUBBISH. EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE 2 12/17/14 ADDED STAIRS MP WITH THE MANUFACTURER'S RECOMMENDATIONS. REMOVED. LEAVE PREMISES IN CLEAN CONDITIONS AND FREE FROM PAINT SPOTS, DUST OR SMUDGES 0 1/os/1s PER COMMENTS rnP OF ANY NATURE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL 9. THE CONTRACTOR SHALL VISIT THE PROJECT SITE PRIOR TO SUBMITTING A BID TO VERIFY THAT THE COMPLETION OF CONSTRUCTION. PROJECT CAN BE CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 29. BEFORE FINAL ACCEPTANCE OF THE WORK, THE CONTRACTOR SHALL REMOVE ALL EQUIPMENT, 10. POWER TO THE FACILITY IS MONITORED BY AN EXISTING METER. TEMPORARY WORK, UNUSED AND USELESS MATERIALS, RUBBISH AND TEMPORARY STRUCTURES. ISSUED BY DATE � 11, ALL STRUCTURAL ELEMENTS SHALL BE HOT DIP GALVANIZED STEEL. 30. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE STATE OF MASSACHUSETTS BUILDING CODE - 8TH EDITION (BASED ON IBC 2009), AND ALL OTHER APPLICABLE CODES AND ORDINANCES. 12. CONTRACTOR SHALL MAKE A UTILITY "ONE CALL" TO LOCATE ALL UTILITIES PRIOR TO EXCAVATING. 31. CONTRACTOR SHALL VISIT THE JOB SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF. OF MA 8,94, 13. IF ANY PIPING EXISTS BENEATH THE SITE AREA, CONTRACTOR MUST LOCATE IT AND CONTACT OWNER'S , CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL CONTRACT DOCUMENTS, k�' ti REPRESENTATIVE. y� G FIELD CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS �= pONALp A. SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE 14. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR DETERMINING ALL CONSTRUCTION MEANS AND METHODS. ATTENTION OF THE ENGINEER PRIOR TO THE COMMENCEMENT OF WORK. g gE\J U) THE CONTRACTOR IS ALSO RESPONSIBLE FOR ALL JOB SITE SAFETY. � CIVIL IL 32. PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY No.31193 o e 15. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS, ELEVATIONS, ANGLES AND EXISTING CONDITIONS AT UNLESS OTHERWISE NOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT AND THE SITE PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY WORK IN THE CONTRACT AREA AND APPURTENANCES, AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE ��FSS10NIML SUBMIT TO THE ENGINEER ANY DISCREPANCIES FROM THE DRAWINGS. DRAWINGS. 16. THE CONTRACTOR IS TO REVIEW ALL DRAWINGS AND SPECIFICATIONS IN THE CONTRACT DOCUMENT SET. 33. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND SITE INFORMADON THE CONTRACTOR SHALL COORDINATE ALL WORK SHOWN IN THE SET OF DRAWINGS. THE CONTRACTOR BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER THIS CONTRACT. WORK SHALL PROVIDE A COMPLETE SET OF DRAWINGS TO ALL SUB-CONTRACTORS AND RELATED PARTIES. SHALL CONFORM TO ALL OSHA REQUIREMENTS. 4SHM051A THE SUB-CONTRACTOR SHALL EXAMINE ALL THE DRAWINGS AND SPECIFICATIONS FOR THE INFORMATION MA NORTHAMPTON II CAC 800530 THAT AFFECTS THEIR WORK. 34. CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND ATWOOD DRIVE ATTENTION. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, NORTHAMPTON, MA 01063 17. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATIONS MAY BE REQUIRED TO TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE UNDER CONTRACT, UNLESS OTHERWISE NOTED. WORK. SHEET TITLE 18. ALL MATERIAL PROVIDED BY METROPCS IS TO BE REVIEWED BY THE CONTRACTOR AND ALL APPLICABLE CONFIGURATION GENERAL NOTES SUB-CONTRACTORS PRIOR TO INSTALLATION. ANY DEFICIENCIES TO PROVIDE MATERIALS SHALL BE BROUGHT TO THE CONSTRUCTION MANAGER'S ATTENTION IMMEDIATELY. 19. THE MATERIALS INSTALLED SHALL MEET REQUIREMENTS OF CONTRACTORS DOCUMENTS. NO REFER TO LATEST T-MOBILE RF DATA SUBSTITUTIONS ARE ALLOWED. SHEET FOR FINAL RF DESIGN do BOM. SHEET NUMBER 20. INCORRECTLY FABRICATED, DAMAGED OR OTHERWISE MISFITTING OR CONFORMING MATERIALS OR 0 1 2 3 A CONDITIONS SHALL BE REPORTED TO THE ENGINEER PRIOR TO REMEDIAL OR CORRECTIVE ACTION. ANY SUCH ACTION SHALL REQUIRE ENGINEER APPROVAL. ORIGINAL SIZE IN INCHES IPROPOSED 2" RIGS ELECTRIC CONDUIT FOR POWER ROUTED ALONG U/S OF STEEL PLATFORM lummom PROPOSED 2" RGS TELCO CONDUIT TO PROPOSED PPC (SEE DETAIL 4/A-10) PLANNING CONSTRUCTION ROUTED ALONG U/S OF STEEL PLATFORM • ENGINEERING MANAGEMENT SURVEYIN TO PROPOSED PPC (SEE DETAIL 4/A-10) - PROPOSED METROPCS TECTONIC Engineering & Surveying 6201 ODE V1 CABINET Consultonts P.C. PROPOSED COVER 1279 ROUTE 300 EXIST METROPCS G G c GROUND ROD NEWBURGH. NY 12550 NORTEL RBS (TYP OF 3) FIN GRADE FRAME Phone: (845) 567-6658 3231 CABINET _ — — — / _ TO BE REMOVED (SEE DETAIL 3/A-10) — — — a703 — _____ . Fax: Q' Ill i - PROPOSED METROPCS BATTERY CABINET o z metroPCS WIRELESS, INCEXIST STUB UPS FOR 15 COMMERCE WAY, STE 8 ELECTRIC AND TELCO I\ i - PROPOSED 2" RGS ELECTRIC NORTON, MA 02766 -� CONDUIT & 2" RGS TELCO ROUTED o 00 T C O N E I ALONG U/S OF STEEL PLATFORM m RING GROUND TO PROPOSED 6201 ODE V1 0 /— A 1� ST CABINET (SEE DETAIL 4/A-10) / #2 AWG BCW I EXIST METROPCS 100A L L"-"-"""- I �L ._._______._. — —1 APPROVALS PPC CABINET TO BE r — PROPOSED MASTER GROUND UTILIZED BY T-MOBILE J BAR (SEE DETAIL 4/A-9) LANDLORD TO BE REMOVED ,� ( " �- GROUND ROD RF COPPERWELD CONSTRUCTION -- PROPOSED METROPCS CADWELD - 5/8" DIAx8'-0" LONG OPERATIONS S7 I 200A PPC CABINET SITE ACQ. If—A — — — — PROJECT NUMBER DESIGNED BY TIE GROUND PROPOSED GROUND 7061.4SHM051A JO RING TO EXIST INSPECTION WELL COMPOUND O D (SEE DETAIL 2/A-10) NOTE: REV DATE REVISION DRAWN BY GROUNDING --Z USE CAMPBELL FOUNDRY COMPANY INSPECTION FRAME AND ACCESS COVER ZL 11/07/14 FOR COMMENT MP \ MODEL #4153, OR EQUAL 1 11/11/14 FOR CONSTRUCTION MP #2 SOLID TINNED A2 12/17/14 ADDED STAIRS MP COPPER WIRE (TYP) 3 1/05/15 PER COMMENTS MP 1 GROUNDING 8c UTILITY PLAN r2 GROUND ROD INSPECTION A-10 SCALE: NTS �AIV SCALE: N.T.S. ISSUED BY DATE -- EXIST BEAM 1y� OFMgssoy � 9 o= DONALD A. GN UNIVERSAL BENVIE ANGLE ADAPTER v CIVIL cn �— FIN GRADE SITE PRO PART No.31193 #ADAP-U 10 9FGISTEQ�� Q N f; `'• (TYP OF 4) 0 10 NA l Of Z I! _ — UNISTRUT 's SITE INFORMATION m RING GROUND - _ _ _ = 4SHM051 A O #2 AWG BCW MA NORTHAMPTON II CAC 800530 O ATWOOD DRIVE NORTHAMPTON, MA 01063 GROUND ROD PROPOSED CONDUIT (TYP) COPPERWELD SHEET TITLE CONFIGURATION GROUND & UTILITY PLAN 5/8" DIAx8'-0" LONG CABLE CLAMP (TYP) 5A & DETAILS DETAIL REFER TO LATEST T—MOBILE RF DATA SHEET NUMBER 3 GROUND ROD DETAIL 4 SHEET FOR FINAL RF DESIGN do BOM. A-10 A-10 SCALE: 1 1/2" = 1'-0" 0 1 2 3 SCALE: N.T.S. /q— 1 Q ORIGINAL SIZE IN INCHES FROM ANTENNA • PLANNING • CONSTRUCTION ANTENNA CONNECTOR • ENGINEERING MANAGEMENT WEATHERPROOFING • SURVEYING TECTONIC Engineering & Surveying KIT (TYP) Consultants P.C. 1279 ROUTE 300 NEWBURGH, NY 12550 WEATHER PROOFING Phone: (845) 557-6656 Fax: (845) 567-8703 KIT (TYP) — JUMPER CABLE STANDARD GROUND metroP C S KIT (TYP) metroPCS WIRELESS, INC. 15 COMMERCE WAY, STE B NORTON, MA 02766 — CABLE DIVIDER ANTENNA CABLE TO MCA CABLE TRAY/CABLE COAX GROUND KIT —�\ BRIDGE (TYP) FROM ANTENNA APPROVALS BON FRAME SUPPORT - GB-0414—IT KIT N0. LANDLORD BONDED GB-0414—IT OR EQUAL -TO TOWER/ HYBRID CABLE RF MONOPOLE #? AWG BCW �— #2 AWG BCW, BONDED CONSTRUCTION _ TO BTS UNIT TO GROUND WIRE ALONG OPERATIONS SITE ACO. CABLE TRAY/CABLE PROJECT NUMBER DESIGNED BY BRIDGE TO CIGBE/MICB 7061.4SHM051A JO NOTE: REV DATE REVISION DRAWN BY *so DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO CIGBE. O 11/07/14 FOR COMMENT MP HYBRID CABLE CONNECTION , „/„/,4 FOR CONSTRUCTION MP GROUND WIRE TO GROUND ZL 12/17/14 ADDED STAIRS MP 3 1/05/15 PER COMMENTS MP AND GROUNDING DETAIL 2 BAR CONNECTION DETAIL A—g SCALE: NTS A-9 SCALE: NTS ISSUED BY DATE TO ELECTRIC DEMARC EXIST ELECTRIC METER MANUAL TRANSFER SWITCH �N OF M AS — PROPOSED tiG ' PPC 5 2 0� DONALD A. R+ � 1— 4 BENVIE -4 o CIVIL N 200A 2P I PROPOSED 0 7/1 2., ° ° O BATTERY o ° 0-0 ° No.3119�Q �Q I ( CABINET PROPOSED o ° o ° o o ° ° 6201 33 1 o olO 3/4" F`SSIO 20A-1P I ODE V1 ° 1 1 NAL 60A-2P I LEGEND SITE INFORMATION GENERATOR I/ 30A-2P I 1 4SHM051A RECEPTACLE I SURGE 1— COPPER TINNED GROUND BAR, 1/4"X 4"X 20 MA NORTHAMPTON II CAC 800530 I I SUPPRESSOR OR OTHER LENGTH AS REQUIRED ATWOOD DRIVE 2— INSULATORS, NEWTON INSTRUMENT CAT. NO. I I 3061-4 OR EQUAL, NORTHAMPTON, MA 01063 3— 5/8" LOCKWASHERS OR EQUAL 4— WALL MOUNTING BRACKET, NEWTON INSTRUMENT SERVICE I I CO. CAT NO. A-6056 OR EQUAL SHEET TITLE L GROUND —__J 5— 5/8-1 1 X 1" H.H.C.S.BOLTS CONFIGURATION ONE-LINE POWER PER NEC - r /� NOTE: JH DIAGRAM & DETAILS NOTE: ALL BOLTS, NUTS, WASHERS AND LOCK WASHERS 1. ONE LINE DIAGRAM IS GENERIC. ELECTRICAL DESIGN TO BE APPROVED & PERFORMED BY OTHERS. SHALL BE 18-8 STAINLESS STEEL. 2. EXIST ELECTRIC SERVICE MAY NEED TO BE UPGRADED IF REQUIRED. TO BE DESIGNED BY OTHERS. REFER TO LATEST T—MOBILE RF DATA SHEET NUMBER SHEET FOR FINAL RF DESIGN & BOM. 3 ONE- LINE POWER DIAGRAM r4 GROUNDING BAR DETAIL 0 1 2 3 A_ g A—g SCALE: NTS A—g SCALE: NTS ORIGINAL SIZE IN INCHES REPLACEMENT ANTENNA ANTENNA • SUPPORT PIPE • PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT • SURVEYING STAINLESS STEEL TECTONIC Engineering & Surveying Consultants P.C. HARDWARE 1279 ROUTE 300 NEWBURGH, NY 12550 Phone: ) 67-666 Fox: (845)(645 567-8705 3 5 TWO HOLE COPPER GROUND CABLE COMPRESSION metroP C S EGB TERMINAL 5 COMMERCE WIRELESS, INC. POWER PANEL 15 COMMERCE WAY, STE B PROPOSED GPS - ; GROUND BAR NORTON, MA 02766 • TELCO CABINET A NOTE: EXIST GPS UTILITY CONDUITS ELEVATION A 1. "DOUBLING UP" OR "STACKING" OF V V 1 v CONNECTION IS NOT PERMITTED. ® LOCK WASHER (TYP.) FLAT WASHER (TYP.) 2. OXIDE INHIBITING COMPOUND TO BE / ®STL E CABLE TRAY/CABLE BRIDGE USED AT ALL LOCATIONS. C O 3. CADWELD DOWNLEADS FROM UPPER APPROVALS 3/8"x1 1/4" HEX EGB, LOWER EGB AND MGB. LANDLORD G, NUT (TYP.) - BOLT 4. ALL GROUND LUGS MUST NE HEAT RF SHRUNK AT WIRE/LUG CONNECTION. CONSTRUCTION— - OPERATIONS PROPOSED PROPOSED PROPOSED SITE ACO. PPC 6201 BATTERY GROUND BAR PROJECT NUMBER DESIGNED BY ODE V1 CABINET G EXPOSED BARE COPPER TO BE KEPT TO 7061.4SHM051A JO GROUND CABLE ABSOLUTE MINIMUM, NO INSULATION ALLOWED REV DATE REVISION DRAWN BY PROPOSED MGB GROUND WITHIN THE COMPRESSION TERMINAL (TYPICAL) 0 11/07/14 FOR COMMENT MP G (SEE DETAIL 4/A-8) SECTION "A-A" z1 11/11/14 FOR CONSTRUCTION MP 12/17/14 ADDED STAIRS MP �- TO EXIST GROUND CONNECTION 2 GROUNDING BAR CONN . DETAIL 1/05/15 PER COMMENTS MP GROUNDING RISER DIAGRAM A-6 SCALE: NTS A-8 SCALE: NTS f—ISSUED BY DATE TO ANTENNA STRUT STRUT I �� — UNISTRUT I 1'-8' GROUND LUG -\ / P-1000 L-�— (TYP OF 2) I - UNISTRUT ANTENNA GROUND BAR �- COAX CABLE (TYP 2) �gN gS OFMg (TYPICAL FOR ALL) ' ' P 9 CIGBE (TOP) SEE NOTE 1. - ; ! yak cy d DONALD A. - �; BENVIE - STANDARD 1 1" v CIVIL CA CA GROUND KIT (TYP) -- �- FASTEN TO No.31193 HSS AS REQUIRED #2 AWG BCW LUG (TYP) - #6 AWG (PROVIDED i o WITH GROUNDING KIT) ;n a �1 FSS�ONALE lI - PROPOSED 200A ANTENNA GROUND BAR i i PPC (MODEL IS SITE INFORMATION CIGBE (BOTTOM) SEE NOTE 1. NOTES: i �; ;I TO BE DETERMINED) 4SHM051A 1. NUMBER OF GROUND BARS MAY MA NORTHAMPTON II CAC 800530 2 VARY DEPENDING ON THE TYPE OF II ATWOOD DRIVE (2) # AWG BCW \ TOWER. ANTENNA LOCATION AND j ; — NORTHAMPTON, MA 01063 CONNECTION ANTENNA LOCATION AND CONNECTION ORIENTATION. l i z I 2,_1„ T/STEEL PROVIDE AS REQUIRED. I I co� � � �' � PLATFORM SHEET TITLE GRADE 2. A SEPERATE GROUND BAR TO BE CONFIGURATION GROUNDING DIAGRAM #2 AWG BCW USED FOR GPS UNI IF REQUIRED. SIDE VIEW FRONT VIEW & DETAILS GROUND RING Z REFER TO LATEST T—MOBILE RF DATA SHEET FOR FINAL RF DESIGN do BOM. SHEET NUMBER 3 ANTENNA CABLE GROUNDING 4 PPC CABINET DETAIL o 1 2 3 A_ 8 A-8 SCALE: NTS A-8 SCALE: 1/2" = 1'-0" ORIGINAL SIZE IN INCHES • PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT HSS 1.660x0.140 TOP RAIL • SURVEYING TECTONIC Engineering & Surveying 1 I Consultants P.C. 1 1279 ROUTE 300 NEWBURGH, NY 12550 HSS 1.900x0.145 1 Phone: (845) 567-6656 HSS 1.6600.140 TOP RAIL POST 0 5'-0" OC MAX - i Fax: (645) 567-8703 metroP C S HSS 1.900x0.145 meCOMME WIRELESS, INC. HSS 1.660x0.140 I I 15 COMMERCE WAY, STE 8 POST @ 5'-0" OC MAX - i INTERMEDIATE RAIL - I NORTON, MA 02766 II II II O N II II I I I I � I I - MCAS0 I HSS 1.6600.140 1 APPROVALS INTERMEDIATE RAIL -� i i ° TYP LANDLORD I I RF — N �{ 1/4"x4 R i i - L3x3x 1/4 CONSTRUCTION / TOE GUARD \ (FOR SIDE sITERncaNS —_-- L3x3x1/4 \ 1 1 MOUNT ` 1 I PROJECT NUMBER DESIGNED BY _1 T/GRATING - p i CONNECTION) 7061.4SHM051A� JD i I 1 REV DATE REVISION DRAWN BY L2x2x3/8" I I 3/4' DIA BOLT I _1 D 11/07/14 FOR COMMENT MP T/GRATING (TYP) -- 3/4"DIA BOLT 1 11/n/14 FOR CONSTRUCTION MP (TYP) Q2 12/17/14 ADDED STAIRS MP T & B �. Q3 1/05/15 PER COMMENTS MP 1/2"0 BOLT - / / W-SHAPE - CIZXZO.7 "-- ISSUED BY DATE _ R 3/8n �D II RAILING POST DETAIL ( PLATFORM )- 2 1 RAILING POST DETAIL (STAIRS) A SCALE: 1" = 1'-0" '(NOFMASSgcy, A-7 SCALE: 1" = 1'-0" DONALD A. o B CIVIL cn U No.31193 �Q fl'_ 1/4" 1'-0" MAX. 1/8" '° aF/ON Al o- 4j,_ SITE INFORMATION / — — 4SHM051A 3 SIDES (3) SIDES 1"0 MA NORTHAMPTON II CAC 800530 �(2) 1/2" DIA BOLTS G\ + CONNECTING ATWOOD DRIVE L 2x2x3/16 x PIPE NORTHAMPTON, MA 01063 CORNER DETAIL < RAILING SPLICE TOE GUARD SPLICE - CONFIGURATION DETAILS SHEET TITLE 3 DETAIL @ CORNER RAILING 5A 4 LING POS T DETAIL A-� SCALE: 3" = 1'-0" REFER TO LATEST T—MOBILE RF DATA A-� SCALE: 1/2" = 1'-O" SHEET FOR FINAL RF DESIGN do BOM. SHEET NUMBER 0 1 2 3 A- 7 ORIGINAL SIZE IN INCHES PROPOSED RAILING L 3x3x3/8 (SEE DETAIL 2/A-7) (6" LONG, NW, FS) (TYP) — • PLANNING • CONSTRUCTION PROPOSED TOE GUARD COPE AS • ENGINEERING MANAGEMENT - SURVEYING PROPOSED RAILING REQUIRED (TYP) — TECTONIC Engineering & Surveying Consultants P.C. (SEE DETAIL 1/A-7) 1/2" DIA L 2x2x3/8' (TYP) NEWBURGH,E NY 12550 BOLT (TYP) — C 12X2D.7 Fax: (645)55676870356 10 TREADS = 9'-3" C12 203 L 2x2x3 8" TYP — GRATING (TYP) ._______`_ - metroPCS / (TYP) metroPCS WIRELESS, INC. ° 1/2" DIA + + - 15 COMMERCE WAY, STE B 1'-0' I i —� BOLT MID) � � NORTON, MA 02766 CN 1 + + ao - � C O WN 4 ,� PROPOSED B Lo-- W8x18 A-6 CONCRETE W8X18 A� E II ® MID) i I (TYP) i� PAD " ® �• / APPROVALS SEE I / LANDLORD cn j \ ® DETAIL J' BOLT DD RF 2/A-6 1'—O" F-- CONSTRUCTION ( t \ TREAD 4'-0" —_ I OPERATIONS \ -►{ SITE ACQ. 6'-0' PROJECT NUMBER DESIGNED BY "" j^�-------- 7061.4SHM051A JQ — SEE DETAIL 3/A-6 REV DATE REVISION DRAWN BY A 11/07/14 FOR COMMENT MP 1 S TA I R ELEVATION 2 CONNECTION DETAIL 3 CONNECTION DETAIL o 12/17/14 ADDED O STAIRS MP MP Q3 1/05/15 PER COMMENTS MP A-6 SCALE: 1/4" = 1'-0" A-6 SCALE: 3/4" = 1'-0" A-6 SCALE: 1/2" = 1'-0" C12x20.7 / L6x4x3/8" (LLV) (0'-9" LONG) ISSUED BY DATE 6'-0" g 5/8" DIA BOLT —� W VERTICAL SLOTTED HOLES SEE DETAIL 5/A-6 5/8" DIA BOLT 1 5/8"0 HILTI HIT W/VERTICAL SLOTTED HY-200 W/3 1/8" ��OF M,4 T/CONCRETE SLAB C12x20.7 — HOLES ( EMBEDMENT (TYP) ya`�P gcyG 5/8"0 HILTI HIT = A. N o DONALD HY-200 W/3-1/8° BENVIE a cn \ v #4 � 12" O.C. a T/CONCRETE SLAB EMBEDMENT Lo , O CIVIL (EW, T&B) �- L6x4x3/8" (LLV) ( No,31193 Q v` (0'-9" LONG) + qF Q,�G\��tcr I I GISTS T/GRADE SIONA. °D \ T T/EXIST N _ GRADE — n} 1 r SITE INFORMATION 4SHM051A ` moo d � MA NORTHAMPTON II CAC 800530 ATWOOD DRIVE 3 — \ \\ \\\ w-j I DETAIL 6 D ETA I L NORTHAMPTON, MA 01063 CLEAR 5 ( ) — COMPACTED A_6 SCALE: 1" = 1'-0" (NP) CRUSHED STONE SCALE: 1' = 1'-0" A-6 SHEET TITLE— COMPACTED NATIVE SOIL CONFIGURATION DETAILS OR STRUCTURAL FILL 4 CONCRETE SLAB DETAIL 5A A-6 REFER TO LATEST T—MOBILE RF DATA SCALE: 3/4" = 1'-0" SHEET FOR FINAL RF DESIGN & BOM. SHEET NUMBER 0 1 2 3 A— v(� mmmi ORIGINAL SIZE IN INCHES N W8x18 -� � 5'-7" COPE AS REQUIRED (TYP) • PLANNING • CONSTRUCTION HSS4x4x3/8" L3x3x3/8" (TYP) W8x18 II' BENT ENGINEERING - SURVEYINGNT 1'-10" 3'-9° NS, FS 0'-6" LONG w /, TECTONIC Engineering & Surveying (TYP) ( ) COPE II r Consultants P.C. Q I AS / E 0W8x18 � NEWBURGH. NY 12550 3 3/4"0 BOLT (TYP) L3x3 �x Pho : (845) 567-66 5 6 I SEE (NP / Fax: (845) 567-8703 X DETAIL a -5 I 3/A 2 metro P C S a J �\1 O 4 A-6 I �lF metroPCS WIRELESS, INC. 1 + — 15 COMMERCE WAY, STE B W8X 18- I. ''`T NORTON, MA 02766 X' C 1 2X20.7 00 3 2 I IW8x8 W8x8 (TYP) DRILL 13/16" DIA W8x18 HOLES FOR 3/4" 6 00 A��E X _ I DIA BOLTS (TYP) - 00 W8x18 ro o 1 (30 —_ I� I L3X3X3/8 APPROVALS I� i N I I I I 2 (0'-6' LONG) (TYP) LANDLORD .— W8x,s DETAIL 3 DETAIL RF DO CONSTRUCTION I� I A-5 SCALE: 1-1/2" = 1'-0" A-5 SCALE: 1" = 1'-0" OPERATIONS N I m SITE ACQ. W8x18 Z PROJECT NUMBER DESIGNED BY Cam' i x C 1 2X20.7 I 7061.4SHMOSI—A JQ - Q 2'-0" DIA I �� cq ��' \ CONCRETE REV DATE REVISION DRAWN BY Ix �. xl �. ' Lip O CL I� �� r,.11 I I' '� , PIER Qp 11/07/14 FOR COMMENT MP 1 I (i`-R 7 11/77/14 FOR CONSTRUCTION MP N I J I, a HSS4x4x3/8" 3' 0 N II/ I O r II 4 .-�� 2 12/17/14 ADDED STAIRS MP r I - 5/8"0 HILTI HIT • • _L_3_X3 VJ8x18 -L3x3 �l�, A-5 3 01/05/15 PER COMMENTS MP 2'-0" L / HY-200 ANCHORS w I ' W/5-5/8" EMBED (TYP) - �- - o I (TYP) < / - R 3/4"x12"x1'-0" • `p N I (SEE DETAIL 7/A-5) I ISSUED BY DATE EQUIPMENT PLATFORM PLAN " I - 1/2 11 NON-SHRINK GROUT 41 - #3 TIES A-5 3/8 SCALE: " = 1'-0" I I -- _ - -- - - - - EXIST GRADE (6)-#5 EQ. SPACED 2'-0" 4 b: � 6 D ETA I L ��OF MA W8x18 (TYP) - A-5 yG L3x3x3/8" SCALE: 3/4" = 1'-0" ? 3/8" STIFF IL' (TYP) j (TYP) NS, FS W P (TYP) (4) #3 TIES ,� - - - DONALD A. a j (0'-6" LONG) /� _ BENVIE -a /_ 1 � 4 0/C - �- (5) 1'-0" � CIVIL �' -i - - - - - - - - #3 TIES v No.31193 Q + - a 10" 0/C 1 1/2. 1 HSS 4x4x3/8„ -- 2'-0' DIA PIER C° z TYP I E + d �- (L 3/4'x12"x1'-o" FFSSIONALE - - - - - - - - - - - - - - - #5 BARS o R 1/2"x6"x0'-10" (TYP OF 6) �• I do'/ 5/8"0 HILTI HIT 3" '�e314 _ r) -J I HY-200 ANCHORS SITE INFORMATION TYP A65 U W/5-5/8" EMBED (NP) 4 M0 NORTHAMPTON II CAC 800530 o I I 3/8 3„ ° DETAIL ATWOOD DRIVE GUSSET R (CLR.)(TYP) NORTHAMPTON, MA 01063 (TYP) ° A5 3"� HOLE FIN _ _ SCALE: 3/4" = 1'-0" X3/8" HOLE L GROUT -' �-EQ EQ CONFIGURATION sHEEr nnE EQUIPMENT PLATFORM YP) #4 oowEL 2'-0" n PLAN & DETAILS joinii xx / DIAMETER {� REFER TO LATEST T-MOBILE RF DATA SHEET NUMBER FOR FINAL RF DESIGN & 130M. DETAIL 2 3 4 DETAIL 5 A- 5 A-5 SCALE: 1" = 1'-0" A-5 SCALE: 1/2" = 1'-0" ORIGINAL SIZE IN INCHES or N ° THE PROPOSED MOUNTS & EXISTING MONOPOLE SHALL C) BE STRUCTURALLY ANALYZED BY A PROFESSIONAL � ENGINEER LICENSED IN THE COMMONWEALTH OF r' • PLANNING CONSTRUCTION • ENGINEERING MANAGEMENT EXIST (1) METROPCS = II MASSACHUSETTS (TO BE COORDINATED BY OTHERS). • .SURVEYING ALPHA SECTOR ANTENNA a N TECTONIC Engineering & Surveying TO BE REPLACED BY Q Q Consultants P.C. PROPOSED (2) AIR21 EXIST METROPCS ANTENNA NEWBURGH, NY 12550 ANTENNAS ON 1279 ROUTE 300 REPLACEMENT MOUNT —� MOUNT TO BE REPLACED Fax:"(845)55676870356 — EXIST .- = metroP C S y 162'-O"± —0"t MONOPOLE metroPCS WIRELESS, INC. • =� `"�.� 15 COMMERCE WAY, STE B NORTON, MA 02766 X owN GAMMA SECTOR CA' AZ = 270' `` FM EXIST (1) METROPCS APPROVALS GAMMA SECTOR ANTENNA TO BE _ LANDLORD RF REPLACED BY �'� PROPOSED (2) AIR21 - — EXIST (1) METROPCS BETA SECTOR OPERATIONS CONSTRUCTION--_—.-- ANTENNAS ON w i ANTENNA TO BE REPLACED BY OPERATIONS REPLACEMENT MOUNT v '� PROPOSED 2 AIR21 ANTENNAS ON — PROPOSED srrE Aco. y O HSS 2.875x0.203 PROJECT NUMBER DESIGNED BY REPLACEMENT MOUNT MOUNTING PIPE lP 7061.4SHMOSIA JO 1 (5'-6" LONG) REV DATE REVISION DRAWN BY Z: 0 _ PROPOSED 0 11/07/14 FOR COMMENT MP MOUNTING BRACKET Qi 11/11/14 FOR CONSTRUCTION MP EXIST ANTENNA PLAN Q 12/17/14 ADDED STAIRS MP 1 �� Q3 1/05/15 PER COMMENTS MP A-4 8" = ' " PROPOSED SCALE: 3 1 -0 / AIR21 ANTENNA REPLACEMENT ALPHA ISSUED BY DATE SECTOR AIR21 ~ B2A/B4P ANTENNA L PROPOSED ALPHA SECTOR AIR21 (SEE DETAIL 3/A-4) = 11 B4A/B2P ANTENNA OF Mq a Q (SEE DETAIL 3/A-4) �PX'(N 4 Q — PROPOSED ANTENNA MOUNT VALMONT P/N# UDS—NP DONALD A. G� � BENVIE PROPOSED EXIST — 0 CIVIL GAMMA SECTOR AIR21 162'—O"± PROPOSED FIBER/DC No.31193 Q 64A/82P ANTENNA MONOPOLE — \ JUMPERS FROM CABLE o 9FCi1STEP� �'� (SEE DETAIL 3/A-4) - DIVIDER TO PROPOSED ANTENNAS PROPOSED T-MOBILE FIBER `�I�NA ENG \ AND POWER JUMPER CABLES \ - REPLACEMENT SITE INFORMATION 4SHM051A S SECTOR AIR21 3 D ETAI L MA NORTHAMPTON II CAC 800530 GAMMA SECTOR B2A/B4P ANTENNA AZ = 270' \ (SEE DETAIL 3/A-4) A-4 SCALE: 1/2" = 1'-0" ATWOOD DRIVE \ / / NORTHAMPTON, MA 01063 � N � SHEET TITLE REPLACEMENT GAMMA ) CONFIGURATION SECTOR AIR21 ANTENNA LAYOUT PLANS / 82A/64P ANTENNA & DETAILS (SEE DETAIL 3/A-4) J -- PROPOSED BETA SECTOR 5'L�,` AIR21 B4A/B2P ANTENNA PROPOSED CABLE DIVIDER — (SEE DETAIL 3/A-4) REFER TO LATEST T—MOBILE RF DATA SHEET FOR FINAL RF DESIGN & BOM. SHEET NUMBER 2 PROPOSED ANTENNA PLAN o 1 2 3 A- 4 A-4 SCALE: 3/8" = 1'-0" ORIGINAL SIZE IN INCHES i T/EXIST EXIST ANTENNA SCHEDULE TECTONIC THE PROPOSED MOUNTS & EXISTING MONOPOLE SHALL MONOPOLE SECTOR MAKE QUANTITY MODEL# SIZE (INCHES) BE STRUCTURALLY ANALYZED BY A PROFESSIONAL 162'-O"± AGL EXIST ANTENNA • PLANNING • CONSTRUCTION ENGINEER LICENSED IN THE COMMONWEALTH OF j TYP BY OTHERS ENGINEERING MANAGEMENT MASSACHUSETTS (TO BE COORDINATED BY OTHERS). I ( ) ( ) ALPHA RFS 1 APXV18-206517S 72.Ox6.8x3.15 • SURVEYING 153'-O"± AGL TECTONIC Engineering & Surveying BETA RFS 1 APXV18-2065175 72.Ox6.8x3.15 Consultants P.C. 1279 ROUTE 300 EXIST ANTENNA NEWBURGH. NY 12550 ELEVATION NOTE: (TYP) (BY OTHERS) GAMMA RFS 1 APXV18-206517S 72.0x6.8x3.15 F— (845) 5576870356 ELEVATION OF EXIST MONOPOLE HAS BEEN ARBITRARILY 143'-O"t AGL ASSIGNED AS EL 277'-0"t. THIS IS APPROXIMATELY -- PROPOSED ANTENNA SCHEDULE metroPCS 162'-O"± ABOVE GRADE WHICH WAS ESTIMATED AS EL EXIST METROPCS ANTENNA TO BE 115'-O"± TAKEN FROM U.S.G.S. QUAD MAP, AND DOES j REPLACED BY PROPOSED AIR21 SECTOR MAKE QUANTITY MODEL# SIZE (INCHES) 15etroPCS WIRELES WAYS,S NC. / NOT NECESSARILY CORRESPOND TO ACTUAL ELEVATION ANTENNA ON REPLACEMENT MOUNT 7YP OF 2 PER SECTOR, TOTAL OF 6 ALPHA ERICSSON 1 AIR21 B2A/B4P 12x8x56 NORTON, MA 02766 � ABOVE SEA LEVEL. ALL OTHER ELEVATIONS INDICATED ( ) ERICSSON 1 AIR21 B4A/B2P 12x8x56 WERE DETERMINED ON THIS BASIS. (SEE DETAIL 2/A-3) 132'-O"t AGL BETA ERICSSON 1 AIR21 62A/64P 12x8x56 ERICSSON 1 AIR21 B4A/B2P 12x8x56 ASTL E II GAMMA ERICSSON 1 AIR21 B2A/B4P 12x8x56 ERICSSON 1 AIR21 134A/82P 12x8x56 APPROVALS LANDLORD ._ RF ( I CONSTRUCTION --- ( � OPERATIONS 12" SITE ACO. PROJECT NUMBER DESIGNED BY 7061.4SHM051A JO j I REV DATE REVISION DRAWN BY 11/07/14 rOR COMMENT MP J TOP 1 11/11/14 FOR CONSTRUCTION MP 12/17/14 ADDED STAIRS MP CO 12" 3 1/05/15 PER COMMENTS MP 7. PROPOSED (1) METROPCS —�- HCS 9X18 MLE (FIBER) CABLE ROUTED ALONG EXIST COAX CABLES I ISSUED BY DATE III EXIST (6) METROPCS ! I rn rn 1-5/8" COAX CABLES I � �N OF Mq&,g TO BE CAPPED & WRAPPED I o�� DONALD A +el �I BENVIE -4 u CIVIL No.31193 Q PROPOSED METROPCS I I 9FGISTEP�o `tom BATTERY CABINET I FRONT SIDE PROPOSED METROPCS 200A PPC I PROPOSED METROPCS AIR 21 SITE INFORMATION CABINET MOUNTED ON UNISTRUTS PER 1 6201 ODE V1 CABINET 4SHM051A MANUFACTURER'S SPECIFICATIONS (MODEL TO BE DETERMINED) (SEE DETAIL 4/A-8) EXIST 100A CABINET D ETA I L MA NORTHAMPTON II CAC 800530 EXIST RAISED EQUIPMENT PROPOSED REMOVED 2 ATWOOD DRIVE A-3 SHELTER (TYP) (BY OTHERS) METROPCS—, ( I � — EXIST METROPCS NORTEL RBS SCALE: 1/2" = 1'-0 RAISED PLATFORM " NORTHAMPTON, MA 01063 3231 CABINET TO BE REMOVED (SEE SHEET S-1) \I -- - - CONFIGURATION SHEET TITLE - EXIST FENCE ELEVATION & DETAIL w -y' l ) --- -- -- EXIST GRADE 5A _ = REFER TO LATEST T-MOBILE RF DATA r �' — !_ SHEET FOR FINAL RF DESIGN & BOM. SHEET NUMBER ELEVATION 0 1 2 3 A- 3 A-3 SCALE: 0""1 16 = 1'- / ORIGINAL SIZE IN INCHES N HCS LENGTH TECTONIC FROM EQUIPMENT CABINET TO ANTENNA • PLANNING • CONSTRUCTION • ENGINEERING MANAGEMENT SECTOR ALPHA BETA GAMMA • SURVEYING TECTONIC Engineering & Surveying - EXIST METROPCS LENGTH 150'± 150'± 150'± Consultants P.C. CABLE BRIDGE SIZE 1" NEWBURGH,E NY00 12550 Phone: (845) 567-6656 HCS 9x18 MLE F..; .,,, 567-8703 3 PROPOSED METROPCS metroP C s x EXIST METROPCS GPS UNIT -� A-2 6201 ODE V1 CABINET 0- \ (D 6'-0" 5 COO S WIRELESS, INC. 15 COMMERCE WAY, STE 8 0-- - PROPOSED 2" RGS CONDUIT NORTON, MA 02766 o PROPOSED 2'0 �' ' CONCRETE PIER (TYP) Q /- EXIST ME-TROPCS _ GPS UNIT _ 7 - - - EXIST METROPCS NORTEL RIBS (SEE DETAIL 5/A-5) O v Y _ ASTL� -_ 3231 CABINET TO BE REMOVED � ! � - -- PROPOSED METROPCS BATTERY CABINET APPROVALS � PROPOSED METROPCS EXIST EXIST METROPCS 100A PPC LANDLORD r— I ( L EQUIPMENT RAISED STEEL CABINET TO BE REMOVED '>,- I / RF NORTEL I Z�� - - PLATFORM (SEE SHEET A-5) i RBS 3231 I CONSTRUCTION — / OPERATIONS -r CABINET lid I PROPOSED METROPCS L_� ,I _° f' STAIRS (SEE DETAIL 1/A-6) SITE ACO. EXIST ' " /� PROJECT NUMBER DESIGNED BY EXIST III - EXIST (6) METROPCS I - PROPOSED 7061.4SHM051A Jo M ETA PPC / 1-5/8" COAX CABLES I 3'-5' I REV DATE REVISION DRAWN BY ROUTED ALONG EXIST METROPCS RAILING 11/07/14 FOR COMMENT MP CABINET _ - / SEE DETAIL 2 A-7 CABLE BRIDGE PROPOSED (1) METROPCS HCS I = � ( / ) 9X18 MILE (FIBER) CABLE L I Q1 11/11/14 FOR CONSTRUCTION MP ROUTED ALONG EXIST COAX I PROPOSED METROPCS Q 12/17/14 ADDED STAIRS MP EXIST CABLES ON EXIST CABLE BRIDGE - - - - "" - 200A PPC CABINET Q3 1/05/15 PER COMMENTS MP METROPCS - - - - MOUNTED ON UNISTRUTS CABLE BRIDGE EXIST (6) METROPCS 6' 1-5 8" COAX CABLES _ PER MANUFACTURER'S / SPECIFICATIONS (MODEL TO BE CAPPED & WRAPPED - INSTALL DIAMOND PLATE OR TO BE DETERMINED) ISSUED BY DATE PROPOSED METROPCS GPS REMOVABLE GRATING AS (SEE DETAIL 4/A-8) UNIT (SEE DETAIL 4/A-2) - NECESSARY OVER OPENING EXIST EQUIPMENT P LA N A_2 2 PROPOSED EQUIPMENT PLAN SCALE: 1/4 = I'—o' PROPOSED METROPCS GPS OF Mq PROPOSED METROPCS UNIT (SEE DETAIL 4/A-2) A-2 SCALE: 1/4" = 1'—O' 2�401� S�CyG 200A PPC CABINET PROPOSED EXIST METROPCS GPS UNIT DONALD A. MOUNTED ON UNISTRUTS METROPCS BENVIE -4 PER MANUFACTURER'S 6201 ODE ° CIVIL cn U SPECIFICATIONS (MODEL V1 CABINET EXIST METROPCS NORTEL RBS No.31193 44� 3231 CABINET TO BE REMOVED .0 9FGISTfcQ'4'\�� TO BE DETERMINED) PROPOSED GPS (SEE DETAIL 4/A-8) -� - - EXIST METROPCS UNIT SIONAI ---- PROPOSED METROPCS 1 %1 CABLE BRIDGE EXIST CABLE EQUIPMENT RAISED STEEL BRIDGE POST PLATFORM (SEE SHEET A-5) -� - SITE INFORMATION -- EXIST METROPCS — PROPOSED 4SHM051A PROPOSED LA I 100A PPC PIPE TO PIPE MA NORTHAMPTON II CAC 800530 CONCRETE SLAB o I`' / l CABINET TO CLAMP SITE (SEE DETAIL 4/A-6) I', o cn # ATWOOD DRIVE BE REMOVED PRO DCP12 i (n P) NORTHAMPTON, MA 01063 J!,F EXIST CO N o FENCE — ® _ I I I'I I '... 'I I I SHEET TITLE ® CD I II I I I I I CONFIGURATION ® �L EQUIPMENT LAYOUT " 6 ( ' u PLANS & DETAIL 2'-7 L_ �I! A ® i I GPS UNIT D ETA I SHEET FOR FINAL RFMDES DESIGN & BOM. PROPOSED 2'� / SHEET NUMBER 4 CONCRETE PIER (TYP) � PROPOSED EQUIPMENT ELEVATION A-2 SCALE: 3/4" = 1'-0" p � 2 3 (SEE DETAIL 5/A-5) 3 A- 2 A-2 SCALE: 3/16" = 1'-0' / ORIGINAL SIZE IN INCHES II N TECTONIC EXIST CSC — EXIST METER BANK PLANNING • CONSTRUCTION ENGINEERING MANAGEMENT EXIST 12'-6ef CABINET BY OTHERS) • SURVEYING WIDE ACCESS GATE —�� (BY OTHERS) — EXIST MESA CABINET TECTONIC Engineering & Surveying _ ON TELCO VAULT (BY OTHERS) Consultants P.C. 1279 ROUTE 300 X X (--X— ---'---X-- -----X----- NEWBURGH, NY 12550 Phone: (645) 567-6656 Fox: (645) 567-8703 X metroP C S X I . metroPCS WIRELESS, INC. 15 COMMERCE WAY, Cl- Q x — NORTON, MA 02766 X LEASE AREA NOTE: EXISTING: 60 SQ. FT, C O x , 'E PROPOSED: 84.5 SQ. FT. TOTAL: 144.5 SQ. FT. APPROVALS X LANDLORD X RF EXIST — PROPOSED 6'x10' CONSTRUCTION EXIST CABLE � METROPCS OPERATIONS BRIDGE (BY OTHERS) ,' CPS UNIT % METROPCS RAISED SITE ACO. x - _--L� _ -- - r-- - X STEEL PLATFORM PROJECT NUMBER DESIGNED BY (SEE SHEET A-2) EXIST T r7061.4SHM051A JO REV DATE REVISION DRAWN BY MONOPOLE °` __ 14'-1" QO 11/07/14 FOR COMMENT MP 1 11/71/14 FOR CONSTRUCTION MP EXIST MONOPOLE i p '� _�� CONCRETE FOUNDATION — Q2 12/17/14 ADDED STAIRS MP In I 3 1/05/15 PER COMMENTS MP CD 1 x � _- 2 -7 ISSUED BY DATE i EXIST (6) METROPCS PROPOSED � METROPCS GPS UNIT 1-5/8' COAX CABLES X TO BE CAPPED & WRAPPED _ (SEE DETAIL 4/A-2) OF 1448%9 x PROPOSED (1) �� i j- x �02� DONALD A. %p METROPCS HCS 9X18 BENVIE in MLE (FIBER) CABLE 0 CIVIL N X ROUTED ALONG EXIST -- - - ----I No.31193 COAX CABLES ON �...._ EXIST EQUIPMENT x — EXIST CHAIN 9F 1EP�O��c`�Q EXIST CABLE BRIDGE SHELTER (BY OTHERS) LINK FENCE SS/ONAL -X- - x X-- -- SITE INFORMATION 4SHM051A x-- -- X— MA NORTHAMPTON II CAC 800530 ATWOOD DRIVE NORTHAMPTON, MA 01063 NOTES: 1. CONTRACTOR SHALL FIELD VERIFY THE ADEQUACY TO ROUTE THE HCS 9x18 sHEEr TITLE MLE (FIBER) CABLE ALONG THE INTERIOR OF THE MONOPOLE PRIOR TO SITE PLAN CONFIGURATION SITE PLAN CONSTRUCTION. 2. CONTRACTOR TO MATCH ANTENNA AZIMUTHS AND DOWNTILTS TO EXISTING A-1 SCALE: 1/16" = V-0' 5A ` CONDITION AND NOTIFY RF ENGINEER OF ANY DISCREPANCY. REFER TO LATEST T- 3. LOCK & TAG BREAKERS FOR ALL EQUIPMENT BEING TURNED OFF (WHEN MOBILE RF DATA SHEET NUMBER SHEET FOR FINAL RF do DESIGN BOM. APPLICABLE). o 1 2 3 A_ � 4. CONTRACTOR TO RE-VERIFY CABLE LENGTHS PRIOR TO CONSTRUCTION. 5. SEE RFDS FOR FINAL EQUIPMENT CONFIGURATION. ORIGINAL SIZE IN INCHES TECTONIC CODE ANALYSIS ENGINEERING MANAGEMENT aw Of„xftmym • SURVEYING �ebrllmnnf LIST OF CODES FOR MASSACHUSETTS: TECTONIC Engineering & Surveying t ^�'''!1n RkNie �"i6 - MASSACHUSETTS BUILDING CODE (8TH EDITION) Consultants P.C. 212 X111 NEW ROUTE Y 1 NEC (NATIONAL ELECTRIC CODE) PhoB; (54 NY 12550 Phone; (845) 567-6656 on' MA 01060 Fox: (845) 567-8703 -PER SECTION 107.2.5, ALL PROPOSED WORK IS ALTERATIONS TO AN EXISTING FACILITY, THEREFORE NO GRADING OR EXPANSION IS PROPOSED, THEREFORE NO BOUNDARY SURVEY metroPCS MA NORTHAMPTON 11 CAC, 800530 OR GRADING PLANS ARE INCLUDED. metroPCS WIRELESS, INC. -PER SECTION 107.6.2.2, THE REGISTERED DESIGN PROFESSIONALS WHO ARE RESPONSIBLE 15 COMMERCE WAY, STE B SITE NAME' FOR THE DESIGN, PLANS, CALCULATIONS, AND SPECIFICATIONS, THEIR DESIGNEE OR THE NORTON, MA 02766 REGISTERED DESIGN PROFESSIONALS WHO HAVE BEEN RETAINED FOR CONSTRUCTION PHASE SERVICES, SHALL PERFORM THE FOLLOWING TASKS: SITE ID NUMBER: 4SHM051A -REVIEW, FOR CONFORMANCE TO THIS CODE AND THE DESIGN CONCEPT, SHOP DRAWINGS, O'n/n1 SAMPLES AND OTHER SUBMITTALS BY THE CONTRACTOR IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. ! Y c PERFORM THE DUTIES FOR REGISTERED DESIGN PROFESSIONALS IN CHAPTER 17. J • SITE ADDRESS: ATWOOD DRIVE •BE PRESENT AT INTERVALS APPROPRIATE TO THE STAGE OF CONSTRUCTION TO BECOME GENERALLY FAMILIAR WITH THE PROGRESS AND QUALITY OF THE WORK AND TO DETERMINE APPROVALS NORTHAMPTON, MA 01063 IF THE WORK IS BEING PERFORMED IN A MANNER CONSISTENT WITH THE CONSTRUCTION DOCUMENTS AND THE MASSACHUSETTS BUILDING CODE (8TH EDITION) LANDLORD__- ftF —PER SECTION 107.6.3, THE ACTUAL CONSTRUCTION OF THE WORK SHALL BE CONSTRUCTION_— _- THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AS IDENTIFIED ON THE APPROVED OPERATIONS BUILDING PERMIT AND SHALL INVOLVE THE FOLLOWING: SITE ACq. PROJECT SUMMARY SITE DIRECTIONS •EXECUTION OF ALL WORK IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. -EXECUTION AND CONTROL OF ALL METHODS OF CONSTRUCTION IN A SAFE AND PROJECT NUMBER DESIGNED BY SITE ID NUMBER: 4SHM051A HEAD NORTHEAST ON COMMERCE WAY TOWARD N BOUNDARY SATISFACTORY MANNER IN ACCORDANCE WITH ALL APPLICABLE LOCAL, STATE, AND FEDERAL 7061.4SHM051A JO RD/S WASHINGTON ST. TURN RIGHT ONTO N BOUNDARY STATUTES AND REGULATIONS. -UPON COMPLETION OF THE CONSTRUCTION, CERTIFICATION IN WRITING TO THE REGISTERED REV DATE REVISION DRAWN 13Y SITE NAME: MA NORTHAMPTON II CAC 800530 RD/S WASHINGTON ST. TURN LEFT ONTO INDUSTRIAL PARK DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE THAT, TO THE BEST OF THE CONTRACTOR'S AS 11/07/14 FOR COMMENT MP RD. TURN LEFT ONTO BAY ST. TURN LEFT ONTO THE KNOWLEDGE AND BELIEF, CONSTRUCTION HAS BEEN DONE IN SUBSTANTIAL ACCORD WITH t 11/11/14 FOR CONSTRUCTION MP CROWN BU#: 800530 INTERSTATE 495 N RAMP TO MANSFIELD/MARLBORO. MERGE SECTION 107.6 AND WITH ALL PERTINENT DEVIATIONS SPECIFICALLY NOTED. THE BUILDING ONTO I-495 N. TAKE EXIT 22 FOR I-90 TOWARD OFFICIAL MAY REQUIRE A COPY OF THIS CERTIFICATION. Q2 12/17/14 ADDED STAIRS MP SITE ADDRESS: ATWOOD DRIVE 3 1/05/15 PER COMMENTS MP NORTHAMPTON, MA 01063 MASS/PIKE/BOSTON/ALBANY NY. KEEP LEFT AT THE FORK, -PER SECTION 110.3.10, A FINAL INSPECTION SHALL BE MADE AFTER ALL WORK REQUIRED B FOLLOW SIGNS FOR 1-90 W/SPRINGFIELD/ALBANY AND THE BUILDING PERMIT 15 COMPLETED. COUNTY: HAMPSHIRE MERGE ONTO 1-90 W. TAKE THE EXIT TOWARD 1-91 N. KEEP LEFT AT THE FORK, FOLLOW SIGNS FOR 1-91 N/HOLYOKE PROPERTY OWNER: CROWN CASTLE USA AND MERGE ONTO 1-91 N. TAKE EXIT 18 TO MERGE ONTO SHEET INDEX ISSUED BY �E-� US-5 S/MT TOM RD. MERGE ONTO US-5 S/MT TOM RD. APPLICANT: metroPCS WIRELESS, INC. TURN RIGHT ONTO ATWOOD DR. SHEET DESCRIPTION NO 15 COMMERCE WAY, STE 8 T-1 TITLE SHEET _ 3 NORTON, MA 02766 LOCATION MAP SCALE: NTS �.�H OF Mq`SS A-1 SITE PLAN 3 ' A-2 EQUIPMENT LAYOUT PLANS & DETAIL 3 G ENGINEER: TECTONIC ENGINEERING & N A-3 ELEVATION & DETAIL 3 DONALD A. SURVEYING CONSULTANTS P.C. cz A-4 ANTENNA LAYOUT PLANS & DETAILS 3 _ BENVIE 1279 ROUTE 300 A-5 EQUIPMENT PLATFORM PLAN & DETAILS 3 v CIVIL N NEWBURGH, NY 12550 � A-6 DETAILS 3 No.31193 ror. A-7 DETAILS —_— --- 3 0 CONTACT: JAMES QUICKSELL a.,,P,, PHONE: (845) 567-6656 EXT. 2835 __ A-8 _ GROUNDING DIAGRAM & DETAILS 3 pISfE G�r1 SITE A-9 ONE—LINE POWER DIAGRAM & DETAILS 3 NA'�—fcr Q A-10 GROUNDING & UTILITY PLAN & DETAILS 3 SITE ACQUISITION: CROWN CASTLE g4 A-11 GENERAL NOTES 3 500 WEST CUMMINGS PARK aro A-12 ELECTRIC & GROUNDING NO_T_ES 3_ SUITE 3600 t TnFnntr!'g11+ A-13 STRUCTURAL & EARTHWORK NOTES 3 SITE INFORMATION WOBURN, MA 01801 nneoodD A-141 CONCRETE NOTES 3 4SHM051A CONTACT: RUSS CLARK ; THIS SET OF PLANS SHALL NOT BE UTILIZED AS CONSTRUCTION PHONE: (781) 970-0067 ti DOCUMENTS UNTIL ALL ITEMS HAVE BEEN ADDRESSED AND EACH NORTHAMPTON II CAC 800530 AT OF THE DRAWINGS HAS BEEN REVISED AND ISSUED ATWOOD DRIVE PARCEL INFO: 39-060-001 3 "FOR CONSTRUCTION". NORTHAMPTON, MA 01063 LATITUDE: (NAD 83) 42.3027153' N LONGITUDE: (NAD 83) 72.625206' W �� x+a%n4tla SHEET TITLE CONFIGURATION TITLE SHEET R,, 5Aq,'}, fiThe tlarfniv U REFER TO LATEST T—MOBILE RF DATA MI4ME.HN•RI.Vf SHEET FOR FINAL RF DESIGN do BOM. SHEET NUMBER 0 1 2 3 T- 1 ORIGINAL SIZE IN INCHES Jerry Feathers CROWN Crown Castle Tel (704)405-6549 p 3530 Toringdon Way Suite 300 Fax(724)416-6484 CASTLE ! Charlotte NC 28277 Email:Jerry.feathers.contractor @crowncastle.com January 22, 2015 City of Northampton Building Department 212 Main Street Room 100 - Northampton, MA 01060 413-587-1240 RE: T-Mobile Antenna Upgrade Project • 800530/4SHM051A Atwood Drive To whom it may concern, The intent of this letter is to inform you that we are submitting for Building permit for the above mentioned site. T-Mobile will be removing the existing antennas and replacing them with 6 new antennas, adding 1 run of corrugated inner-duct. Install new raised platform and new cabinets. Enclosed please find the following: • Permit Application • 2 sets of 11x17 plans • Workers'Comp Insurance Certificate • GC's info • Construction control Document 0 Passing structural analysis Please let me know when the permit is ready and I will send you a check and a pre-paid fed ex label so you can return the check to me. Please let me know if you need any additional information. Thank you, Jerry Feathers Property Specialist Jerry.feathers.contractor @crowncastle.com 704-405-6549-Direct 3530 Toringdon Way STE 300 Massachusetts -Deoartment o'Puolic Sa'ety Board of Building Regulations and Stanoaras icense: CS-098919 GEOFFREY D FO RSE 10 WESCROFT RD _ READING MA 08867 Cummrsstare 05/04/2015 MA-SSACHUSETTS DRIVER'S LICENStt 9.80 4d MAIM a NONE S90917862 i« m1YE17:.. 3 DOB 05-01 1s sot M : E z` SFREYD e 10 YYESCROFT RD READING,MA 01887-3365 5 DO 0606701314v 07.167009 CERTIFICATE OF LIABILITY INSURANCE DATE(MMI°D/YYYY) ACOR,D 8/28/2014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. 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GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICY X PRO- LOC $ C AUTOMOBILE LIABILITY 5003912 /14/2014 /14/2015 Ea accident $1,000,000 BODILY INJURY(Per person) $ ANY AUTO ALL OWNED X SCHEDULED BODILY INJURY(Per accident) $ AUTOS AUTOS -- X HIRED AUTOS X AUTOS�ED PROPERJenq_ GE $ Per accident $ E X UMBRELLA LIAB X OCCUR CUP0001200 / 4/2014 /14/2015 EACH OCCURRENCE $5,000,000 E EXCESS LIAR does not incl.PL&CEL �/114/2014 /14/2015 CLAIMS-MADE AGGREGATE $5,000,000 DED X RETENTION$10,000 $ B WORKERS COMPENSATION 6455748 /15/2014 /15/2015 X AND EMPLOYERS'EMPLOYERS'LIABILITY YIN TORY LIMITS ER R ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED? N/'�' (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS belo I E.L.DISEASE-POLICY LIMIT $1,000,000 A Professional Liability 5099532617 /1/2014 /1/2015 $1,000,000 ea.claim $1,000,000 agg. F Contractors Environmental Liab. 001985000 /10/2014 /10/2015 $5,000,000 ea.occ. $5,000,000 agg. DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN FOR INFORMATIONAL PURPOSES ONLY ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE r� .. .. , ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD 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: 3914.521 ft-kips(*Note) App#: 260878 R1 Max. Factored Shaft Pu: 38.9835 kips Max Axial Force Type: Com . Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 1. <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu:j 3914.521 ft-kips Pier Properties 1.00 Pu:j 38.9835 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=j 4 1 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(fc)/Fy: 0.0032 E E 200/Fy: 0.0033 Mu Mu i Case 1 Case 2 Dist. From Edge to Neutral Axis: 10.97 in Extreme Steel Strain, et: 0.0188 Minimum Rho Check: ct> 0.0050,Tension Controlled Actual Req'd Min. Rho: 0.33% Flexural Reduction Factor,T: 0.900 ProvidedRho:l 0.51% OK Ref. Shaft Max Axial Capacities, d)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 Pn = Pu: 38.98 kips at Mu=(4�=0.65)Mn= 6513.97 ft-kips Drilled Shaft Moment Capacity, cpMn: 4715.13 ft-kips Drilled Shaft Superimposed Mu: 3914.52 ft-kips Max Tu, ((p=0.9)Tn =1 1535.76 Ikips at Mu=4)=(0.90)Mn= 0.00 ft-kips (Mu/cpMn, Drilled Shaft Flexure CSR: 83.0% (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: 38.9835 kips Site Name: MA NORTHAMPTON//CAC 800530 Factored WL Axial, PWu: 0 kips App#: ???? Factored WL Shear,Vu: 32.02871 kips Factored WL Moment, Mu: 3786.406 ft-kips Loads Alreadv Factored Load Factor Shaft Factored Loads For P(DL) 1.2 <----Disregard 1.00 1.2D+1.6W, Pu: 38.9835 kips For P,V, and M 1.35 ---Disregard 0.90 0.9D+1.6W, Pu: 29.23763 kips (WL) <- Vu: 32.02871 kips 1.00 Mu: 3786.406 ft-kips Pad S Pier Data Base PL Dist. Above Pier: 0 in 1.2D+1.6W Load Combination Bearino Results: Pier Dist.Above Grade: 12 in (No Soil Wedges) 619.61 P1="1.2D+1.6W° Pad Bearing Depth, D: 6 ft Reaction+Conc+Soil (Kips) Pad Thickness, T: 3 ft Factored"1.6W"Overturning 3967.90 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 = 6.40 ft Pier Height: 4.00 ft Orthogonal qu= 2.31 ksf Soil above pad) Height: 3.00 ft qu/4)*qn Ratio= 38.44% Pass Soil Parameters Diagonal Direction: Unit Weight, y: 125.0 pcf Ultimate Bearing Capacity, qn: 8.00 ksf ecc2 = (0.707M1)/P1 = 4.53 ft Strength Reduct. factor, cl�: 0.75 Diagonal qu= 2.77 ksf Angle of Friction, V 34.0 degrees qu/(�*qn Ratio= 46.24% Pass Undrained Shear Strength, Cu: 0.00 ksf Allowable Bearing: (�*qn: 6.00 ksf Run <__Press Upon Completing All Input Passive Pres. Coeff., Kp 3.54 Overturning Stability Check Forces/Moments due to Wind and Lateral Soil 0.9D+1.6W Load Combination, Bearing Results: Minimum of ((p*Ultimate Pad Passive Force,Vu): 32.0 kips Pad Force Location Above D: 1.33 ft (w/Soil Wedges) 484.56 P2="0.9D+1.6W" 4)(Passive Pressure Moment): 42.70 ft-kips Reaction+Conc+Soil (Kips) Factored O.T. M(WL), "1.6W": 4010.6 ft-kips Factored OT(MW-Msoil), M1 1 3967.90 ft-kips Factored"1.6W"Overturning Moment(MW-Msoil)-0.9(M of 3807.82 ft-kips Resistance due to Foundation Gravity Wedge+M of Cohesion),M2 Soil Wedge Projection grade, a: 2.02 ft Sum of Soil Wedges Wt: 22.06 kips Orthogonal ecc3= M2/P2 = 7.86 ft Soil Wedges ecc, K1: 8.06 ft Ortho Non Bearing Length,NBL= 15.72 ft Ftg+Soil above Pad wt: 483.9 kips Orthogonal qu= 2.44 ksf Unfactored(Total ft -soil Wt): 505.91 kips Diagonal qu= 2.92 ksf 1.21D. No Soil Wedges. 619.61 kips 0.91D. With Soil Wedges 484.56 kips Max Reaction Moment(ft-kips) so that qu=(p*qn = 100% Capacity Ratin Resistance due to Cohesion Vertical Actual M: 3786.41 (�*(1/2*Cu)(Total Vert. Planes) 0.00 1kips M Orthogonal: 4986.26 1 75.94-0/_61 Pass Cohesion Force Eccentricity, K21 0.00 Ift I I M Diagonal: 4986.26 1 75.94% 1 Pass "Bearing/Stability Pier Square Pad"Tool, BSPSQP, Version 3.0- Effective 06/27/2011 Analysis Date: 11/11/2014 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Materi TIA Rev G] Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(F Site Data Reactions BU#: 800530 Mu: 3786.4061 ft-kips Site Name: MA NORTHAMPTON 11 CA Axial, Pu: 38.9835 kips App#: 260878 R1 Shear,Vu: 32.028706 kips Pole Manufacturer: Other Eta Factor, n 0.5 TIA G(Fig.4-4 Anchor Rod Data If 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): 189.7 Kips Yield (Fy): 75 ksi Allowable Axial, (D*Fu*Anet: 260.0 Kips Bolt Circle: 62 in Anchor Rod Stress Ratio: 72.9% Pass Plate Data Diam: 68 in Base Plate Results Flexural Check Thick: 2 in Base Plate Stress: 48.8 ksi Grade: 60 ksi Allowable Plate Stress: 54.0 ksi Single-Rod B-eff: 10.51 in Base Plate Stress Ratio: 90.4% 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,fUFt+(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: lksi Weld str.: Iksi Pole Data Diam: 53 in 15 ry Thick: 0.375 in Grade: 65 ksi "V #of Sides: 18 "0"IF Round Fu 80 lksi Reinf. Fillet Weld 0 °0"if None i *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: 11/11/2014 Reinforcement Capacity Aeroso/urionS LLCB ssooHam v.sai mama.CO 8030 no-3oa-eedl Dimensions rtd Properties Axlx Aso-g 1RFD C t oid .All bl Centrold from Wt Web Flange Hale :Slender. Slender. A.1.1 / Deslgn A.W Weight M mtof M entof'f mM ring Hok Center, Thidmess Flange Thickness Demeter Y dStress'. Ultimate Rath Unbraoed Ratio Unbraoed Allowable increase Go,mming Strength 1 Goxeming Model (Ib/ftI Area Iin) Inerhe Iin`) Inertu Qnh Edge(in) (in (m Width m Width(In) (m) in) (ksi) Stress ksi Coef it ent!Le in coaff—M:Length(in) Axial(kip) (kip Axial IMF) Axial CCI-xFP-04510D 15.3 4.50 0.38 7.59 0.5 0 1 4.5 0 0 1.1875 65 80 0.80 20 l.o0 20 Compress. lab Rapture P:W04_CCI_SITESl800530 MA NORTHAMPTON II CAC 8005301003-14-12261EngineennglAem Cal<alotiansl Reinfarcemenr Capaarry slsm 1 of 3 11/11/7014 11:06 AM Reinl Flats(Used for relative orientation only.Actual flat numbers may vary.) Bottom Top Qty Model Position T or T&C 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 116 127 3:FP-045100 F T&C 1 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 =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 § d . { / amp m © f\P\ \l 2 ! \ \ , I - - §. >w\> «- - , y �umx! \- j � zzgv: §! (z v§w ��-\- � \\ {\\}\S v=.- .d\! \ . a /2 Q d« m .. r . ! } \saga { lj mid® { S \ \J m§ November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 23 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.1.4.1 (RESERVED) (2) 1-5/8" TO 152 FT LEVEL (INSTALLED) (1) 1/2" TO 152 FT LEVEL 12) 1-5/8" TO 152 FT LEVEL / \ (INSTALLED) \ • (1) 7/8" TO 158 FT LEVEL ' TQ4 I (PROPOSED) t \ / (INSTALLED)" TO 132 FT LEVEL \ _ / (6) 1-5/8" 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 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 22 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 21 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ Mix May V„ T Stress Stress ft $Pn_ _ $M�= _fir _---__ _ ___ Ratio Ratio L1 162-127(1) 0.007 0.939 0.000 0.046 0.000 0.949 1.000 4.8.2 L2 127-113.12 0.007 0.965 0.000 0.035 0.000 0.973 1.000 (2) V 4.8.2 L3 113.12-84.7 0.006 0.855 0.000 0.021 0.000 0.862 1.000 (3) 4.8.2 V/ L4 84.7-42.03 0.007 0.783 0.000 0.016 0.000 0.790 1.000 (4) 4.8.2 L5 42.03-0(5) 0.009 0.836 0.000 0.015 0.000 0.845 1.000 4.8.2 Section Capacity Table Section Elevation Component Size Critical P 0Pa„ow o Pass No. ft Type Element K K Capacity Fail L1 162 127 Pole TP22.101x13x0.188 1 -6.769 928.055 94.9 Pass L2 127-113.12 Pole TP25.71x22.101x0.387 2 -8.460 1274.930 97.3 Pass L3 113.12-84.7 Pole TP32.6x24.364.313 3 -13.769 2292.860 86.2 Pass L4 84.7-42.03 Pole TP42.94x30.802x0.375 4 -24.151 3543.910 79.0 Pass L5 42.03-0 Pole TP53x40.667x0.375 5 -38.983 4183.670 84.5 Pass Summary Pole(1-2) 97.3 Pass RATING= 97.3 Pass tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 20 Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature -- ft ._.--- Comb. in __- - _---- It 158.000 Pipe Mount 2 x 2' 20 170.190 10.632 0.032 3565 152.000 Platform Mount[LP 601-1] 20 156.582 10.285 0.028 1780 141.000 (2)RRUS-11 20 132.408 9.626 0.022 843 139.000 Platform Mount[LP 601-1] 20 128.179 9.502 0.021 769 132.000 T-Arm Mount[TA 601-3] 20 113.928 9.051 0.018 586 Compression Checks Pole Design Data Section Elevation Size L L„ KI/r A P„ Ratio No. P„ It It It in2 K K L1 162-127(l) TP22.101xl3x0.188 35.000 0.000 0.0 13.041 -6.769 928.055 0.007 L2 127-113.12 TP2571 x22.101 x0.387 13.880 0.000 0.0 29.915 -8.460 1274.930 0.007 (2) L3 113.12-84.7 TP32.6x24.36x0.313 32.170 0.000 0.0 30.862 -13.769 2292.860 0.006 (3) L4 84.7-42.03 TP42.94x30.802x0.375 47.250 0.000 0.0 48.850 -24.151 3543.910 0.007 (4) L5 42.03-0(5) TP53x40.667x0.375 47.960 0.000 0.0 62.637 -38.983 4183.670 0.009 Pole Bending Design Data Section Elevation Size M„„ W- Ratio M,, OM�y Ratio No. Mix Mlr ft kip-ft kip-ft M x kiP-ft kip-ft --_.. M�-. ^ L1 162-127(l) TP22.101xl3x0.188 392.500 417.902 0.939 0.000 417.902 0.000 L2 127-113.12 TP25.71x22.1014.387 611.291 633.268 0.965 0.000 633.268 0.000 (2) L3 113.12-84.7 TP32.6x24.36x0.313 1251.733 1463.833 0.855 0.000 1463.833 0.000 (3) L4 84.7-42.03 TP42.94x30.802x0.375 2337.825 2987.100 0.783 0.000 2987.100 0.000 (4) L5 42.03-0(5) TP53x40.667x0.375 3786.408 4530.625 0.836 0.000 4530.625 0.000 Pole Shear Design Data- Section Elevation Size Actual Ratio Actual OT Ratio No. V V. T T„ ft 22. 3x0 K K -�V^ kip-ft kip-ft _ - L1 ._ --162-127(1) -_ TP101x1 .188 y 21.197 - ----464.028 0.046 0.170 --836.825 0.000 L2 127-113.12 TP2571 x22.101 x0.387 22.030 637.463 0.035 0.170 1268.083 0.000 (2) L3 113.12-84.7 TP32.6x24.364.313 24.371 1146.430 0.021 0.168 2931.242 0.000 (3) L4 84.7-42.03 TP42.94x30.802x0.375 28.168 1771.950 0.016 0.167 5981.500 0.000 4 L5 42.03-0(5) TP53x40.667x0.375 32.029 2091.830 0.015 0.166 9072.333 0.000 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 19 31 Yes 24 0.00008844 0.00004940 32 Yes 24 0.00008846 0.00004924 33 Yes 24 0.00008862 0.00002416 34 Yes 24 0.00008845 0.00004829 35 Yes 24 0.00008844 0.00004904 36 Yes 24 0.00008858 0.00002424 37 Yes 24 0.00008841 0.00004852 38 Yes 24 0.00008838 0.00004846 39 Yes 19 0.00008864 0.00003692 40 Yes 19 0.00008843 0.00008169 41 Yes 19 0.00008844 0.00007272 42 Yes 19 0.00008865 0.00003572 43 Yes 19 0.00008844 0.00007466 44 Yes 19 0.00008844 0.00008200 45 Yes 19 0.00008865 0.00003713 46 Yes 19 0.00008844 0.00007103 47 Yes 19 0.00008844 0.00008087 48 Yes 19 0.00008866 0.00003577 49 Yes 19 0.00008845 0.00008007 50 Yes 19 0.00008844 0.00007188 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° 11 162-127 36.141 48 2.188 0.007 L2 127-113.12 20.976 48 1.750 0.003 L3 116.87-84.7 17.424 48 1.597 0.002 L4 89.28-42.03 9.572 48 1.090 0.001 L5 47.96-0 2.614 48 0.514 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-'-- 2' 48 34.290 2.141 0.006 16447 152.000 Platform Mount[LP 601-1] 48 31.534 2.070 0.006 8223 141.000 (2)RRUS-11 48 26.641 1.936 0.004 3915 139.000 Platform Mount[LP 601-1] 48 25.786 1.911 0.004 3574 132.000 T-Arm Mount[TA 601-3] 48 22.905 1.819 0.004 2740 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 162-127 179.329 20 10.862 0.033 L2 127-113.12 104.374 20 8.712 0.016 L3 116.87-84.7 86.744 20 7.954 0.012 L4 89.28-42.03 47.708 20 5.434 0.006 L5 47.96-0 13.037 20 2.565 0.002 Critical Deflections and Radius of Curvature - Design Wind tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, 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 21 -31.996 -29.261 -0.020 31.991 29.261 0.020 0.012% 22 -27.719 -39.015 -15.907 27.719 39.015 15.907 0.000% 23 -27.719 -29.261 -15.907 27.719 29.261 15.907 0.000% 24 -16.015 -39.015 -27.532 16.015 39.015 27.531 0.000% 25 -16.015 -29.261 -27.532 16.015 29.261 27.531 0.000% 26 0.000 -76.411 0.000 -0.000 76.411 0.001 0.001% 27 -0.010 -76.411 -5.883 0.010 76.411 5.881 0.001% 28 2.948 -76.411 -5.090 -2.947 76.411 5.089 0.001% 29 5.116 -76.411 -2.933 -5.115 76.411 2.932 0.001% 30 5.913 -76.411 0.010 -5.912 76.411 -0.010 0.001% 31 5.125 -76.411 2.950 -5.124 76.411 -2.949 0.002% 32 2.965 -76.411 5.099 -2.964 76.411 -5.098 0.001% 33 0.010 -76.411 5.883 -0.010 76.411 -5.881 0.001% 34 -2.948 -76.411 5.090 2.947 76.411 -5.089 0.001% 35 -5.116 -76.411 2.933 5.115 76.411 -2.932 0.001% 36 -5.913 -76.411 -0.010 5.912 76.411 0.010 0.002% 37 -5.125 -76.411 -2.950 5.124 76.411 2.949 0.001% 38 -2.965 -76.411 -5.099 2.964 76.411 5.098 0.001% 39 -0.004 -32.512 -6.398 0.004 32.512 6.396 0.004% 40 3.217 -32.512 -5.539 -3.216 32.512 5.537 0.004% 41 5.576 -32.512 -3.195 -5.575 32.512 3.195 0.004% 42 6.441 -32.512 0.004 -6.440 32.512 -0.004 0.004% 43 5.580 -32.512 3.202 -5.579 32.512 -3.202 0.004% 44 3.224 -32.512 5.543 -3.223 32.512 -5.541 0.004% 45 0.004 -32.512 6.398 -0.004 32.512 -6.396 0.004% 46 -3.217 -32.512 5.539 3.216 32.512 -5.537 0.004% 47 -5.576 -32.512 3.195 5.575 32.512 -3.195 0.004% 48 -6.441 -32.512 -0.004 6.440 32.512 0.004 0.004% 49 -5.580 -32.512 -3.202 5.579 32.512 3.202 0.004% 50 -3.224 -32.512 -5.543 3.223 32.512 5.541 0.004% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of gcles___ Tolerance Tolerance 1 Yes 6 0.00000001 0.00000001 2 Yes 21 0.00003811 0.00007534 3 Yes 20 0.00004081 0.00009116 4 Yes 28 0.00000001 0.00009221 5 Yes 28 0.00000001 0.00000000 6 Yes 28 0.00000001 0.00009031 7 Yes 27 0.00000001 0.00009924 8 Yes 20 0.00006085 0.00007519 9 Yes 19 0.00006552 0.00009194 10 Yes 28 0.00000001 0.00009110 11 Yes 28 0.00000001 0.00000000 12 Yes 28 0.00000001 0.00009262 13 Yes 28 0.00000001 0.00000000 14 Yes 21 0.00003809 0.00008750 15 Yes 21 0.00002519 0.00006570 16 Yes 28 0.00000001 0.00008978 17 Yes 27 0.00000001 0.00009868 18 Yes 28 0.00000001 0.00009206 19 Yes 28 0.00000001 0.00000000 20 Yes 20 0.00006082 0.00007153 21 Yes 19 0.00006550 0.00008770 22 Yes 28 0.00000001 0.00009229 23 Yes 28 0.00000001 0.00000000 24 Yes 28 0.00000001 0.00009038 25 Yes 27 0.00000001 0.00009933 26 Yes 10 0.00000001 0.00000927 27 Yes 24 0.00008852 0.00002390 28 Yes 24 0.00008837 0.00004812 29 Yes 24 0.00008839 0.00004760 30 Yes 24 0.00008858 0.00002424 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 17 Load Vertical Shear, Shear Overtuming Overtuming Torque Combination Moment, M. Moment,M. K K K k�-ft _ --kip-ft kip-ft 1.2 Dead+1.0 Wind 60 76.411 5.115 -2.932 -366.385 -643.523 0.105 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 76.411 5.912 0.010 3.323 -744.138 0.073 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 76.411 5.124 2.949 372.544 -645.337 0.022 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 76.411 2.964 5.098 642.345 -373.594 -0.035 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 76.411 0.010 5.881 740.435 -1.720 -0.082 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 76.411 -2.947 5.089 640.530 370.640 -0.108 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 76.411 -5.115 2.932 369.399 643.711 -0.105 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 76.411 -5.912 -0.010 -0.308 744.325 -0.074 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 76.411 -5.124 -2.949 -369.527 645.525 -0.023 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 76.411 -2.964 -5.098 -639.329 373.784 0.035 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 32.512 -0.004 -6.396 -751.402 1.050 0.356 Dead+Wind 30 deg-Service 32.512 3.216 -5.537 -650.307 -378.541 0.325 Dead+Wnd 60 deg-Service 32.512 5.575 -3.195 -374.888 -656.628 0.206 Dead+Wind 90 deg-Service 32.512 6.440 0.004 1.055 -758.699 0.032 Dead+Wnd 120 deg- 32.512 5.579 3.202 376.790 -657.406 -0.150 Service Dead+Wind 150 deg- 32.512 3.223 5.541 651.638 -379.890 -0.291 Service Dead+Wind 180 deg- 32.512 0.004 6.396 751.954 -0.508 -0.355 Service Dead+Wind 210 deg- 32.512 -3.216 5.537 650.858 379.082 -0.324 Service Dead+Wind 240 deg- 32.512 -5.575 3.195 375.439 657.167 -0.207 Service Dead+Wind 270 deg- 32.512 -6.440 -0.004 -0.503 759.238 -0.034 Service Dead+Wind 300 deg- 32.512 -5.579 -3.202 -376.236 657.946 0.149 Service Dead+Wind 330 deg- 32.512 -3.223 -5.541 -651.084 380.431 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 -32.512 0.000 -0.000 32.512 0.000 0.0006/. 2 -0.020 -39.015 -31.779 0.020 39.014 31.776 0.006% 3 -0.020 -29.261 -31.779 0.020 29.261 31.776 0.007% 4 15.981 -39.015 -27.512 -15.981 39.015 27.512 0.000% 5 15.981 -29.261 -27.512 -15.981 29.261 27.512 0.000% 6 27.699 -39.015 -15.872 -27.699 39.015 15.872 0.000% 7 27.699 -29.261 -15.872 -27.699 29.261 15.872 0.000% 8 31.996 -39.015 0.020 -31.991 39.014 -0.020 0.009% 9 31.996 -29.261 0.020 -31.991 29.261 -0.020 0.012% 10 27.719 -39.015 15.907 -27.719 39.015 -15.907 0.000% 11 27.719 -29.261 15.907 -27.719 29.261 -15.907 0.000% 12 16.015 -39.015 27.532 -16.015 39.015 -27.531 0.000% 13 16.015 -29.261 27.532 -16.015 29.261 -27.532 0.000% 14 0.020 -39.015 31.779 -0.020 39.014 -31.776 0.006% 15 0.020 -29.261 31.779 -0.020 29.261 -31.777 0.004% 16 -15.981 -39.015 27.512 15.981 39.015 -27.512 0.000% 17 -15.981 -29.261 27.512 15.981 29.261 -27.512 0.000% 18 -27.699 -39.015 15.872 27.699 39.015 -15.872 0.000% 19 -27.699 -29.261 15.872 27.699 29.261 -15.872 0.000% 20 -31.996 -39.015 -0.020 31.991 39.014 0.020 0.009% tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 16 Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K _ Comb. __ - - Min.H. 8 39.014 -0.020 Min.H. 15 29.261 -0.020 -31.777 Min.M. 14 -3750.653 -0.020 -31.776 Min.Mz 20 -3786.404 31.991 0.020 Min.Torsion 2 -1.723 0.020 31.776 Tower Mast Reaction Summary Load Vertical Shearx Shear Overturning Overturning Torque Combination Moment, Mx Moment,M, K K K _ _ kid _ loft kip-ft Dead Only 32.512 0.000 -0.000 0.251 0.245 0.000 1.2 Dead+1.6 Wind 0 deg- 39.014 -0.020 -31.776 -3750.014 4.241 1.723 No Ice 0.9 Dead+1.6 Wind 0 deg- 29.261 -0.020 -31.776 -3704.276 4.081 1.718 No Ice 1.2 Dead+1.6 Wind 30 deg- 39.015 15.981 -27.512 -3245.915 -1889.814 1.563 No Ice 0.9 Dead+1.6 Wind 30 deg- 29.261 15.981 -27.512 -3206.365 -1866.799 1.564 No Ice 1.2 Dead+1.6 Wind 60 deg- 39.015 27.699 -15.872 -1871.561 -3277.239 0.975 No Ice 0.9 Dead+1.6 Wind 60 deg- 29.261 27.699 -15.872 -1848.801 -3237.246 0.982 No Ice 1.2 Dead+1.6 Wind 90 deg- 39.014 31.991 0.020 4.206 -3785.780 0.131 No Ice 0.9 Dead+1.6 Wind 90 deg- 29.261 31.991 0.020 4.057 -3739.522 0.142 No Ice 1.2 Dead+1.6 Wind 120 deg 39.015 27.719 15.907 1878.889 -3281.042 -0.736 -No Ice 0.9 Dead+1.6 Wind 120 deg 29.261 27.719 15.907 1855.852 -3240.997 -0.724 -No Ice 1.2 Dead+1.6 Wind 150 deg 39.015 16.015 27.531 3250.364 -1896.493 -1.396 -No Ice 0.9 Dead+1.6 Wind 150 deg 29.261 16.015 27.532 3210.584 -1873.374 -1.387 -No Ice 1.2 Dead+1.6 Wind 180 deg 39.014 0.020 31.776 3750.653 -3.527 -1.687 -No Ice 0.9 Dead+1.6 Wind 180 deg 29.261 0.020 31.777 3704.897 -3.561 -1.683 -No Ice 1.2 Dead+1.6 Wind 210 deg 39.015 -15.981 27.512 3246.516 1890.504 -1.539 -No Ice 0.9 Dead+1.6 Wind 210 deg 29.261 -15.981 27.512 3206.801 1867.301 -1.540 -No Ice 1.2 Dead+1.6 Wind 240 deg 39.015 -27.699 15.872 1872.166 3277.883 -0.986 -No Ice 0.9 Dead+1.6 Wind 240 deg 29.261 -27.699 15.872 1849.246 3237.721 -0.993 -No Ice 1.2 Dead+1.6 Wind 270 deg 39.014 -31.991 -0.020 -3.559 3786.404 -0.166 -No Ice 0.9 Dead+1.6 Wind 270 deg 29.261 -31.991 -0.020 -3.584 3739.979 -0.177 -No Ice 1.2 Dead+1.6 Wind 300 deg 39.015 -27.719 -15.907 -1878.204 3281.693 0.711 -No Ice 0.9 Dead+1.6 Wind 300 deg 29.261 -27.719 -15.907 -1855.352 3241.472 0.700 -No Ice 1.2 Dead+1.6 Wind 330 deg 39.015 -16.015 -27.531 -3249.683 1897.190 1.407 -No Ice 0.9 Dead+1.6 Wind 330 deg 29.261 -16.015 -27.531 -3210.082 1873.880 1.398 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 76.411 0.000 -0.001 1.186 0.065 -0.000 1.2 Dead+1.0 Wind 0 76.411 -0.010 -5.881 -737.421 1.911 0.083 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 76.411 2.947 -5.089 -637.516 -370.451 0.109 deg+1.0 Ice+1.0 Temp tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 15 Comb. Description No. 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 l99--ft_ kip-ft _ L1 162-127 Pole Max Tension 21 0.000 -0.000 0.001 Max.Compression 26 -32.353 0.076 -1.226 Max.Mx 20 -6.769 392.499 0.880 Max.My 14 -6.842 -0.698 -385.394 Max.Vy 20 -21.196 392.499 0.880 Max.Vx 14 20.970 -0.698 -385.394 Max.Torque 2 -1.762 L2 127-113.12 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -35.089 0.078 -1.266 Max.Mx 20 -8.460 611.290 1.095 Max.My 14 -8.525 -0.959 -601.889 Max.Vy 20 -22.030 611.290 1.095 Max.Vx 14 21.802 -0.959 -601.889 Max.Torque 2 -1.758 L3 113.12- Pole Max Tension 1 0.000 0.000 0.000 84.7 Max.Compression 26 -42.516 0.076 -1.270 Max.Mx 20 -13.769 1251.734 1.688 Max.My 14 -13.815 -1.619 -1236.026 Max.Vy 20 -24.371 1251.734 1.688 Max.Vx 14 24.142 -1.619 -1236.026 Max.Torque 2 -1.752 L4 84.7-42.03 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -56.595 0.071 -1.233 Max.Mx 20 -24.151 2337.820 2.569 Max.My 14 -24.174 -2.539 -2312.691 Max.Vy 20 -28.168 2337.820 2.569 Max.Vx 14 27.942 -2.539 -2312.691 Max.Torque 2 -1.737 L5 42.03-0 Pole Max Tension 1 0.000 0.000 0.000 Max.Compression 26 -76.411 0.065 -1.186 Max.Mx 20 -38.984 3786.404 3.559 Max.My 14 -38.984 -3.527 -3750.653 Max.Vy 20 -32.029 3786.404 3.559 Max.Vx 14 31.813 -3.527 -3750.653 Max.Torque 2 -1.726 Maximum Reactions _ Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 76.411 -0.000 0.001 Max.Hz 20 39.014 31.991 0.020 Max.H, 2 39.014 0.020 31.776 Max.Mx 2 3750.014 0.020 31.776 Max.Mz 8 3785.780 -31.991 -0.020 Max.Torsion 14 1.687 -0.020 -31.776 Min.Vert 21 29.261 31.991 0.020 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 14 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 132P 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 B From Leg 4.000 45.000 132.000 No Ice 6.825 5.642 0.112 62A 64P 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 64A 62P w/Mount Pipe 0.000 112" 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 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 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, 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, ft, K ft ° ft 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 0.163 0.136 0.001 0.000 1/2" 0.229 0.199 0.003 3.000 Ice 0.302 0.270 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)LGP2140X 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 3] 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 ERICSSON AIR 21 62A A From Leg 4.000 5.000 132.000 No Ice 6.825 5.642 0.112 134P 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 64A A From Leg 4.000 5.000 132.000 No Ice 6.825 5.642 0.112 tnxTower Report-version 6.1.4.1 November 1t2O/4 /02Fl Monopole Tower Structural Analysis CC/8UNb80053U Project Number 003-/4'Y226, Application 20087& Revision / Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft . ft --'----------------'---------�� ------ ---------------1"Ice �------- ------ ----- (2)Hoxx-6517DS-VTM"w C From Leg *.00U 30.000 152.000 No Ice 8.976 0.963 0.067 Mount Pipe 0800 1/2^ 9.647 8.182 0.137 1.000 Ice 10.291 9.1+* 0.215 1"Ice LNX-6515o8-A1Mvw C From Leg *.000 30800 152800 No Ice 11.638 9.836 0.083 Mount Pipe 0o00 112" 12.356 11.3e7 0.173 1800 mo 13.083 12.901 0.272 1"Ice nnnux*U-AwS C From Leg *.000 30.000 152.000 No Ice 2.522 1a89 0.044 0.000 1x2" 2J53 1.795 0.061 1»00 xm 2.993 2.010 ouao 1"Ice oo-B1-6C-8*e-0z C From Leg 4800 30.000 152.000 No Ice oaoo 2.333 0.0** 0.000 1x2" 5.915 2.558 0.080 1.000 mm 6.2*0 2J91 0.120 I"Ice Transition Ladder c From Leg 2.000 0.000 152.000 No Ice V000 6.000 0.1e0 0.000 1C" 0.000 8800 0.2*0 -*.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 1or 33.580 33.590 1.514 Ice 38J10 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 OooO 1or 0.631 0.359 0.010 3.000 |oo 0.747 o.*sn 0.015 1"Ice (2)8001O122 w/Mount a From Leg *.000 50.000 139.000 No Ice 7.855 6.653 0.086 Pipe 0.000 1sr 8.462 7,878 0.150 3.000 |oo 9.099 8.8*8 0.222 1''Ice (4)860 10025 A From Leg *.000 50.000 138.000 No Ice 0.103 0.136 0.001 0.000 1/2" 0.229 0.199 0.003 3o00 |oo 0.302 0.270 0.005 r|ue (3)LGp2140X A From Leg *000 50.000 13e.000 No Ice 1.280 0.378 081* 0.000 1m^ 1.416 0.483 0.021 3.000 Ice 1.581 0.617 0.030 I"Ice POo 17-XLH-RR w/Mount A From Leg 4.000 50.000 139.000 No Ice 11.704 8.938 0.092 Pipe 000n 1or 12.42* 10.450 0.178 3.000 mo 13.153 11.e86 0.273 1"Ice (2)782-10250 o From Leg 4.000 50.000 139.000 No Ice 0o2* 0.267 0.006 0.000 1or 0.631 0.359 0.010 3.000 Ice 0.747 0.400 0D15 1"Ice (2)800101zuvw Mount B From Leg 4.000 50.000 13e000 wo|oe 7.855 6.653 0886 Pipe 0.000 1/2^ 8.*62 7.876 0.150 3.000 km 9.089 8.848 0.222 1''Ice HV860 10025 8 From Leg 4.000 50.000 138.080 No Ice 0.163 0.138 0.001 0.000 1or 0.229 0.199 0.003 3.000 |no 0.302 0.270 0.005 1''Ice (3)LGP21*Ox B From Leg *.000 50.000 139.000 No Ice 1.260 0.378 0.01* 0.000 1m^ 1.*10 0.4e3 0.021 3800 Ice 1.581 0.617 0.030 1"Ice P8517-XLH-RRv/Mount B From Leg 4.000 50.000 138.000 No Ice 11.704 8.938 0882 Pipe 0800 1Dr 12.424 10.450 0.178 3.000 mw 13.153 11.986 0.273 tnxTovwerRopnrt version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 11 Description Face Offset Offsets: Azimuth Placement CAAA C;AAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft, ftZ K ft ° ft -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 7.260 0.038 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"lee (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 11.638 9.836 0.083 Mount Pipe 0.000 1/2" 12.356 11.357 0.173 1.000 Ice 13.083 12.901 0.272 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 11.638 9.836 0.083 Mount Pipe 0.000 1/2" 12.356 11.357 0.173 1.000 Ice 13.083 12.901 0.272 1"Ice DB-B1-6C-8AB-0Z B From Leg 4.000 30.000 152.000 No Ice 5.600 2.333 0.044 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 -1.000 Ice 2.609 1.777 0.077 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 10 Feed Line Center of Pressure Section Elevation CPX CPZ CPX CPZ Ice Ice ft 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 16 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L1 17 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L1 18 CCI-XFP-045100 127.00- 1.0000 1.0000 129.00 L2 16 CCI-XFP-045100 114.00- 1.0000 1.0000 127.00 L2 17 CCI-XFP-045100 114.00- 1.0000 1.0000 127.00 L2 18 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 ft ft ft, fe K ft ° ft 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 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 9 Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Le ft felft /f 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 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 fe ft, ft, ft, 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 fe ft, ft, e 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 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 8 Tapered Pole Properties Section Tip Dia. Area / r C I/C J It/Q w w/t in inz in' in in 03 in' in2 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 Mu/t. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals It .fe-_--. in - --_-_ .__ --.-_-._ n in L1 162.000- 1 1 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 Perimete 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 Af 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 Lei ft lf p Le _ 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 HB158-1-08U8-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 tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, 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 q Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification q Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KL/r SR Leg Bolts Resist Compression J 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 4 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 4 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 6.1.4.1 162.0 It I ( DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION Pipe Mount 2 x 2 158 Pipe Mount 2 x 4' 141 ANT1501`2 158 Pipe Mount 2 x 4' 141 Platform Mount[LP 601-1] 152 Pipe Mount 2 x 4' 141 o 7 (2)DB846F65ZAXY wl Mount Pipe 152 Side Arm Mount[SO 102-31 141 o (2)FDGW5504/1C-3 152 (4)86010025 139 (2)LPA-80063/4CF w/Mount Pipe 152 (3)LGP214OX 139 GPS_A 152 P65-17-XLH-RR w/Mount Pipe 139 (2)FDGW5504/lC-3 152 (2)782-10250 139 I I BXA 70063/6CF w/Mount Pipe 152 (2)800 10122 wl Mount Pipe 139 LPA-80063/4CF wl Mount Pipe 152 (4)860 10025 139 (2)FDGW5504/1C-3 152 AM-X-CD-14-65-00T-RETw/Mount 139 127.0 ft RRH2X40-AWS 1B2 Pipe RRH2X60-1900 152 (3)LGP214OX 139 (2)HBXX-6517DS-VTM w/Mount Pipe 152 Platform Mount[LP 601-1] 139 0 0 0 2 782-10250 139 m o m LNX-6515OS-A1 M w/Mount Pipe 152 __ () o N N RRH2X40-AWS 152 (2)800 10122 wl Mount Pipe 139 RRH2X60-1900 152 (4)860 10025 139 1131 ft (2)HBXX-6517DSVTM wl Mount Pipe 152 (3)LGP214OX 139 m LNX-6515DS-A1 M wl Mount Pipe 152 P65-17-XLH-RR w/Mount Pipe 139 � DB-B1-6C-8A8-0Z 152 (2)782-10250 139 N RRH2X60-1900 152 (2)800 10122 w/Mount Pipe 139 (2)HBXX-6517DS-VTM w/Mount Pipe 152 T-Arm Mount[TA 601-3] 132 LNX-6515DS-Al M w/Mount Pipe 152 ERICSSON AIR 21 B2A 134P wl Mount 132 RRH2X40-AWS 152 Pipe o^ u. o o ERICSSON AIR 21 84A 82P w/Mount 132 c o m 4 M DB-1]11-6C-SAB-OZ 152 Pipe N Transition Ladder 152 ---- ---- (2)ERICSSON AIR 21 82A B4P w/ 132 (2)RRUS-11 141 Mount Pipe (2)RRUS-11 _ _ - __ 141 (2)ERICSSON AIR 21 B4A B2Pw/ 132 (2)RRUS-11 141 Mount Pipe DC6-48-60-1 4 141 84.711 - MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu �J A572-65 65 ksi �80 ksi 137.286549ksi 137 ksi 152 ksi 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. 0 3. Tower is also designed for a 40.000 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 4. Deflections are based upon a 60.000 mph wind. M a 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.000 ft 7. TOWER RATING:97.3% 42.0 ft ALL REACTIONS ARE FACTORED AXIAL 76 K SHEAR MOMENT 4 m 0 6 K 745 kip-ft c 4° TORQUE 0 kip-1t 40.000 mph WIND-1.000 in ICE AXIAL 39 K 32 MOMENT 32 K� 3786 kip-ft _ 0.0 ft TORQUE 2 kip-ft a REACTIONS-100.000 mph WIND tq Z H N F m 0 3 Aero Solutions,LLC °b BU#800530 MA NORTHAMPTON 11 CAC 80053 5500 Flatiron Parkway,Suite 100 Pro]ect:Existing 162 ft Monopole Boulder,CO 80301 Client:CCi Drawn by:Benjamin Ude Appd: Phone:720-381-2843 Code: TIA-222-G Date:ll/11/14 Scale: NTS FAX:720-304-6883 Path. a"9 No'E-1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 6 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 5 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 Elevation(ft) Component Size Critical P(K) SF*P_allow % Pass t Fail No. Type Element (K) Capacity L1 162-127 Pole TP22.101x13x0.188 1 -6.769 928.055 94.9 Pass L2 127-113.12 Pole TP251U22.1014.387 2 -8.460 1274.930 97.3 Pass L3 113.12-84.7 Pole TP32.6x24.36x0.313 3 -13.769 2292.860 86.2 Pass L4 84.7-42.03 Pole TP42.94x30.802x0.375 4 -24.151 3543.910 79.0 Pass L5 42.03-0 Pole TP53x40.667x0.375 5 -38.983 4183.670 84.5 Pass Summary Pole(1-2) 97.3 Pass Rating= 97.3 Pass Table 6 -Tower Component Stresses vs. Capacity—LC4.7 Notes Component Elevation (ft) % Capacity Pass I Fail 1 Anchor Rods 0 72.9 Pass 1 Base Plate 0 90.4 Pass 1 Base Foundation 0 83.0 Pass 1 Base Foundation 0 75.9 Pass Soil Interaction Structure Rating (max from all components)= 97.3% 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. No modifications are required at this time. tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, Revision 1 Page 4 Center Number Number Feed Mounting Line Antenna Level (ft) Elevation °f Manufacturer Antenna Model of Feed Line Note (ft) Antennas Lines Size(in) 3] 6 kathrein 782-10250 6 kathrein 800 10122 w/Mount Pipe 12 kathrein 86010025 1 kmw AM-X-CD-14-65-OOT-RET 1 3/8 139.0 142.0 communications w/Mount Pipe 2 3/4 1 powerwave 12 1-5/8 9 technologies LGP2140X 2 powerwave P65-17-XLH-RR w/Mount technologies Pipe 139.0 1 tower mounts 'Platform Mount[LP 601-1] 132.0 132.0 _ __ 6 1-5/8 1; 3 kathrein 742 213 w/Mount Pipe 3 Notes: 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 Antennas Manufacturer Lines Size(in) (ft) 160 160 2 DB2246 - 150 150 12 ALP 9212 - 140 140 12 ALP 9212 - 130 130 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 DR. Clarence Welti, P.E., P.C. 834886 CCISITES 4-TOWER FOUNDATION EEI 834883 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER EEI 834878 CCISITES DRAWINGS 4-TOWER REINFORCEMENT Aero 5303676 CCISITES DESIGN/DRAWINGS/DATA 3.1) Analysis Method 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. tnxTower Report-version 6.1.4.1 November 11, 2014 162 Ft Monopole Tower Structural Analysis CCI BU No 800530 Project Number 003-14-1226, Application 260878, 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. The tower has reserved modifications per reinforcement drawings prepared by Aero, in September of 2014. Reinforcement consists of addition of shaft reinforcement members between elevations 114' and 129'. 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 Antenna of Antenna Model of Feed Line Note Level(ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 3 ericsson ERICSSON AIR 21 132A B4P w/Mount Pipe 132.0 132.0 3 ericsson ERICSSON AIR 21 134A 1 1-3/16 62P w/Mount Pipe 1 tower mounts T-Arm Mount[TA 601-3] Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 158.0 160.0 1 telewave ANT150F2 1 7/8 1 3 alcatel lucent RRH2X40-AWS 6 andrew HBXX-6517DS-VTM w/ Mount Pipe 2 1-5/8 2 3 andrew LNX-6515DS-A1 M w/ Mount Pipe 1 antel BXA-70063/6CF w/Mount 153.0 Pipe 152.0 3 antel LPA-80063//4 eF w/Mount 1 1/2 1 Pipe 1-5/8 2 decibel DB846F65ZAXY w/Mount Pipe 1 gps GPS_A 2 rfs celwave DB-B1-6C-8AB-0Z 2 152.0 1 tower mounts Platform Mount[LP 601-1] 1 151.0 3 alcatel lucent RRH2X60-1900 2 150.0 6 rfs celwave FDGW5504/1 C-3 1 6 ericsson RRUS-11 141.0 1 143.0 raycap DC6-48-60-18-8F 1 141.0 1 tower mounts Side Arm Mount[SO 102- tnxTower Report-version 6.1.4.1 t November 11, 2014 162 Ft Monopole Tower Structural Analysis CC/BU No 800530 Project Number 003-14-1226, Application 260878, 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 tnxTower Report-version 6.1.4.1 AeroSolutlonS LLC Date: November 11, 2014 Optimizing Your Tower Infrastructure Marianne Dunst Aero Solutions, LLC Crown Castle 5500 Flatiron Parkway, Suite 100 3530 Toringdon Way, Suite 300 Boulder, CO 80301 Charlotte, NC 28277 720-381-2843 Subject: Structural Analysis Report Carrier Designation: Metro PCS Co-Locate Carrier Site Number: 4SHM051A Crown Castle Designation: Crown Castle BU Number: 800530 Crown Castle Site Name: MA NORTHAMPTON II CAC 800530 Crown Castle JDE Job Number: 302282 Crown Castle Work Order Number: 907978 Crown Castle Application Number: 260878 Rev. 1 Engineering Firm Designation: Aero Solutions, LLC Project Number: 003-14-1226 Site Data: ATWOOD DRIVE, NORTHAMPTON, Hampshire County, MA Latitude 420 18'9.77", Longitude-720 37'30.74" 162 Foot-Monopole Tower Dear Marianne Dunst, Aero Solutions, LLC is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural `Statement of Work' and the terms of Crown Castle Purchase Order Number 727896, in accordance with application 260878, 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: Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and 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: Benjamin Ude �I OF hf4 Respectfully submitted by: o� SHAWN D. ti Shawn D. Cook, P.E. COOK , Structural Engineer CIVIL y MA PE#: 50725 Njo.50725 Expires: 6/30/2016 Ago 9`��7 FSS/ONAI ENG tnxTower Report-version 6.1.4.1 CROWN Crown Castle 3530 Toringdon Way,Suite 300 CC CASTLE Charlotte, NC 28277 Crown Castle, does hereby authorize Metro PCS 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 Metro PCS authorized contractors/agents' compliance with the following conditions: I. 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 Metro PCS 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•. Printed me: Graham e Title: Real Estate Specialist Date: January 20,2015 The Foundation for a Wireless World. CrownCastle.com City of Northampton Massachusetts Yd oosyRzmmunr OF BozzzuzmG zumenuzrzunS uzu m=i" Street ° mm"i"ip°z a"aai"« Northampton, mu uzuoo zmaeEcroa Louie Hasbrouck Fax:413-587-1272 Chuck Miller Building Commissioner Phone: 413-587-1240 Assistant Commissioner CONSTRUCTION CONTROL DOCUMENT (For professional Engineers/Architects responsible for Entire Project) Project Title: Dote: Project Location: Atwood Drive Map: as pama|: 060 Zone: __-- Remove and replace existing antennas with new antennas. Add z line of fiber. Scope uf Project:Install new raised steel equipment platform and equipment ^uu remove existing equipment cabinet. In accordance with the Eighth edition K4aeaaohuootta State Building Codo, 780 CN1R Section 107.0: |. Donald AB8DVi8 Mass. Registration# 31103 Being a registered professional Engineer/Architect hereby CERTIFIES that I have prepared or directly supervised the preparation of all design p|ana,computations and apao0oodonu concerning: [ x] Construction Drawings by Tectonic Engineering For the above named project and that hothe best cfmy knmw|adge, such p|ana,computations and upaciOouUona meet the applicable provisions of the Massachusetts State Building Code,all acceptable engineering practices and all applicable Laws for the proposed project. Furthermore, | understand and AGREE that|^shall perform the necessary professional services hu determine that the above mentioned portions of the work proceed in accordance with the documents approved for the building permit and shall bo responsible for the following ao specified inSection 10.7.6.2.2: ^o,mydesignee 1. Review of shop drawings, samples and other submittals of the contractor as required by the construction documents as submitted for the building permit, and approval for the conformance bo the design concept. 2. Review and approval of the quality control procedures for all code-required controlled motaho|a. 3 Be t intervals appropriate 0m the t of construction to become generally familiar with the progress and quality of the work and to determine, in general, if the work is being performed In a matter consistent with the construction documents. I sh I submit periodically, in a form acceptable to the building official, a progress report together with pertinent om ents Upon completion of the work, I shall submit to the building official a final report as to the satisfactory compi tion and readiness of the project for occupancy. VA OF ~'v' (seal) The Commonwealth of Massachusetts Print Form Department of Industrial Accidents =0 Office of Investigations L i I Congress Street, Suite 100 :sy =� r Boston, MA 02114-2017 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name(Business/Organization/Individual): Heidrea Communications,LLC Address:One William Way City/State/Zip: Bellingham, MA 02019 Phone#: 508-473-1990 Are you an employer?Check the appropriate box: Type of project(required): 1.❑✓ I am a employer with 45 4. ❑ I am a general contractor and I employees(full and/or part-time).* have hired the sub-contractors 6. ❑New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g• ❑ Demolition working or me in any capacity. employees and have workers' g ) P tY• i 9. ❑ Building addition [No workers'comp. insurance comp. insurance.* required.] 5. ❑ We are a corporation and its i 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.0 Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑Roof repairs insurance required.]t c. 152, §1(4),and we have no Telecommunications employees. [No workers' l3.❑Other comp. insurance required.] *Any applicant that checks box#t must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. Contractors that check this box must attached an additional sheet showing the name of the.sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: The Insurance Company of the State of Pennsylvania Policy#or Self-ins. Lie.#: WC 66455748 Expiration Date: 03/15115 Job Site Address:34 Albert Ray Dr. City/State/Zip:Ashland, MA 01721 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 eerti under the pains and penalties ofperjury that the in ormation provided above is true and correct Si ature: Date 08/28/2014 Phone#: 508-474-1990 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 Q No Q SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT 1, �t ` y F p j��P�� .,it✓ �'f�!rt� "`�.�G ti (� �� as Owner of the subject property hereby authorize Jerry Feathers to act on my behalf,in all matters relative to work authorized by this building permit application. Signature qf5v,6er Date Jerry Feathers as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of periury. Jerry Feathers Print Name -- I ,:;- . Sig re of OwneFKgent Date SECTION 12-CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: Geoffrey Forse CS-098919 License Number 10 Westcroft Road,Reading, MA 0186705/04/2014 05/04/2015 Address Expiration Date (508)473-1990 Signature Tele hone 6 - 1�7 SECTION 13-WO RS'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 G) No O 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): Tectonic civil Name Area of Responsibility 1279 Route 300,Newburgh,NY 12550 31193 Address Registration Number (845) 567-6656 Signature Telephone Expiration Date Aero Solutions structural Name Area of Responsibility 5500 Flatiron Pky.,#100, Boulder,CO 80301 50725 Address Registration Number (720) 381-2843 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 9.3 General Contractor Heidrea Communications LLC Not Applicable ❑ Company Name: Geoffrey Forse Responsible In Charge of Construction One William Way, Bellingham,MA 02019 Address j` (508)473-1990 Signature Telephone Version 1.7 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): Tectonic civil Name Area of Responsibility 1279 Route 300,Newburgh,NY 12550 31193 Address Registration Number (845) 567-6656 Signature Telephone Expiration Date Aero Solutions structural Name Area of Responsibility 5500 Flatiron Pky., #100, Boulder, CO 80301 50725 Address Registration Number (720) 381-2843 06/30/2016 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 9.3 General Contractor Heidrea Communications LLC Not Applicable ❑ Company Name: Geoffrey Forse Responsible In Charge of Construction One William Way, Bellingham, MA 02019 Address (508)473-1990 Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 S. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 194756 194756 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 Q DONT KNOW Q YES Q IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DONT 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 Q DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained O , Date Issued: C. Do any signs exist on the property? YES Q NO Q IF YES, describe size, type and location: emergency contact info D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO Q 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 0 NO Q IF YES,then a Northampton Storm Water Management Permit from the DPW is required. Versionl.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 Remove existing antennas and replace with 6 new antennas. Add 1 line of fiber to the new antennas. Of Proposed Work: Install raised platform for new cabinet.No increase to height of the tower or expansion of the compound. 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 ❑ is ❑ B Business ❑ 2A ❑ E Educational ❑ 2B ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H Hi h Hazard ❑ 3A ❑ I Institutional ❑ I-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 0 Specify: existing conununications facility M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: U Proposed Use Group: U 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(sfl 1 gt 1 st 2nd 2nd 3rd 3rd 4th 4m Total Area(sfl 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 Zoned Municipal ❑ On site disposal system[:] Versionl.7 Commercial Building Permit May 15,2000 only City of Northampton Building Department 212 Main Street Room 100 Northampton, MA 01060 phone 413-587-1240 Fax 413-587-1272 APPLICATION TO CONSTRUCT,REPAIR,RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office 22 Atwood Drive Map 39-060 Lot 001 Unit Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIPIAUTHORIZED AGENT 2.1 Owner of Record: Oxbow Professional Park LLC 200 Silver Street, Suite 200, Agawam, MA 01001 Name(Print) Crown Castle- Tower Owner Current Mailing Address: (413) 789-3720 Signature see attached LOA Telephone 2.2 Authorized Accent: Jerry Feathers 3530 Toringdon Way#300, Charlotte,NC 28277 Name(Print) Current Mailing Address: (704) 405-6549 Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building $15,000.00 (a) Building Permit Fee 2. Electrical $0.00 (b) Estimated Total Cost of Construction from 6 3. Plumbing $0.00 Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection $0.00 6. Total=(1 +2+3+4+5) $15, 0 0 0 Check Number This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner/Inspector of Buildings Date File#BP-2015-0751 �1J APPLICANT/CONTACT PERSON CROWN CASTLE ADDRESS/PHONE 3530 TORINGDON WAY SUITE 300 CHARLOTTE28277(704)405-6549 PROPERTY LOCATION 22 ATWOOD DR MAP 39 PARCEL 060 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out jAL17 171D Fee Paid Typeof Construction: REPLACE 6 ANTENNAS&EQUIPMENT-T MOBILE New Construction Non Structural interior renovations Addition to Existing - Accessory Structure Building Plans Included• Owner/Statement or License 098919 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: LZApproved 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 it' Delay 1-009lezr 7 Si ure of Build g fficia Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. 22 ATWOOD DR BP-2015-0751 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-2015-0751 Project# JS-2015-001456 Est. Cost: $15000.00 Fee: $90.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: HEIDREA COMMUNICATIONS LLC098919 Lot Size(sa. ft.): 194756.76 Owner: Oxbow Professional Park LLC Zonin : Applicant: CROWN CASTLE AT. 22 ATWOOD DR Applicant Address: Phone: Insurance: 3530 TORINGDON WAY SUITE 300 (704)405-6549 WC CHARLOTTENC28277 ISSUED ON.113012015 0:00:00 TO PERFORM THE FOLLOWING WORK.-REPLACE 6 ANTENNAS & EQUIPMENT - T MOBILE 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 1/30/2015 0:00:00 $90.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner