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HomeMy WebLinkAboutConstruction Drawings VB_US-FL-5014_FPR-006-FM-Studio_TIA_Maintenance_Dr... PREPARED BY: ^ TIA MAINTENANCE DRAWINGS ET5 ENGINEERED TOWER SOLUTIONS. PLLC 3227 WELLINGTON COURT RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 SITE INFORMATION PROJECT CONTACTS CODE COMPLIANCE www.engineeredtowersolutions.com PREPARED FOR: SITE NAME FPR-006-FM-Studio THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF TIA STRUCTURAL STANDARDS FOR STEEL ANTENNA TOWERS AND ANTENNA SUPPORTING STRUCTURES USING: CLIENT REPRESENTATIVE SITE NUMBER US-FL-5014 TIA CODE TIA-222-H MICHAEL T.DEBOER,P.E. 6690 NORTH US#1 SENIOR DIRECTOR OF ENGINEERING BUILDING CODE 2017 FLORIDA BUILDING CODE,6TH EDITION(2015 IBC) vertl lbridg,- SITE ADDRESS FORT PIERCE,FL 34945 VERTICAL BRIDGE ENGINEERING,LLC ST.LUCIE COUNTY 750 PARK OF COMMERCE DR.,SUITE 200 ULTIMATE WIND SPEED N/A BOCA RATON,FL 33487 LAT./LONG. N 27.55534722°,W 80.36828333° OFFICE:(605)540-4621 ICE THICKNESS N/A SITE NAME: ETS JOB#: 200688.14 MDEBOER@VERTICALBRIDGE.COM WIND SPEED WITH ICE N/A TOWER ROHN SERVICE LOAD WIND SPEED N/A FPR-006-FM-Studio MANUFACTURER ENGINEER OF RECORD(EOR) SITE NUMBER: TOWER TYPE GUYED TOWER EXPOSURE CATEGORY N/A CHRISTOPHER G.PLY,P.E.,S.E. US-FL-5014 TOWER HEIGHT 360 FT 3227 WELLINGTON CT. STRUCTURE CLASS N/A SITE ADDRESS: RALEIGH,NC 27615 OFFICE:(919)782-2710 TOPOGRAPHIC CATEGORY N/A FORRTT NORTH PIERCE,FLIL 34945 LOCATION MAP LATITUDE/LONGITUDE: CHRIS.PLY@ETS-PLLC.COM SPECIAL NOTES N 27.55534722°,`tW 8t0).36828333° Rhino linings _ t`ttt t t f t[�i'/�f� of Vera Beech QNWifanie o(Americe a m SEAL: \ z.asrgg v,a« -°srg CONSTRUCTION MANAGER SHEET INDEX rrr�rS�op��R r �� Darlene O'Neill's Draperies `�,• �\C•N••S�••'•.,0,�!°`,s,• m \ .• 'I 5 (TBD) SHEET# REV.(DATE) DESCRIPTION C1,.•-. � N0.59734 1 e o Q z«n sr sc A fl ,I �+ T-1 0-5/4/2020 TITLE PAGE " *? * •_�.w I, TiOman'sBarBO� - - - STATE OF •?4o '- N-1 0-5/4/2020 PROJECT NOTES 7 0%, o ZORIV The Roof Aulhonly,Inc S-1 0-5/4/2020 TOWER ELEVATION AND MAINTENANCE SCHEDULE TABLE /�61"" S-2 0-514/2020 TOWER BASE GROUNDING DETAIL !/,l1�r )�)10`` 5/4/2020 Vero Vista Auto Care s. - S-3 0-5/4/2020 HORIZONTAL REPLACEMENT DETAIL REV DATE DETAILS O 1 Auromofthe S-4 0-5/4/2020 LIGHTNING ROD DETAIL 2 Treasure Cocsty S-5 0-5/4/2020 GUY WIRE SERVING DETAILS 3 4 3-6 0-5/4/2020 GUY ANCHOR GROUNDING DETAILS 5 6 S-7 0-5/4/2020 GUY WIRE DETAILS I 7 Cypress Bay 2a Mobil�,Aome park T B s 3-8 0-514/2020 GUY WIRE DETAILS II 8 9 S-9 0-5/4/2020 GUY WIRE DETAILS III 10 11 INT''' S-10 0-5/4/2020 GUY ANCHOR COMPOUND DETAILS 12 DRIVING DIRECTIONS S-11 0-5/4/2020 SAFETY CLIMB DETAILS 13 14 P-1 0-5/4/2020 PHOTOS I 15 P-2 0-5/4/2020 PHOTOS II DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: FROM THE CITY OF FORT PIERCE,TRAVEL ON US-1 N FOR ABOUT 5.5 MILES,THEN TURN RIGHT ONTO INDRIO ROAD AND CONTINUE FOR 0.2 MILES,THEN TURN LEFT ONTO OLD DIXIE HWY AND THE DESTINATION WILL BE ON THE LEFT. TITLE PAGE SHEET# CURRENT REV#: 0 T-1 ETS#:200688.14 GENERAL NOTES: STRUCTURAL STEEL NOTES: PREPARED BY: NOMINAL HOLE DIMENSIONS 1. ALL REFERENCES TO THE OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED VERTICAL BRIDGE OR ITS 1. THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AISC SPECIFICATION DESIGNATED REPRESENTATIVE. FOR MANUAL OF STEEL CONSTRUCTION,LOAD AND RESISTANCE FACTOR DESIGN,15TH EDITION. BOLT DIAMETER STANDARD HOLE SHORT SLOT 2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED 2. UNLESS OTHERWISE NOTED, ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING ETS OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE OF WORK REQUIREMENTS: Y2 %6 %6x'Y6 SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS STRUCTURAL STEEL: ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY,THAT HE IS KNOWLEDGEABLE OF % 'Y6 'Y6 x'/ ENGINEERED TOWER THE WORK TO BE PERFORMED AND THAT HE IS PROPERLY LICENSED AND PROPERLY REGISTERED TO DO • ANGLE:ASTM A36 SOLUTIONS, PLLC THIS WORK IN THE STATE OF FLORIDA. PIPEITUBE:ASTM A500-50 Ya 'Y16 'y,6 x 1 3227 WELLINGTON COURT WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE 2017 FLORIDA BUILDING CODE,6TH EDITION(2015 IBC). . PLATE:ASTM A36(SELF SUPPORTING AND GUYED TOWERS) RALEIGH,NC 27615 3. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS,OR IN THE SPECIFICATIONS,THE • PLATE:ASTM A572-65(MONOPOLE) 1/ 1-6 1X16 x 1Y o:9.engin eredt f:919-4ions.c 1 FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN,AND TO THE PROCEDURES TO BE www.engineeredtowersolutions.com USED ON THIS PROJECT. A. ALL BOLTS,ASTM A325 TYPE I GALVANIZED HIGH STRENGTH BOLTS. B. ALL U-BOLTS,ASTM A193 GRADE B7 1 1Y6 1Y6 x 1%6 PREPARED FOR: 4. ALL HARDWARE ASSEMBLY MANUFACTURER'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. C. ALL NUTS,ASTM A563 CARBON AND ALLOY STEEL NUTS. 5. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE D. ALL WASHERS,ASTM F436 HARDENED STEEL WASHERS. TO INSURE THE SAFETY OF THE STRUCTURE AND ITS COMPONENT PARTS DURING ERECTION AND/OR BOLT EDGE AND SPACING FIELD MODIFICATIONS.THIS INCLUDES,BUT IS NOT LIMITED TO,THE ADDITION OF TEMPORARY BRACING, 3. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR VertlCarld ..: GUYS OR TIE DOWNS THAT MAY BE NECESSARY.SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN IN ACCORDANCE WITH AISC SPECIFICATION FOR MANUAL OF STEEL CONSTRUCTION, LOAD AND BOLT DIAMETER MIN EDGE SPACING THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT. lb RESISTANCE FACTOR DESIGN,15TH EDITION. 6. ALL DIMENSIONS, ELEVATIONS,AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD 4. HOLES SHALL NOT BE FLAME CUT THRU STEEL UNLESS APPROVED BY THE ENGINEER. Y 1/ 1Y JEDGE MIN.VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT.CONTRACTOR SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU 5. HOT-DIP GALVANIZE ALL ITEMS UNLESS OTHERWISE NOTED,AFTER FABRICATION WHERE PRACTICABLE. % 1/ 1yaOF FIELD VERIFICATIONS.ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF GALVANIZING:ASTM A123,ASTM,A153/A153M OR ASTM A653/A653M,G90,AS APPLICABLE. SITE NAME: THE OWNER AND THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THE 6. REPAIR DAMAGED SURFACES WITH GALVANIZING REPAIR METHOD AND PAINT CONFORMING TO ASTM A78000NTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACT DOCUMENTS DO NOT INDICATE THE OR BY APPLICATION OF STICK OR THICK PASTED MATERIAL SPECIFICALLY DESIGNED FOR REPAIR OF 3/a 1/ 2YaMETHOD OF CONSTRUCTION.THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE GALVANIZING. CLEAN AREAS TO BE REPAIRED AND REMOVE SLAG FROM WELDS. HEAT SURFACES TO CING FPR-006-FM-Stud io SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND WHICH STICK OR PASTE MATERIAL IS APPLIED,WITH A TORCH TO A TEMPERATURE SUFFICIENT TO MELT Ya 1Y 2% PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER AND/OR THE ENGINEER SHALL NOT THE METALLICS IN STICK OR PASTED; SPREAD MOLTEN MATERIAL UNIFORMLY OVER SURFACES TO BE SITE NUMBER: INCUDE OF THE AND PE OFF EXCESS MATERIAL. 7. ALLLMATERIALS AND NEQUIPMENT FURNISHED PROTECTIVE MEASURES SHALL BE NEW AND OF GOOD QUALITY,FREE FROM FAULTS 7. A NUTLOCKING IDEVIICE SHALL BE INSTALLED ON ALL PROPOSED AND/OR REPLACED BOLTS. 1 1 4 3 US-FL-5014 AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS.ANY AND ALL SUBSTITUTIONS 8 ALL PROPOSED AND/OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH TO EXCLUDE THE THREADS SITE ADDRESS: MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE AND ENGINEER PRIOINSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDEN ENER AS TO THE KIND AND Q AL ITY FROM THE SHEAR PLANE. WORKABLE GAGESTO NORTH OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 9. ALL PROPOSED AND/OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH SUCH THAT THE END OF THE FORRTT PIERCE,FLL 34945 BOLT BE AT LEAST FLUSH WITH THE FACE OF THE NUT. IT IS NOT PERMITTED FOR THE BOLT END TO BE LEG LENGTH GAGE LATITUDE/LONGITUDE: 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERVISING ALL SAFETY BELOW THE FACE OF THE NUT AFTER TIGHTENING IS COMPLETED. N 27.55534722°,W 80.36828333° PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL,STATE,AND 10. GALVANIZED ASTM A325 BOLTS SHALL NOT BE REUSED. 4 2Y2 SEAL: FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS WORK. GAGE ACCESS TO THE PROPOSED RK SITE MAY BE CTED. THE TOR SHALL ATE PHER 9 INTENDED ESIDENT LEASING CONSTRUCTION AGENT ACTIVITY,, INCLUDING OR WORK SICHEDULE AND MATERIALSC ACCESS, WITH NTHE 3Y a �`�~�� � flG AI� Ory 0 3 1% •i fit' °a i 10. ALL PERMITS THAT MUST BE CONTRACTOR WILL BE RESPONSIBLE AFOR ABIDING BY ALL CONDITIONS AND INED ARE THE RESPONSIBILITY OF TREQUIREMHE NTSOOF THE BOLT TIGHTENING PROCEDURE: 2Y 1Ya =*3R THE . No.59734 PERMITS. 1. CONNECTION BOLTS SUBJECT TO DIRECT TENSION SHALL BE INSTALLED AND TIGHTENED AS PER SECTION _ °.p STATE OF /Al 11. IF APPLICABLE,ALL CONCRETE WORK SHALL COMPLY TO LOCAL CODES AND THE ACI 318-14, "BUILDING 8.2 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS,LOCATED IN THE 2 1Y ,,. 0. 'f,V REQUIREMENTS FOR STRUCTURAL CONCRETE". AISC MANUAL OF STEEL CONSTRUCTION.THE INSTALLATION PROCEDURE IS PARAPHRASED AS FOLLOWS: % '•.,,FORI 12. 24 HOURS PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THE CONTRACTOR MUST NOTIFY THE 2 FASTENERS SHALL BE INSTALLED IN PROPERLY ALIGNED HOLES AND TIGHTENED BY ONE OF THE 1Y4 1 APPLICABLE JURISDICTIONAL(STATE,COUNTY OR CITY)ENGINEER. METHODS DESCRIBED IN SUBSECTION 8.2.1 THROUGH 8.2.4. ///10 ,IA 8.2.1 TURN-OF-THE-NUT TIGHTENING 5/4/2020 BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG TIGHT MEMBER LENGTHS CONDITION AS DEFINED IN SECTION 8.1,UNTIL ALL THE BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE REV DATE DETAILS CONNECTION WELDING NOTES: SHHALLBE TIIG TENED FURTIHER BY THE A PACTED.FOLLO PLI ICABLENG IAMOUINT OF ROTATION SPEAL OPERATION ALL CIFIED IED ABOVE.DURING CONNECTIONLTS IN THE A+12"(WHEN A IS GREATER THAN 10') 1 THE TIGHTENING OPERATION THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE WRENCH. PRELIMINARY CUT LENGTH 2 1. ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS D1.1/D1.1 M: 2015 "STRUCTURAL WELDING TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT IN A MANNER 3 CODE-STEEL". THAT WILL MINIMIZE RELAXATION OF PREVIOUSLY PRETENSIONED BOLTS. A 2. ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS. 3. TIGHTEN CONNECTION BOLTS BY AISC-"TURN OF THE NUT"METHOD,USING THE CHART BELOW. ESTIMATED LENGTH 4 3. CONTRACTOR SHALL RETAIN AN AWS CERTIFIED WELD INSPECTOR TO PERFORM VISUAL INSPECTIONS ON BOLT LENGTHS UP TO AND INCLUDING FOUR DIA. 5 FIELD WELDS. A LETTER AND REPORT SHALL BE ISSUED TO THE CONTRACTOR. CONTRACTOR SHALL Yz" BOLTS UP TO AND INCLUDING 2.0 INCH LENGTH +y TURN BEYOND SNUG TIGHT O� O 6 SUBMIT LETTER AND REPORT TO TOWER OWNER. FIELD DRILL SHOP DRILL� 7 4. GRIND THE SURFACE ADJACENT TO THE WELD FOR A DISTANCE OF 2"MINIMUM ALL AROUND.GRIND THE BOLTS UP TO AND INCLUDING 2.5 INCH LENGTH +y TURN BEYOND SNUG TIGHT SURFACE OF THE ROD TO BE INSTALLED FOR A DISTANCE OF 2"MINIMUM ALL AROUND THE AREA TO BE YQ' BOLTS UP TO AND INCLUDING 3.0 INCH LENGTH +y TURN BEYOND SNUG TIGHT 8 WELDED.ENSURE BOTH AREAS ARE 100%FREE OF ALL GALVANIZING.SURFACES TO BE WELDED SHALL BE 9 FREE FROM SCALE, SLAG, RUST, MOISTURE, GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD BOLTS UP TO AND INCLUDING 3.5 INCH LENGTH +y TURN BEYOND SNUG TIGHT ALLOWABLE ANGLE COPE 10 PREVENT PROPER WELDING. 1" BOLTS UP TO AND INCLUDING 4.0 INCH LENGTH +y TURN BEYOND SNUG TIGHT 5. DO NOT WELD IF THE TEMPERATURE OF THE STEEL IN THE VICINITY OF THE WELD AREA IS BELOW 0"F. BOLT LENGTHS OVER FOUR DIA.BUT NOT EXCEEDING EIGHT DIA. 11 WHEN THE TEMPERATURE IS BETWEEN 0°F AND 32°F,PREHEAT AND MAINTAIN THE STEEL IN THE VICINITY Yz" BOLTS 2.25 TO 4.0 INCH LENGTH +Y2 TURN BEYOND SNUG TIGHT 12 OF THE WELD AREA AT 70°F DURING THE WELDING PROCESS. 6. DO NOT WELD ON WET OR FROST-COVERED SURFACES&PROVIDE ADEQUATE PROTECTION FROM HIGH 6/8 BOLTS 2.75 TO 5.0 INCH LENGTH +Y2 TURN BEYOND SNUG TIGHT 13 WINDS. 3/a" BOLTS 3.25 TO 6.0 INCH LENGTH +Y2 TURN BEYOND SNUG TIGHT J 14 7. FOR ALL WELDING,USE E70XX ELECTRODES. Ya' BOLTS 3.75 TO 7.0 INCH LENGTH +Y2 TURN BEYOND SNUG TIGHT 15 8. AFTER FINAL INSPECTION,THE AREA OF THE WELDS,THE INSTALLATION AND ALL SURFACES DAMAGED BY 1" BOLTS 4.25 TO 8.0 INCH LENGTH +Y2 TURN BEYOND SNUG TIGHT LIMIT OF ALLOWABLE DRAWN BY:EDR CHECKED BY:DHK WELDING OR GRINDING SHALL RECEIVE A COLD-GALVANIZED COATING.THIS COATING SHALL BE APPLIED 4. ALL OTHER BOLTED CONNECTIONS SHALL BE BROUGHT TO A SNUG TIGHT CONDITION AS DEFINED IN 1.5 X L COPED PORTION OF BY BRUSH.THE GALVANIZING COMPOUND SHALL CONTAIN A MINIMUM OF 95%t PURE ZINC.THE FINISHED SECTION 8.1 OF THE SPECIFICATION. MAX. ANGLE WITHOUT SHEET TITLE: COATING SHALL BE A MINIMUM THICKNESS OF 3 MILS. ENGINEERS PRIOR WRITTEN APPROVAL PROJECT NOTES SHEET# N-1 CURRENT REV#: 0 ETS#:200688.14 PREPARED BY: 10 8 TIA MAINTENANCE SCHEDULE NO. MAINTENANCE MODIFICATION DESCRIPTION ELEVATIONS DETAIL PHOTO#(FT.) SHEET# (SEE SHEETS P-1 TO P-2) �\ 14 REMOVE VEGETATION AND DEBRIS IN TOWER COMPOUND. REGRADE COMPOUND SUCH ETS 12 7 1 THAT TOWER BASE FOUNDATION IS FLUSH WITH FINISHED GRADE. INSTALL GEOFABRIC MAT 0 1 340' 15 AND GRAVEL TO A DEPTH OF 4". ENGINEEREO TOWER 2 CLEAN AREAS OF CORROSION ON TOWER AND APPLY TWO COATS OF ZINC RICH COLD THROUGHOUT 2 SOLUTIONS• P L L C GALVANIZING COMPOUND. TOWER 3 CAD WELD GROUND WIRES TO TOWER LEGS. 0 S-2 3 3227 ALEIGH,WELLIN NC 2 COURT RALEIGH,NC 27615 4 REPLACE DAMAGED HORIZONTAL MEMBER AND ALL CONNECTION HARDWARE ON CA 140 S-3 4 o:919-782-2719,f:919-435-0631 FACE. www.engineeredtowersolutions.com CLEAN AREA OF CORROSION ON A-LEG FLANGE AND APPLY TWO COATS OF ZINC RICH PREPARED FOR: 5 COLD GALVANIZING COMPOUND. IF MATERIAL LOSS IS OBSERVED PROVIDE 140 5 DOCUMENTATION TO FOR FOR DETERMINATION OF ANY FURTHER ACTION. CLEAN AREAS OF CORROSION ON TOWER BASE PLATE AND APPLY TWO COATS OF ZINC , d�6 RICH COLD GALVANIZING COMPOUND. IF MATERIAL LOSS IS OBSERVED PROVIDE 0 6 9 DOCUMENTATION TO FOR FOR DETERMINATION OF ANY FURTHER ACTION. ((��((��A�� 280 7 INSTALL MISSING FLANGE BOLT ON A-LEG(A325 3/4"Ox2-1/2"W/NUT/LOCK WASHER). 340 7 VL l tic l am.{ + CLEAN AREA OF CORROSION ON B-LEG AND APPLY TWO COATS OF ZINC RICH COLD VV 8 GALVANIZING COMPOUND. IF MATERIAL LOSS IS OBSERVED PROVIDE DOCUMENTATION 360 8 TO FOR FOR DETERMINATION OF ANY FURTHER ACTION. 9 REPLACE GUY WIRES AND ALL GUY CONNECTION HARDWARE. 280 S-7&S-8 9 SITE NAME: 10 INSTALL LIGHTNING ROD TO EXTEND 4'ABOVE HIGHEST APPURTENANCE. 360 S-4 10 EXCAVATE GUY ANCHOR RODS TO FOUNDATION BLOCK. CLEAN AREAS OF CORROSION FPR-006-FM-Studio 11 AND COAT WITH DENSO PROTAL 7125. IF MATERIAL LOSS IS OBSERVED PROVIDE 0 11 DOCUMENTATION TO FOR FOR DETERMINATION OF ANY FURTHER ACTION. 14 SITE NUMBER: 12 CLEAN AREAS OF CORROSION ON GUY HARDWARE AND APPLY TWO COATS OF ZINC RICH 0 U S-F L-5014 220' 15 12 COLD GALVANIZING COMPOUND. 80,160,220,340 12 SITE ADDRESS: 6690 NORTH US#1 W 13 REPLACE CORRODED COTTER PINS. 0 13 FORT PIERCE,FL 34945 Cm LATITUDE/LONGITUDE: c 14 INSTALL MOUSING ON SCREW PIN SHACKLES. 0 S-9 9 N 27.55534722°,W 80.36828333' W 80,160,220,340 SEAL: \`��tttR�Err�fa�� WN M 14 19 2 15 INSTALL GUY WIRE END SERVINGS. 80,160,220,340 S-5 14 `*��'Q\' \0EN& 0 f 0 160' 12 15 16 REPLACE TURNBUCKLE SAFETY CABLES WITH 3/8"GALVANIZED WIRE ROPE,(2)CROSBY 0 S-6 15 � *;t NO.59734 = 0 CLAMPS EACH. INSTALL IN FIGURE 8 CONFIGURATION. ; 17 INSTALL GUY ANCHOR COMPOUNDS AT ALL ANCHORS. 0 5-10 15 i��: STATE OF l/Al•.� Z 4 5 20 18 REMOVE CUT COAX ON B-LEG. 0-59 16 �!! {�"••��gRIC)F;..•''��ti" �`�' / t�"•................ y 19 INSTALL SAFETY CLIMB SYSTEM ON TOWER. 0-360 S-11 16 /// 1 0 )AI 20 ADJUST GUY TENSIONS AND TOWER TWIST&PLUMB. 0 S-7&S-9 17 5/4/2020 x W 20 REV DATE DETAILS NOTES: 1 2 1. ANTENNAS AND OTHER APPURTENANCES MAY NEED TO BE 3 TEMPORARILY REMOVED OR MOVED DURING MODIFICATION 14 20 INSTALLATION. 4 12 A-LEG 5 80 5 GUY PLAN VIEW ANCHOR 2 FIELD VERIFI ATION OF ALL MEASUREMENTS REQUIRED PRIOR TO 6 7 SCALE:NTS 3. ETS,PLLC DID NOT ANALYZE THIS STRUCTURE.VERTICAL BRIDGE 20 ENGINEERING,LLC TAKES RESPONSIBILITY FOR ALL TOWER 8 ANALYSIS AND MODIFICATION DESIGN WORK HEREIN. 9 10 11 12 13 18 20 w 14 15 3 11 14 C-LEG B-LEG DRAWN BY:EDR CHECKED BY:DHK 1 6 13 SHEET TITLE: 12 17 0 11 16 TOWER ELEVATION GUY RADIUS/REL. ELEV. ANCHOR GUY RADIUS 15 AND MAINTENANCE ANCHOR RADIUS(FT) RELATIVE ELEVATION(FT) A-LEG 153 +5 SCHEDULE TOWER ELEVATION B-LEG 150 -5 SCALE:NTS C-LEG 156 +10 SHEET# C-1 CURRENT REV#: 0 v71 ETS#:200688.14 GROUNDING BONDING METHODS PREPARED BY: THE FOLLOWING PARAGRAPHS DESCRIBE ACCEPTABLE METHODS FOR BONDING TO EXOTHERMIC / \ THE EXTERNAL GROUNDING(EARTHING)ELECTRODE SYSTEM.EXOTHERMIC WELDING WELD AND THE USE OF LISTED IRREVERSIBLE HIGH-COMPRESSION FITTINGS ARE THE ONLY ETS ACCEPTABLE METHODS FOR BELOW-GRADE BONDING. OTHER MECHANICAL REBAR CONNECTION METHODS SHALL NOT BE USED BELOW-GRADE. ENGINEERED TOWER EXOTHERMIC WELDING / SOLUTIONS, PLLC © 3227 WELLINGTON COURT EXOTHERMIC WELDING IS A METHOD OF WELDING ELECTRICAL CONNECTIONS RALEIGH,NC 27615 WITHOUT AN EXTERNAL HEAT SOURCE,SUCH AS ELECTRICITY OR GAS.THE PROCESS o:919-782-2719,f:919-435-0631 IS BASED ON THE REACTION OF GRANULAR METALS WHICH WHEN COMBINED, PIPE www.engineeredtowersolutions.com PRODUCE A MOLTEN METAL. THIS REACTION, WHICH IS COMPLETED IN SECONDS, TAKES PLACE IN A CRUCIBLE.THE LIQUID METAL FLOWS FROM THE CRUCIBLE INTO A EXOTHERMIC PREPARED FOR: MOLD WHERE IT MEETS THE ENDS OF THE CONDUCTORS TO BE WELDED. THE WELD TEMPERATURE OF THE MOLTEN METAL IS SUFFICIENT TO FUSE THE METAL OF THE CONDUCTORS, RESULTING IN A WELDED MOLECULAR BOND. EXOTHERMIC WELDING GROUNDING ROD ,� ALLOYS ARE AVAILABLE FOR ALUMINUM, COPPER, AND COPPER TO STEEL CONNECTIONS. ���`L������ WARNING (TO HELP PREVENT INJURY FROM MOLTEN METAL OR SPARKS AND TO COMPLETE EXOTHERMIC WELD EXAMPLES HIGH-COMPRESSION CONNECTOR EXAMPLES ' REDUCE THE RISK OF FIRE, FOLLOW THE EXOTHERMIC WELDING MANUFACTURER'S SCALE:NTS SCALE:NTS SAFETY WARNINGS AND REQUIREMENTS.) • HEAVY CLOTHING, WORK SHOES OR BOOTS, GLOVES, AND SAFETY GLASSES SHALL BE WORN WHEN PERFORMING EXOTHERMIC WELDING, SITE NAME: • EXOTHERMIC WELDING SHALL NOT BE PERFORMED UNLESS ANOTHER PERSON CAPABLE OF RENDERING FIRST AID IS PRESENT. A SUITABLE FIRE FPR-006-FM-Studlo EXTINGUISHER SHALL BE CLOSE BY WITH AN ATTENDANT DURING THE PROCESS. • OBSERVE THE FOLLOWING PREREQUISITES FOR EXOTHERMIC WELDING: •• FOLLOW THE MANUFACTURER'S RECOMMENDATIONS. SITE NUMBER: •• USE THE PROPER MOLDS FOR THE CONDUCTORS BEING WELDED. ATTENTION US-FL-5014 •• USE THE PROPER WELD MATERIAL FOR THE METALS BEING WELDED. •• PROPERLY CLEAN ALL METAL PARTS PRIOR TO WELDING. SITE ADDRESS: •• PROPERLY DRY ALL METAL PARTS AND MOLDS PRIOR TO WELDING. 6690 NORTH US#1 DETAILS SHOWN BELOW NOT INDICATIVE OF TOWER FORT PIERCE,FL 34945 IRREVERSIBLE HIGH COMPRESSION FITTINGS BASE AT SITE.SHOWN FOR GROUNDING REFERENCE LATITUDE/LONGITUDE: ONLY. N 27.55534722°,W 80.36828333° WARNING (WEAR SAFETY GLASSES, HARD HAT, AND STEEL-TOES SHOES WHEN WORKING WITH HIGH COMPRESSION FITTINGS.) SEAL: ��tttl�lrr�far WHEN USING IRREVERSIBLE HIGH-COMPRESSION FITTINGS, ALWAYS USE THECOMPRESSION TOOL TH EXOTHERMIC WELD THE INSTRUCTIONS ACCORDANCEED BY THE MANUFACTURER IN I UCCTIONSS PROVIDED EBYTHE MANUFACTURER.USE FITTINGS OF THE (TO BOTTOM PLATE OF TOWER EQUALLY SAME MATERIAL AS THE MATERIALS BEING BONDED TO AVOID DISSIMILAR METAL SPACED OR TO EACH LEG OF TOWER) REACTIONS.SEE FIGURE FOR EXAMPLES OF HIGH-COMPRESSION FITTINGS. - *t No.59734 • USE FITTINGS PROPERLY SIZED FOR THE CONDUCTORS BEING BONDED. PROPOSED GROUNDING CONDUCTORS OF • USE FITTINGS AND COMPRESSION TOOLS RATED AT 13.3 TONNES(12 TONS)OF 35 MM2 CSA(#2 AWG)OR COARSER,BARE, , STATE OF 1141 Z: FORCE. SOLID,TINNED COPPER CONDUCTOR. 0%%.. A. • E ONLY UL-LISTED CONNECTORS. (TYPICAL OF 3) U�SO ENSURE GOOD CONTACT, CLEAN CONDUCTORS USING A WIRE BRUSH �ZONAL ° / C� � TO BEFORE CRIMPING. � 4 ° � � ° a a ° / I • COAT ALL CRIMPED CONNECTIONS WITH A LISTED CONDUCTIVE ANTIOXIDANT 4 EXISTING GRADE ////! 5/4/2020 COMPOUND BEFORE CRIMPING. ��;//\\%%\\%%\\j\%/\\%%\\%%\\%%\\%%\\ \%%\\%%\\%%\\%%\\%/\\ \ \ \\\ \%%\\%%\\%%\\%%\\%/\\ \ \ \ \ %/\\%%\\%%\\% N REV DATE DETAILS \%\%/\%\%\ \%\ \ \%\ \ \/ LL } 1 W 4 LL 5 6 7 8 EXOTHERMIC WELD OR EXISTING GROUND RING IRREVERSIBLE HIGH 9 COMPRESSION FITTING 10 11 12 13 EXISTING GROUNDING ROD 14 15 DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: TOWER BASE GROUNDING DETAILS TOWER BASE GROUNDING DETAIL SCALE:NTS SHEET# �-� CURRENT REV#: 0 ETS#:200688.14 PREPARED BY: NOTES: 1. IT IS THE CONTRACTORS RESPONSIBILITY TO MEASURE ALL RELEVANT EXISTING MEMBERS PRIOR TO ORDERING MATERIALS. 2. PRIOR TO FABRICATION AND INSTALLATION,CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS. 3. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR IN ACCORDANCE WITH AISC ENGINEEREO TOWER SPECIFICATION FOR MANUAL OF STEEL CONSTRUCTION,LOAD AND RESISTANCE FACTOR DESIGN 15TH EDITION. SOLUTIONS• PLLC 3227 WELLINGTON COURT RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com PREPARED FOR: verticalbrills SITE NAME: FPR-006-FM-Studio SITE NUMBER: US-FL-5014 HORIZONTAL TO BE REPLACED (1)Yz"04Ya"A325 BOLT SITE ADDRESS: WITH ROHN PART NO.KB38R W/NUT&LOCKWASHER EACH END 6690 NORTH US#1 1.5"TUBE,11GA HORIZONTAL FORT PIERCE,FL 34945 LATITUDE/LONGITUDE: N 27.55534722°,W 80.36828333° 140'-0"± SEAL: ��><tttR�Err�far Q. z E N0.59734 ' �1r ® ® p\ STATE OF •`/Aj /jam ORIC3 ZONALl, 5/4/2020 REV DATE DETAILS 1 2 3 4 5 6 7 8 9 ® 10 11 12 13 14 15 DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: HORIZONTAL REPLACEMENT DETAIL HORIZONTAL REPLACEMENT DETAIL SHEET# C-� CURRENT REV#: 0 SCALE:NTS v7 ETS#:200688.14 PREPARED BY: NOTES: 1. IT IS THE CONTRACTORS RESPONSIBILITY TO MEASURE ALL RELEVANT EXISTING MEMBERS PRIOR TO ORDERING MATERIALS. 2. PRIOR TO FABRICATION AND INSTALLATION,CONTRACTOR SHALL FIELD VERIFY ALL LENGTHS. 3. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE STEEL FABRICATOR IN ACCORDANCE WITH AISC ENGINEERED TOWER SPECIFICATION FOR MANUAL OF STEEL CONSTRUCTION,LOAD AND RESISTANCE FACTOR DESIGN 15TH EDITION. SOLUTIONS, RLLC 3227 WELLINGTON COURT RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com w v PREPARED FOR: z z w H a verticalbrid . w w O SITE NAME: m FPR-006-FM-Studio z SITE NUMBER: US-FL-5014 SITE ADDRESS: 6690 NORTH US#1 FORT PIERCE,FL 34945 LATITUDE/LONGITUDE: N 27.55534722°,W 80.36828333° SEAL: ! f h ® ® = E No.59734 ' �s. STATE OF 1141 ZONALORI l, 5/4/2020 REV DATE DETAILS 1 2 3 4 ® 5 6 7 8 9 10 11 12 13 14 15 DRAWN BY:EDR CHECKEDYHK SHEET TITLE: LIGHTNING ROD DETAIL LIGHTNING ROD DETAIL SHEET# -4 CURRENT REV SCALE:NTS S #: 0 a7 ETS#:200688.14 PREPARED BY: ^ ET5 ENGINEEREO TOWER SOLUTIONS. PLLC 3227 WELLINGTON COURT RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com PREPARED FOR: verac&64-�' SITE NAME: SERVING WIRE GUY WIRE TWISTED RUN UNDER WRAP FPR-006-FM-Studio SITE NUMBER: SERVING WIRE DETAILS US-FL-5014 1 1 1 1 1 1 GUY WIRE SUGGESTED SERVING/SEIZING SITE ADDRESS: DIAMETER WIRE DIAMETER 6690 NORTH US#1 FORT PIERCE,FL 34945 Y"-5/6" 0.032" LATITUDE/LONGITUDE: AT MINIMUM SERVING MUST BE SERVING METHOD 1 N 27.55534722°,W 80.36828333° EQUAL TO GUY WIRE DIAMETER %a" �s" 0.048" SCALE:NTS SEAL: 1"-1Ys' 0.080" ���\'\!CC IU$ •. p� SERVING WIRE y 5 GUY WIRE TWISTED OVER TOP OF WRAP 1Y"-11%6" 0.104" h P' No. 973Jt� '. •a 1%"&LARGER 0.124" STATE OF fIli C2 �.! LENGTH OF SERVING/SEIZING WIRE SHOULD BE NO f�!y�'�' •.,<<)RIC}' t t t t ; LESS THAN THE DIAMETER OF THE GUY WIRE. /�l/� ���� \t� � � � I 5/4/2020 REV DATE DETAILS AT MINIMUM SERVING MUST BE SERVING METHOD 2 1 EQUAL TO GUY WIRE DIAMETER E � SCALE:NTS 2 3 4 5 6 7 8 9 10 11 12 13 14 15 DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: GUY GUY WIRE SERVING DETAIL SERVING DIETAILS SCALE:NTS SHEET# S-5 CURRENT REV#: 0 ETS#:200688.14 PREPARED BY: ^ ETS ATTENTION ENGINEERED TOWER SOLUTIONS, PLLC DETAILS SHOWN BELOW NOT INDICATIVE OF GUY WIRE 3227 ALEIGH,WELLIN NC 27615 COURT CONFIGURATION AT SITE.SHOWN FOR GROUNDING R 82-271,NC 19-43 REFERENCE ONLY. o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com PREPARED FOR: verticalbrid SITE NAME: FPR-006-FM-Studio SITE NUMBER: PROPOSED GROUND(TMP) US-FL-5014 SITE ADDRESS: 6690 NORTH US#1 FORT PIERCE,FL 34945 LATITUDE/LONGITUDE: N 27.55534722°,W 80.36828333° SEAL: ��><tttR�Err�fa�� REPLACE SAFETY WIRE WITH%"0 WIRE ROPE AND(2)CR SBY CLAMPS.INSTALL ``�~���\ flCEdV 'A �`y w IN FIGURE 8 CONFIGURATION. N * No.59734 p STATE OF j/Aj PROPOSED GROUND WIRE GUYANCHOR 0 ATTACHED TO GUY WIRES IN o (NOT SITE SPECIFIC) �UR1O,••.• �y \ WATERFALL PATTERN o o //� j� �,fy����\`\ 0 5/4/2020 0 REV DATE DETAILS 1 2 3 4 EXISTING GRADE 5 6 10 11 GROUND ROD (MIN 24"BFG) 12 13 2'-0"MIN 14 FROM EDGE OF FOUNDATION 15 DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: GUY ANCHOR GROUNDING DETAILS GUY ANCHOR GROUNDING DETAIL SHEET# �-6 CURRENT REV#: 0 SCALE:NTS ETS#:200688.14 PREPARED BY: SHACKLE WITH LOCKING DEVICE SHACKLE WITH LOCKING DEVICE (CONNECTION AT TOWER) CORONA SOCKET PHILLYSTRAN THIMBLE PREFORM END SLEEVE (CONNECTION AT ANCHOR HEAD) , �\ 0 0 l ° ETS fE 23 0 _I TURNBUCKLE TRANSFERPLATE r MINIMUM SOLUT ONSTPLLC TRANSFER PLATE SHACKLE SIDE VIEW 3227 WELLINGTON COURT RALEIGH,NC 27615 CORONA SOCKET o:919-782-2719,f:919-435-0631 TRANSFER PLATE THIMBLE PREFORM END SLEEVE PREFORM THIMBLE TURNBUCKLE www.engineeredtowersolutions.com PHILLYSTRAN 9 0 ® O O PREPARED FOR: _ 23'-0„ I o MINIMUM �I END SLEEVE SHACKLE WITH LOCKING DEVICE , SHACKLE WITH LOCKING DEVICE TRANSFER PLATE SHACKLE TOP VIEW (CONNECTION AT ANCHOR HEAD) �(�� (CONNECTION AT TOWER) verticalbrldg:. GUY WIRE PROPERTIES V ELEV.AT ANCHOR RELATIVE DESIGN% INITIAL GUY TENSION(LBS) TURNBUCKLE SHACKLE THIMBLE END SLEEVE PREFORM INSULATOR SITE NAME: GUY TOWER ANCHOR RADIUS ELEVATION WIRE SIZE&TYPE WIRE SIZE&TYPE BREAKING LEVEL (FT) LOCATION (FT.) (FT.) (EXISTING) (PROPOSED) STRENGTH 0°F 20°F 40°F 60°F 80°F 100°F 120°F SIZE QTY. SIZE QTY. SIZE QTY. SIZE QTY. SIZE QTY. SIZE QTY. FPR-006-FM-Studio PHILLYSTRAN A 153 +5 %"0 EHS HPTG 583001 10% 4698 4544 4392 4240 4090 3941 3794 1"0x18" 1 WO 4 0 2 %"o 2 %"o 2 SITE NUMBER: %"0 EHS EXTRA HVY US-FL-5014 PHILLYSTRAN SITE ADDRESS: 4 280 B 150 -5 %"0 EHS HPTG 583001 10% 4661 4520 4379 4240 4102 3965 3829 1"0x18" 1 Y4'"O 4 EXTRAHVY 2 %0 2 %o 2 6690 NORTH US#1 %"0 EHS FORT PIERCE,FL 34945 PHILLYSTRAN s C 156 +10 %"0 EHS HPTG 583001 10% 4724 4561 4400 4240 4081 3924 3769 1"OX18" 1 Y4"O 4 EXTRAV44„O 2 %"0 2 %"o 2 LATITUDE/LONGITUDE: N 27.5553472E°,W LATITUDE/LONGITUDE: 28333° %"0 EHS 1.CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING,FABRICATION,&ERECTION OF ANY MATERIALS.CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY GUYING THE TOWER DURING MODIFICATION WORK. SEAL: 2.SEE SHEET S-6 FOR TYPICAL GUY GROUNDING DETAILS. okIt�R E1`�Ill't./ NOTES 3.4.THEEN LENGTHS MAXIMUM DEVIATION FROM THEE ACTUAL GUY IRE LENGTHS.DESIGN INITIAL ONTRACR IS TEN ONTSOHALL BEE t 0%FOR GUYS UP TO AND NCSIBLE FOR DETERMINING LIUODINGUNT0IF GUY WRE TO ORR. DIAMETIER AND 5D°/EFOR GUYS GREATER THAN 1"DIAMETER,OF THE SPECIFIED DESIGN INITIAL TENSION AT AN ANCHORAGE,CORRECTED FOR THE AMBIENT TEMPERATURE. N�\.2\�flCEiU Ar 5.FOLLOWING A CABLE RELAXATION PERIOD OF MINIMUM 10 HOURS THE TENSIONS SHALL BE RE-CHECKED AND FINAL ADJUSTMENTS MADE TO OBTAIN FINAL TENSION OF 10%OF BREAKING STRENGTH. E No.59734 ' STATE OF •`/Aj WAl 5/4/2020 REV DATE DETAILS 1 2 3 4 5 6 7 5 8 9 4 10 3 INSTALLING GUYS AND PLUMBING TOWER: ill 1 12 2 1. THE TOWER IS DESIGNED FOR INITIAL TENSION AS SPECIFIED IN THE ERECTION DRAWINGS.IT IS IMPORTANT THAT THE GUYS BE TENSIONED 13 ACCURATELY TO ASSURE THE STIFFNESS OF THE TOWER. 14 1 2. UNEVEN TERRAIN,TEMPERATURE, PLUMBNESS OF TOWER AND WIND ARE FACTORS WHICH AFFECT GUY TENSIONS. IF THE TOWER SITE IS LEVEL AND ANCHOR DISTANCES ARE EQUAL,THE TENSIONS IN ALL THREE GUYS AT A LEVEL WILL BE EQUAL WHEN THE TOWER IS PLUMB.IF THE 15 TERRAIN OF THE TOWER SITE IS UNEVEN, THE GUYS ARE NOT PERFECTLY SYMMETRICAL AND TENSIONS IN GUYS VARY IN THE THREE DIRECTIONS. INITIAL GUY TENSIONS, SHOWN ON THIS SHEET, ARE BASED ON THE RELATIVE ELEVATION SHOWN. THE TOWER SHOULD BE DRAWN BY:EDR CHECKED BY:DHK PLUMBED WITH THE SPECIFIED TENSIONS. SHEET TITLE: 3. WIND LOAD ON TOWER AND GUYS CHANGES THE TENSION IN ALL GUYS;THEREFORE,PLUMB THE TOWER IN CALM WEATHER ONLY. ANCHOR DETAIL IS NOT SPECIFIC TO SITE. 4. WHEN INSTALLING GUYS,ALL THREE PERMANENT GUYS SHOULD BE FASTENED TO THE TOWER FIRST.THEN ALL GUYS SHOULD BE PULLED TO DETAIL PROVIDED TO DEPICT WIRE LOCATIONS THE ANCHORS SIMULTANEOUSLY. GUY WIRE 5. THE ONLY SATISFACTORY WAY OF PLUMBING A TOWER OR OF CHECKING ALIGNMENT OF A TOWER AT A LATER DATE IS WITH THE USE OF THREE DETAILS (FOUR IF THE TOWER IS FOUR LEGGED)TRANSITS.A TRANSIT IS TO BE SET UP ON EACH LEG AZIMUTH AT THE BASE OF THE TOWER.THE GUY ANCHOR DETAIL CORRESPONDING TOWER LEG AT THE BASE OF THE TOWER IS USED TO SET THE VERTICAL BASELINE.THE DEFLECTION AT EACH POINT OF INTEREST ON THE TOWER IS MEASURED FROM THIS VERTICAL BASELINE. TWIST & PLUMB TOLERANCES ARE AS SPECIFIED IN THE TIA SHEET# -� CURRENT REV#: 0 SCALE:NTS STANDARD.SEE THE CORRESPONDING STRUCTURAL ANALYSIS FOR THE REVISION ON THE STANDARD REFERENCED. ETS#:200688.14 PREPARED BY: JACKETEDHIGH PERFORMANCE TOWER GUY (HPTG-1) SIZE SELECTION CHART HPTG-1 EHS/BS TIA-222-G JACKETED .. . ET5 �� • tP/N EQUIVALENT(2) •LENT DLAMETER WEIGHT„' OCKET BIG GRIP VMRATION >,17T) PIN PIN DAMPERS ENGINEERED TOWER SOLUTIONS, PLLC HPTG 12001 - - 0,17 11 - - - 3227 WELLINGTON COURT RALEIGH,NC 27615 HPTG21001 118EHS - OM19 - PLP-2738 9VD0103 General Stress[Relaxation Phillystran High Performance Tower Guys 0:919-782-2719,f:919-435-0631 www.e n g i n e e re d tow a rs o l u t i o n s.c o m HPTG 4000I 3/16 - 0.30 33 - PLP-27$9 SVD 0103 � HPTG67001 114 - 0,37 50 CS15400 PLP-2766 SVD0103 16 PREPARED FOR: 14PTG 112001 5/16 1/4 EHS. 0,44 70 CS 15400 PLP 2568 SVD 0104 14 HPTG 1540M 319 SA6 0.61 96 CS 16400 PLP-2756 SVD 0106 cq 12 HPTG 208001 7116 3/8 0.67 116 CS MGM PLP-2763 SVD 0106 vertical rid .... � 10- - - - - - - - - -1(I°/O_ _ _RBS - - - - - - - - - - HPTG 270001 112 7116 0,66 150 CS 35000. PLP-2766 SVD 0106 a 8 HPTG 35000I 9/16 112 0,69 170 CS 36000 - SVD 0106 c 6 14PTG 424001 6/8 9/16 0.84 230 CS 42400 AFS EGER104 e 4 SITE NAME: I=a593001 314 5/8 0.96 300 Cs 58300 - AFS 5068105 FPR-006-FM-Studio HPTG860MI 7/9 11/16,3/4BS 1.14 420 CS%000 - AFS 60589317 E., 10 20 30 40 50 60 SITE NUMBER: HPT0130MOI 1135 7/8 1,15 740 C5130000 - CONTACT US-FL-5014 m=YSTAAN Time Flours HPTG 16000GI 171116 1 1,76 910 CS 200000 CONTACT SITE ADDRESS: yurr7.YSTAAN 6690 NORTH US#1 CONTACT FORT PIERCE,FL 34945 HPTG 200000[ 1-114 1-1116,1-3116 1:87 1,060 C3 200000 - nu ysT Ax LATITUDE/LONGITUDE: HPTG 2620001 1-3/8 1-1/4 2.08 1,290 C3 252000 - CONTACT N 27.55534722°,W 80.36828333° P=YSTAAN SEAL: W HPTG-I part number=the Rased Break Strength(RBS)in lbs. Table 1 {2)Extra High Strength(EHS)Bridge Strand(BS)steel guys based on Rated Break Strength(RBS) � '/pj✓,r ` No.59734 - r f9:L STATE OF •etAl Al- 5/4/2020 - L D E C B O REV DATE DETAILS 2 3 4 5 6 PIN W'L 7 A B C D E F G DIA (LB) 8 9 ICS!4240fl 14.87 3.75 1.22 4.75 0.79 2.12 10.87 1.12 11 10 S 58300 17.62 4.62 1.47 4.87 1.00 2.50 13.00 1.37 18 12 CS 85000 20.00 5.31 1.93 5.12 1.25 2.87 14.62 1.50 25 13 14 CS 130000 25.00 7.50 2.75 7.87 1.53 4.37 16.68 2.50 68 15 CS 200000 27.00 7.93 2.75 9.25 2.00 4.43 18.78 2.50 85 DRAWN BY:EDR I CHECKED BY:DHK SHEET TITLE: CS 252000 31.50 9.06 2.75 9.87 2.25 4.43 23.25 2.50 1 115 GUY WIRE Table 2 DETAILS II SHEET# -O CURRENT REV#: 0 O ETS#:200688.14 PREPARED BY: ^ NEW MOUSING WIRE CONNECTION AT THIMBLE SIDE VIEW CONNECTIOMTTOWE�R � EFTAS TO BE INSTALLED ANCHOR HEAD SHACKLE WITH NEW MOUSING WIRE ENGINEERED TOWER TURNBUCKLE THIMBLE PREFORM END SLEEVE GUY WIRE LOCKING DEVICE TO BE INSTALLED SOLUTIONS, PLLC 3227 WELLINGTON COURT O RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com 7, ..EC TION AT TOP VIEW PREPARED FOR: ANCHOR HEAD CONNECTION AT TOWER GUY WIRE PROPERTIES .� GUY ELEV.AT ANCHOR ANCHOR RELATIVE GUY WIRE SIZE GUY WIRE SIZE DESIGN INITIAL GUY TENSION(LBS) TURNBUCKLE SHACKLE THIMBLE END SLEEVE PREFORM VertlCalbrldg::. LEVEL TOWER(FT.) LOCATION RADIUS(FT.) ELEVATION (EXISTING) (PROPOSED) BREAKING (FT.) STRENGTH 0"F 20"F 40"F 60"F 80"F 100"F 120"F SIZE QTY. SIZE QTY. SIZE QTY. SIZE QTY. SIZE QTY. A 153 +5 s%"0 EHS 10% 6224 6092 5961 5830 5700 5570 5441 SITE NAME: 5 340 B 150 -5 %"0 EHS 10% 6194 6072 5951 5830 5710 5590 5471 C 156 +10 %"0EHS 10% 6247 6107 5968 5830 5692 5556 5420 FPR-006-FM-Studio SITE NUMBER: 4 280 SEE SHEETS S-7&S-8 US-FL-5014 SITE ADDRESS: A 153 +5 Y"O EHS 10% 3071 2943 2816 2690 2565 2442 2320 6690 NORTH US#1 FORT PIERCE,FL 34945 3 220 B 150 -5 Yz"O EHS 10% 3039 2922 2806 2690 2575 2462 2350 LATITUDE/LONGITUDE: C 156 +10 Y"O EHS 10% 3093 2958 2823 2690 2558 2428 2300 N 27.55534722",W 80.36828333" A 153 +5 7/s'0 EHS 10% 2516 2369 2224 2080 1938 1800 1664 SEAL: 2 160 B 150 -5 7/6"0 EHS 10% 2480 2345 2212 1 2080 1950 1822 1697 C 156 +10 7/6"0 EHS 10% 2539 2384 2231 2080 1931 1786 1644 \\~ ZQ^\,• �C jys ,,A� A 153 +5 7/6"0 EHS 10% 2803 2559 2317 2080 1849 1626 1416 E td0.59734 1 80 B 150 -5 7/6"0 EHS 10% 2759 2529 2303 2080 1862 1651 1451 *; C 156 +10 7/6"0 EHS 10% 2826 2574 2325 2080 1842 1613 1399 i�s. STATE OF /L 1.CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING,FABRICATION,&ERECTION OF ANY MATERIALS.CONTRACTOR IS RESPONSIBLE FOR TEMPORARILY GUYING THE TOWER DURING MODIFICATION WORK. i •, r 2.SEE SHEET S-6 FOR TYPICAL GUY GROUNDING DETAILS. �/j {�"'•A,�URSO�.•''�y` NOTES 3.GIVEN LENGTHS ARE ACTUAL GUY WIRE LENGTHS.CONTRACTOR IS RESPONSIBLE FOR DETERMINING AMOUNT OF GUY WIRE TO ORDER. ZONAL """"""""f\� \\ 4.THE MAXIMUM DEVIATION FROM THE DESIGN INITIAL TENSION SHALL BE±10%FOR GUYS UP TO AND INCLUDING 1"DIAMETER AND±5%FOR GUYS GREATER THAN 1"DIAMETER,OF THE SPECIFIED DESIGN INITIAL TENSION AT AN ANCHORAGE,CORRECTED FOR THE AMBIENT TEMPERATURE. �/��O�A 0\\\� 5/4/2020 REV DATE DETAILS 1 2 3 4 5 6 7 5 8 9 4 10 3 INSTALLING GUYS AND PLUMBING TOWER: 11 12 2 1. THE TOWER IS DESIGNED FOR INITIAL TENSION AS SPECIFIED IN THE ERECTION DRAWINGS.IT IS IMPORTANT THAT THE GUYS BE TENSIONED 13 ACCURATELY TO ASSURE THE STIFFNESS OF THE TOWER. 1 2. UNEVEN TERRAIN,TEMPERATURE, PLUMBNESS OF TOWER AND WIND ARE FACTORS WHICH AFFECT GUY TENSIONS. IF THE TOWER SITE IS 14 LEVEL AND ANCHOR DISTANCES ARE EQUAL,THE TENSIONS IN ALL THREE GUYS AT A LEVEL WILL BE EQUAL WHEN THE TOWER IS PLUMB.IF THE 15 TERRAIN OF THE TOWER SITE IS UNEVEN, THE GUYS ARE NOT PERFECTLY SYMMETRICAL AND TENSIONS IN GUYS VARY IN THE THREE DIRECTIONS. INITIAL GUY TENSIONS, SHOWN ON THIS SHEET, ARE BASED ON THE RELATIVE ELEVATION SHOWN. THE TOWER SHOULD BE DRAWN BY:EDR CHECKED BY:DHK PLUMBED WITH THE SPECIFIED TENSIONS. SHEET TITLE: 3. WIND LOAD ON TOWER AND GUYS CHANGES THE TENSION IN ALL GUYS;THEREFORE,PLUMB THE TOWER IN CALM WEATHER ONLY. ANCHOR DETAIL IS NOT SPECIFIC TO SITE. 4. WHEN INSTALLING GUYS,ALL THREE PERMANENT GUYS SHOULD BE FASTENED TO THE TOWER FIRST.THEN ALL GUYS SHOULD BE PULLED TO DETAIL PROVIDED TO DEPICT WIRE LOCATIONS THE ANCHORS SIMULTANEOUSLY. GUY WIRE 5. THE ONLY SATISFACTORY WAY OF PLUMBING A TOWER OR OF CHECKING ALIGNMENT OF A TOWER AT A LATER DATE IS WITH THE USE OF THREE DETAILS Ill (FOUR IF THE TOWER IS FOUR LEGGED)TRANSITS.A TRANSIT IS TO BE SET UP ON EACH LEG AZIMUTH AT THE BASE OF THE TOWER.THE GUY ANCHOR DETAIL CORRESPONDING TOWER LEG AT THE BASE OF THE TOWER IS USED TO SET THE VERTICAL BASELINE.THE DEFLECTION AT EACH POINT OF INTEREST ON THE TOWER IS MEASURED FROM THIS VERTICAL BASELINE. TWIST & PLUMB TOLERANCES ARE AS SPECIFIED IN THE TIA SHEET# -A CURRENT REV#: 0 SCALE:NTS STANDARD.SEE THE CORRESPONDING STRUCTURAL ANALYSIS FOR THE REVISION ON THE STANDARD REFERENCED. •7 ETS#:200688.14 PREPARED BY:/^\^ CORNER&GATE POST 1Y SCH 40 BRACE PIPE ET5 3 SCH 40 PIPE 1 2 SCH 40 BRACE PIPE US USED AT CORNERS AND ED AT CORNERS AND ENGINEEREO WHERE FENCE IS 3 WHERE FENCE IS 3 SOLUTIONS.TOWER PLLC STRETCHER BARS FULL HEIGHT SPANS OR LESS TENSION BAR NOT LESS THAN%6"X X"MIN. SPANS OR LESS 3227 WELLINGTON COURT CROSS SECTION ON ALL GATES o RALEIGH,NC 27615 AND POSTS ro o:919-782-2719,f:919-435-0631 e"O BRACING ROD www.engineeredtowersolutions.com NTERMEDIATE POST STEEL TRUSS ROD WITH 2Y SCH 40 PIPE PREPARED FOR: TURNBUCKLE AT ALL GATES, GATE CORNERS,&END PANELS v ert� lbridg... DRILLER PIER I I I I 3000 PSI CONCRETE I I I I I .II r I° II °I I I I I I I I I SITE NAME: L__J L__J I° U`° I L__J MIN.T-6"OR 6"BELOW FROST LINE, L__J 1'-6" WHICHEVER IS GREATER.MIN.2'-0" L___•J FOR POSTS IMBEDDED IN ROCK. 1-0 FPR-006-FM-Studio 10'-0"C-C(MAX) TYPICAL 5'-0"C-C(MIN) SITE NUMBER: US-FL-5014 SITE GENERAL FENCING DETAIL 6690 NORTH U ADDRESS:1 FORT PIERCE,FL 34945 LATITUDE/LONGITUDE: N 27.55534722°,W 80.36828333° SEAL: No.5J734 29'-0"(SEE NOTE 3) i STATE OF f tom 23'-0" SEE NOTE 3 X X X X X X X 1111 5/4/2020 REV DATE DETAILS 1 q 2 v 3 EXISTING GUY ANCHOR 4 —I —III To 5 ED 1II —II — I — I 67II=—I=II—I=II _ 8 III—III—III—I I __—I I —III—_ _ _ 9 =III=III=III—III—III I I—III—_—III—I I 10 III—I I—III—III—I I I— —I I I—I I I—I I I—I I I—I l y =III=III=III—III=1 =III=III— III i=III=iii iIII—I� 11 �ii— ii X X X X X 12 COMPOUND TO BE GRADED 13 TO PREVENT STANDING 14 WATER AT ANCHORS 15 DRAWN BY:EDR CHECKED BY:DHK SHEET TITLE: GUY ANCHOR COMPOUND DETAIL PLAN VIEW GUY ANCHOR COMPOUND SCALE:NTS DETAILS SHEET# C-1 0 CURRENT REV#: 0 J ETS#:200688.14 NOTES: PREPARED BY: SAFETY CLIMB SYSTEM 1. SAFETY CLIMB COMPONENTS(END CONNECTIONS AND CABLE GUIDES)TO BE INSTALLED PER ELEVATION ITEM PART# QTY. MANUFACTURERS INSTRUCTIONS. (FT) ETS 2. CONTACT TUF-TUG AT(937)299-1213 TO ORDER MATERIALS. TUF-TUG TTCSCS-360-LWT 0-360 SAFETY CLIMB SYSTEM (OR E.O.R.APPROVED EQUIVALENT) 1 ENGINEERED TOWER SOLUTIONS. PLLC 3227 WELLINGTON COURT RALEIGH,NC 27615 o:919-782-2719,f:919-435-0631 www.engineeredtowersolutions.com PREPARED FOR: verticalbridgl. k ® ® SITE NAME: ® ® ® ® ® FPR-006-FM-Studio 40 SITE NUMBER: US-FL-5014 SITE ADDRESS: I 6690 NORTH US#1 l ® ® ® ® ® FORT PIERCE,FL 34945 LATITUDE/LONGITUDE: N 27.55534722°,W 80.36828333° SEAL: \` z E td0.59734 ' �1r ® �s. 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