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Plans 1 1; ©Copyright 2016,by Paul J.Ford and Company, MODIFICATION OF AN EXISTING 87'-6" MONOPOLE All aulJ.Fordanhts dCompayproprietary issuedument in d the data contained herein,is rorieta to Paul J.Ford and Company,issued in strict confidence and shall not,without the prior written permission of Paul J.Ford and Company,be reproduced,copied or used for any purpose other than the BU #879570; WASHINGTON SQUARE MALL Intended use for this specific project. 9585 SW WASHINGTON SQ RD ,1A1 c 8 J TIGARD, OREGON 97223 o>z-@• a Ei F. WASHINGTON COUNTY viff)'<Ci—0 < LAT: 45° 2T 10.7LONG: -122° 4 ' 41 .6" 2 0 , 6 DOE Z o APP: 319959 REV. 3; WO: 1200393 4 z N Q , PROJECT CONTACTS THIS PROJECT INCLUDES THE FOLLOWING ITEMS SHEET INDEX Ll.m O �W E REMOVAL OF EXISTING CONCEALMENT SPINE&SHROUDS SHEET NUMBER DESCRIPTION o o co S STRUCTURE OWNER: liiMM N Cl. o CROWN CASTLE INSTALLATION OF NEW CONCEALMENT SPINE&SHROUDS T-1 TITLE SHEET N a. MOD PM:LEE BASSETT AT LEE.BASSETT@CROWNCASTLE.COM TRIM BASE POLE TOP FLANGE AS REQUIRED S-1 GENERAL NOTES PH: (206)336-2885 PAINT MODIFICATIONS TO MATCH EXISTING POLE S-2 MONOPOLE PROFILE MOD CM:DAVE ZIGLER AT DAVE.ZIGLER.CONTRACTOR@CROWNCASTLE.COM S-3 CONCEALMENT ELEVATION DETAILS - 0 • PH: (425)202-0166 S-4 CONCEALMENT FLANGE DETAILS Z J S-5 BULKHEAD DETAILS I ENGINEER OF RECORD: • 1— 2 S-6 ANTENNA AND TME DETAILS W PJFMOD@PJFWEB.COM 'S-7 MI CHECKLIST LX � WIND DESIGN DATA CITY OF TIGARD Q o_ gz 00 REFERENCE STANDARD ANSI/TIA 222 G 2 2009 REVIEWED FOR COD OMPLIANCE 0 o w " 2014 OREGON 0 Z f- O LOCAL CODE STRUCTURAL SPECIALTY Approved; z z ULTIMATE WIND SPEED(3-SECOND GUST) 120 MPH STC O _ t� < Q CONVERTED NOMINALGUST)D SPEED(3-SECOND 93 MPH Permit#: ) 2C�(�—.va, ' H (9 0 . hl ICE THICKNESS 1.25 IN Address: QS+ ,. ' �i� �► V co Lo ICE WIND SPEED 30 MPH Suite#• rn SERVICE WIND SPEED 60 MPH B Date: �- co By: f RISK CATEGORY II a EXPOSURE CATEGORY C 0 m Kzt 1.0 2 OFFICE COPY +, SEISMIC DESIGN DATA SEISMIC IMPORTANCE FACTOR 1 asp PROF�as PROJECT No: 37516-0026.003.7700 SS 0.980 `g�� c L N SFR SAO- DRAWN BY: B.M.S. Si 0.426 ty� Yr DESIGNED BY: R.M.F. -I SITE CLASS D d 895 7PE CHECKED BY: -T-)S .yd� SDS 0.724 DATE: 3-2-2016 +, SD1 0.447 ORGON SEISMIC DESIGN CATEGORY D THE ASSOCIATED FAILING SA WO NUMBER FOR THIS PROJECT IS 1171708 ��tioy 18,Zo�`o0�, BASIC SEISMIC FORCE RESISTING SYSTEM CANTILEVER MONOPOLE qNK.KfcR� TITLE SHEET DESIGN BASE SHEAR(KIPS) 3.804 ATTENTION ALL CONTRACTORS,ANYTIME YOU ACCESS A CROWN SITE • CD Cs 0.246 FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND Expires( �S �r o R 1.5 DEPARTURE,DAILY AT(800)788-7011. o SEISMIC ANALYSIS PROCEDURE MODAL ANALYSIS MAR 0 7 2016 T-1 t ©Copyright 2016,by Paul J.Ford and Company, MONOPOLE RETROFIT PROJECT MASTER NOTES DOCUMENT(REV.3,02105/2015) 5. CAST-IN-PLACE CONCRETE-(NOT REQUIRED) All Rights Reserved.This document and the data contained herein,is proprietary t GENERAL NOTES 6. EPDXY GROUTED REINFORCING ANCHOR RODS•(NOT REQUIRED) to Paul J.Ford and Company,issued in 1.1. THE MONOPOLE STRUCTURE IN ITS EXISTING CONDITION DOES NOT HAVE THE STRUCTURAL CAPACITY TO CARRY ALL OF THE PROPOSED AND EXISTING LOADS FROM THE strict confidence and shall not,without the ATTACHED STRUCTURAL MODIFICATION REPORT AT THE REQUIRED MINIMUM WIND SPEEDS. DO NOT INSTALL ANY NEW LOADS UNTIL THE MONOPOLE REINFORCING 7. TOUCH UP OF GALVANIZING prior written permission of Paul J.Ford SYSTEM IS COMPLETELY AND SUCCESSFULLY INSTALLED. 7.1. THE CONTRACTOR SHALL TOUCH UP ANY AND ALL AREAS OF GALVANIZING ON THE EXISTING STRUCTURE OR NEW COMPONENTS THAT ARE DAMAGED OR ABRADED and Company,be reproduced,copied or 1.2. THESE DRAWINGS WERE PREPARED FROM INFORMATION PROVIDED BY CROWN CASTLE.THE INFORMATION PROVIDED HAS NOT BEEN FIELD VERIFIED BY THE ENGINEER DURING CONSTRUCTION.GALVANIZED SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS ANY AND ALL ABRASIONS,CUTS,FIELD used for any purpose other than the - OF RECORD(EOR)FOR ACCURACY AND THEREFORE DISCREPANCIES BETWEEN THESE DRAWINGS AND ACTUAL SITE CONDITIONS SHOULD BE ANTICIPATED. IT IS THE DRILLING,AND ALL FIELD WELDING SHALL BE TOUCHED UP WITH TWO(2)COATS OF ZRC COLD GALVANIZING COMPOUND.FILM THICKNESS PER COAT SHALL BE:WET 3.0 intended use for this specific project. CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS.THE CONTRACTOR SHALL COORDINATE WITH THE PROJECT DRAWINGS MILS;DRY 1.5 MILS.APPLY PER ZRC(MANUFACTURER)RECOMMENDED PROCEDURES.CONTACT ZRC AT 1-800-831-3275 FOR PRODUCT INFORMATION. AND THEIR FIELD VERIFIED CONDITIONS AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK.THE CONTRACTOR SHALL IMMEDIATELY REPORT ANY AND ALL 72. CONTRACTOR SHALL CLEAN AND PREPARE ALL FIELD WELDS ON GALVANIZED AND PRIME PAINTED SURFACES FOR TOUCH-UP COATING IN ACCORDANCE WITH AWS D1.1. DISCREPANCIES TO THE EOR AND CROWN CASTLE BEFORE PROCEEDING WITH THE WORK. CROWN CASTLE'S TESTING AGENCY SHALL VERIFY THE PREPARED SURFACE PRIOR TO APPLICATION OF THE TOUCH-UP COATING. LLI 2 1.3. IF MATERIALS,QUANTITIES,STRENGTHS OR SIZES INDICATED BY THE DRAWINGS OR SPECIFICATIONS ARE NOT IN AGREEMENT WITH THESE NOTES,THE BETTER QUALITY 7.3. CROWN CASTLE'S TESTING AGENCY SHALL TEST AND VERIFY THE COATING THICKNESS AFTER THE CONTRACTOR HAS APPLIED THE ZRC COLD GALVANIZING COMPOUND 0 m E A) AND/OR GREATER QUANTITY,STRENGTH OR SIZE INDICATED,SPECIFIED OR NOTED SHALL BE PROVIDED. AND IT HAS SUFFICIENTLY DRIED.AREAS FOUND TO BE ADEQUATELY COATED,SHALL BE RE-COATED BY THE CONTRACTOR AND RE-TESTED BY THE TESTING AGENCY. N q 1.4. THIS STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE INSTALLATION OF THE REINFORCING REPAIR SYSTEM HAS BEEN SUCCESSFULLY a' v-o COMPLETED.IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THE SAFETY AND STABILITY OF THE MONOPOLE AND ITS COMPONENT PARTS DURING FIELD 8. HOT-DIP GALVANIZING 0>-_ MODIFICATIONS.THIS INCLUDES,BUT IS NOT LIMITED TO,THE ADDITION OF WHATEVER TEMPORARY BRACING,GUYS OR TIE DOWNS THAT MAY BE NECESSARY.SUCH 8.1. HOT-DIP GALVANIZE ALL STRUCTURAL STEEL MEMBERS AND ALL STEEL ACCESSORIES,BOLTS,WASHERS,ETC.PER ASTM A123 OR PER ASTM A153,AS APPROPRIATE. 0 5 or) MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT, 82. PROPERLY PREPARE STEEL ITEMS FOR GALVANIZING.DRILL OR PUNCH WEEP AND/OR DRAINAGE HOLES WITH EOR APPROVAL OF LOCATIONS. IL Z car W 1.5. ALL CONSTRUCTION MEANS AND METHODS;INCLUDING BUT NOT LIMITED TO,ERECTION PLANS,RIGGING PLANS,CLIMBING PLANS AND RESCUE PLANS SHALL BE THE 8.3. ALL GALVANIZING SHALL BE DONE AFTER FABRICATION IS COMPLETED AND PRIOR TO FIELD INSTALLATION. •<3 I 0 RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSI/TIA-1019(LATEST EDITION), IZ 2 Q OSHA AND GENERAL INDUSTRY STANDARDS.ALL RIGGING PLANS SHALL ADHERE TO ANSI/TIA-1019(LATEST EDITION)INCLUDING THE REQUIRED INVOLVEMENT OF A 9. PERPETUAL INSPECTION AND MAINTENANCE BY THE OWNER 2 U I QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION. 9.1. AFTER THE CONTRACTOR HAS SUCCESSFULLY COMPLETED THE INSTALLATION OF THE MONOPOLE REINFORCING SYSTEM AND THE WORK HAS BEEN ACCEPTED BY ..I 0 1.6. OBSERVATION VISITS TO THE SITE BY CROWN CASTLE AND/OR THE EOR SHALL NOT INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OR THE CONSTRUCTION CROWN CASTLE,CROWN CASTLE WILL BE RESPONSIBLE FOR THE LONG TERM AND PERPETUAL INSPECTION AND MAINTENANCE OF THE POLE AND REINFORCING SYSTEM. PROCEDURES.ANY SUPPORT SERVICES PERFORMED BY THE EOR DURING CONSTRUCTION ARE SOLELY FOR THE PURPOSE OF ACHIEVING GENERAL CONFORMANCE WITH 92. ANY FIELD WELDED CONNECTIONS ARE SUBJECT TO CORROSION DAMAGE AND DETERIORATION IF THEY ARE NOT PROPERLY MAINTAINED AND COVERED WITH 0' Z O THE CONTRACT DOCUMENTS.THEY DO NOT GUARANTEE THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. CORROSION PREVENTIVE COATING SUCH AS THE ZRC GALVANIZING COMPOUND SPECIFIED PREVIOUSLY.THE STRUCTURAL LOAD CARRYING CAPACITY OF THE 4 V Z • iii _ 1.7. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY,FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT REINFORCED POLE SYSTEM IS DEPENDENT UPON THE INSTALLED SIZE AND QUALITY,MAINTAINED SOUND CONDITION AND STRENGTH OF THESE FIELD WELDED O.is m o is i DOCUMENTS.ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY CROWN CASTLE AND EOR PRIOR TO INSTALLATION.THE CONNECTIONS.ANY CORROSION OF,DAMAGE TO,FATIGUE,FRACTURE,AND/OR DETERIORATION OF THESE WELDS AND/OR THE EXISTING GALVANIZED STEEL POLE rn Zi,-,j I CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT BEING SUBSTITUTED. STRUCTURE AND THE WELDED COMPONENTS WILL RESULT IN THE LOSS OF STRUCTURAL LOAD CARRYING CAPACITY AND MAY LEAD TO FAILURE OF THE STRUCTURAL :2° N ,.1.8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. SYSTEM.THEREFORE,ITIS IMPERATIVE THAT CROWN CASTLE REGULARLY INSPECTS,MAINTAINS,AND REPAIRS AS NECESSARY,ALL OF THESE WELDS,CONNECTIONS, Uli O FTHE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL,STATE,AND FEDERAL SAFETY CODES AND COMPONENTS FOR THE LIFE OF THE STRUCTURE. fO 1J) A AND REGULATIONS GOVERNING THIS WORK AS WELL AS CROWN CASTLE SAFETY GUIDELINES. 9.3. CROWN CASTLE SHALL REFER TO ANSI/TIA-222-G-2-2009,SECTION 14 AND ANNEX J FOR RECOMMENDATIONS FOR MAINTENANCE AND INSPECTION.THE FREQUENCY OF W M to 1.9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING AND NEW COAXIAL CABLES AND OTHER EQUIPMENT DURING CONSTRUCTION. THE INSPECTION AND MAINTENANCE INTERVALS IS TO BE DETERMINED BY CROWN CASTLE BASED UPON ACTUAL SITE AND ENVIRONMENTAL CONDITIONS.THE EOR m N d Lim i g 1.10. ANY EXISTING ATTACHMENTS AND/OR PROJECTIONS ON THE POLE THAT MAY INTERFERE WITH THE INSTALLATION OF THE REINFORCING SYSTEM WILL HAVE TO BE RECOMMENDS THAT A COMPLETE AND THOROUGH INSPECTION OF THE ENTIRE REINFORCED MONOPOLE STRUCTURAL SYSTEM BE PERFORMED YEARLY AND/OR AS REMOVED AND RELOCATED,REPLACED,OR RE-INSTALLED AS REQUIRED AFTER THE REINFORCING IS SUCCESSFULLY COMPLETED.THE CONTRACTOR SHALL IDENTIFY FREQUENTLY AS CONDITIONS WARRANT.ACCORDING TO ANSI/TIA-222-G-2-2009 SECTION 14.2:'IT IS RECOMMENDED THAT THE STRUCTURE BE INSPECTED AFTER SEVERE N a AND COORDINATE THESE ITEMS PRIOR TO CONSTRUCTION WITH CROWN CASTLE,TESTING AGENCY,AND EOR. WIND AND/OR ICE STORMS OR OTHER EXTREME LOADING CONDITIONS'. 1.11. ANY AND ALL EXISTING PLATFORMS THAT ARE LOCATED IN AREAS OF THE POLE SHAFT WHERE SHAFT REINFORCING MUST BE APPLIED SHALL BE TEMPORARILY REMOVED OR OTHERWISE SUPPORTED TO PERMIT NEW CONTINUOUS REINFORCEMENT TO BE ATTACHED.AFTER THE CONTRACTOR HAS SUCCESSFULLY INSTALLED THE MONOPOLE REINFORCEMENT SYSTEM,THE CONTRACTOR SHALL RE-INSTALL THE PLATFORMS. 1.12. THE CLIMBING FACILITIES,SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED,MODIFIED OR ALTERED WITHOUT THE EXPRESS APPROVAL OF THE EOR. • 1.13. FOR STANDARD CROWN PARTS SEE THE MOST RECENT VERSION OF THE"CCI APPROVED REINFORCEMENT COMPONENTS"CATALOG. !n 1.14. ALL SOLUTIONS FOR THE REPLACEMENT,RELOCATION OR MODIFICATION OF THE SAFETY CLIMB AND/OR ANY OF THE MONOPOLE CLIMBING FACILITIES SHALL BE V :j COORDINATED WITH TUF-TUG PRODUCTS.CONTACT DETAILS: • J '? 3434 ENCRETE LANE,MORAINE,OHIO 45439 L� J PHONE:937-299-1213 EMAIL:TUFTUGWAOL.COM r1- y. C 2. STRUCTURAL STEEL J W 2.1. STRUCTURAL STEEL MATERIALS,FABRICATION,DETAILING,AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING REFERENCE STANDARDS: ,�/ W • 2.1.1. BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC): /� Q ' 2.1.1.1. "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.° W J n 2.1.1.2. "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS,"AS APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS. 7 0 O 2 .1.1.3. 'CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" L 2.12. BY THE AMERICAN WELDING SOCIETY(AWS): Q Cl. Z 0 2.1.2.1. "STRUCTURAL WELDING CODE-STEEL D1.1." L1J 2.1.22. "STANDARD SYMBOLS FOR WELDING,BRAZING,AND NONDESTRUCTIVE EXAMINATION" 22. ALL STRUCTURAL BOLTS SHALL BE INSTALLED AND TIGHTENED TO THE PRETENSIONED CONDITION ACCORDING TO THE REQUIREMENTS OF THE AISC'SPECIFICATION FOR Z " • • STRUCTURAL JOINTS USING ASTM HIGH STRENGTH BOLTS',DEC.31,2009. OO 0 0 L` 2.3. ANY MATERIAL OR WORKMANSHIP WHICH IS OBSERVED TO BE DEFECTIVE OR INCONSISTENT WITH THE CONTRACT DOCUMENTS SHALL BE CORRECTED,MODIFIED,OR ' REPLACED AT THE CONTRACTOR'S EXPENSE. Z = W 2.4. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY,AWS D1.1.ALL WELD ELECTRODES SHALL BE EBOX( O U) < UNLESS NOTED OTHERWISE ON THE DRAWINGS. Q 0 2.5. ALL WELDED CONNECTIONS SHALL BE MADE BY WELDERS CERTIFIED BY AWS.CONTRACTOR SHALL SUBMIT WELDERS'CERTIFICATION AND QUALIFICATION I�L_ (CI - il DOCUMENTATION TO CROWN CASTLE'S TESTING AGENCY FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. _I 2.6. STRUCTURAL STEEL PLATES SHALL CONFORM TO ASTM A572 GRADE 65(FY=65 KSI MIN.)UNLESS NOTED OTHERWISE ON THE DRAWINGS. Q N j 2.7. SURFACES OF EXISTING STEEL SHALL BE PREPARED AS REQUIRED FOR FIELD WELDING PER AWS. SEE SECTION I NOTES REGARDING TOUCH UP OF GALVANIZED U CO I-0 - SURFACES DAMAGED DURING TRANSPORTATION OR ERECTION AND ASSEMBLY AS WELL AS FIELD WELDING. — 2.8. NO WELDING SHALL BE DONE TO THE EXISTING STRUCTURE WITHOUT THE PRIOR APPROVAL AND SUPERVISION OF THE TESTING AGENCY. CO 2.9. FIELD CUTTING OF STEEL: C 2.9.1. IMPORTANT CUTTING AND WELDING SAFETY GUIDELINES:THE CONTRACTOR SHALL FOLLOW ALL CROWN CASTLE CUTTING,WELDING,FIRE PREVENTION AND SAFETY 0 i,1 GUIDELINES. PRIOR TO CONSTRUCTION,THE CONTRACTOR SHALL OBTAIN A COPY OF THE CURRENT CROWN CASTLE GUIDELINES.PER THE 12-01-2005 CROWN O m CASTLE DIRECTIVE:'ALL CUTTING AND WELDING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH CROWN CASTLE POLICY'CUTTING AND WELDING SAFETY I PLAN'(DOC#ENG-PLN-10015)ON AN ONGOING BASIS THROUGHOUT THE ENTIRE LIFE OF THE PROJECT".ANY DAMAGE TO THE COAX CABLES,AND/OR OTHER i EQUIPMENT AND/OR THE STRUCTURE,RESULTING FROM THE CONTRACTOR'S ACTIVITIES SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE.THE INSPECTIOWTESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY. 2.92. ALL REQUIRED CUTS SHALL BE CUT WITHIN THE DIMENSIONS SHOWN ON THE DRAWINGS.NO CUTS SHALL EXTEND BEYOND THE OUTLINE OF THE DIMENSIONS SHOWN ON THE DRAWINGS.ALL CUT EDGES SHALL BE GROUND SMOOTH AND DE-BURRED.CUT EDGES THAT ARE TO BE FIELD WELDED SHALL BE PREPARED FOR FIELD i- WELDING PER AWS D1.1 AND AS SHOWN ON THE DRAWINGS.CONTRACTOR TO AVOID 90 DEGREE CORNERS. IT MAY BE NECESSARY TO DRILL STARTER HOLES AS REQUIRED TO MAKE THE CUTS. �� PROJECT No: 37516-0026.003.7700 EPS/�p PRaFFS DRAWN BY: B.M.S. j 3. BASE PLATE GROUT-(NOT REQUIRED) moo' �GiN$F�st DESIGNED BY: R.M.F. 4. FOUNDATION WORK-(NOT REQUIRED) 895¢7PE r CHECKED BY: 7—..*: J DATE: 3-2-2016 OREGON+,, • • 0• 18,2Mooe<. GENERAL NOTES NK,KEk • Expires:or,. ,,,, s MAR 072016 S-1 i 1 S Copyright 2016,by Paul J.Ford and Company, • SHAFT SECTION DATA All Rights Reserved.This document and 6T-6" the data contained herein,is proprietary TOP PLATE SHAFT SECTION PLATE LAP DIAMETER ACROSS FLATS POLE POLE to Paul J.Ford and Company,issued in SECTION LENGTH THICKNESS SPLICE (IN) GRADE SHAPE strict confidence and shall not,without the (FT) (IN) (IN) ksi 64'-0" @TOP @BOTTOM ( ) prior written permission of Paul J.Ford CIL ANTENNA 1 35.00 0.3750 30.000 30.000 52 ROUND and Company,be reproduced,copied or • 2 40.00 0.3750 30.000 30.000 52 ROUND used for any purpose other than the 000 81'4' - - intended use for this specific project. BULKHEAD II NOTE:DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES II W 24)I I a 75'-0"TOP OF �I O MODIFICATIONS: N Q 2m BASE POLE A OA REMOVE EXISTING CONCEALMENT SPINE AND SHROUDS. v N 72-0"CIL ANTENNA 'I I" © INSTALL NEW CONCEALMENT SPINE AND SHROUDS.SEE SHEETS S-3 TO S-5. lj_Z y n (+) J 71'-0• 1 I '1 © TRIM BASE POLE TOP FLANGE AS REQUIRED. •a E Z C/LANTENNA I = Q 69'-0" I © PAINT MODIFICATIONS TO MATCH EXISTING POLE. .128 O 0 CIL ANTENNA 'Oo re 66'-0• • I ' 1. EXISTING CONCEALMENT TO BE REMOVED AND REPLACED WITH a(..)-.,T. Z ° CIL ANTENNA i THE NEW CONCEALMENT. p„025 N 62-0' i, CL CR ANTENNA i2. NEW CONCEALMENT IS TO BE BOLTED TO TOP FLANGE OF o O F U so'-o• ) --. EXISTING BASE POLE. CONTRACTOR SHALL VERIFY EXISTING N 3 CIL ANTENNA 1 •`) I CONDITIONS PRIOR TO FABRICATION AND INSTALLATION. rto 8 56'3" EA1c)uj cv Q O 2 ; N a 3. CONTRACTOR SHALL SEND PAUL J.FORD&COMPANY THE FABRICATION DRAWINGS FOR APPROVAL PRIOR TO MANUFACTURING. 4. CONTRACTOR TO COORDINATE EQUIPMENT SHUT DOWN AND O CONCEALMENT REMOVAL WITH CROWN CASTLE PROJECT PM AND z CARRIERS, CONTRACTOR TO PROVIDE SCHEDULE THAT Q il MINIMIZES DOWN TIME FOR CUSTOMER SYSTEMS. TEMPORARY 2 POLES OR COWS MAY BE REQUIRED DURING THE INSTALLATION - W 40'-o OF THE NEW CONCEALMENT AND MOD!FICATIO(JS. J Z O aO 1OO � OOzo z2 = ix O - a0 Q uo ~ OaaD O • O CO CO 2 i 4013a4 PROJECT No: 37516-0026.003.7700 ���{�0 PROR�4s/ DRAWN BY; B.M.S. b, Ay DESIGNED BY: _R.M.F. 14 9 CHEC D BY: �' a95b7P� � `� U• �;p DATE: 3-2-2016 1.—,. .. OREGON >a m ry°k�a,�°,��, MONOPOLE ;'^�. 4*K.not° PROFILE POLE ELEVATION 0 Expires: oc,i3,07 MAR .0 7 2016' -2 S Copyright 2016,by Paul J.Ford and Company, All Rights Reserved.This document and the data contained herein,is proprietary 87'•6" to Paul J.Ford and Company,issued in shall not,w- hout TOP PLATE I 1 T ® prior writtnence permisansionofPaulJ.tFordtha !-j and Company,be reproduced,copied or used for any purpose other than the Li intended use for this specific project. - NEW BULKHEAD PLATE BH1' W (pa O u, E " 84'-0" 4 ' O .,...J 03 C/L ANTENNA I fill ix v' NEW ANTENNA CONCEALMENT DIAMETER NOT TO O 0 XCEED 30"e.COLOR OF CONCEALMENT SHALL IL Z w a CO/J W MATCH EXISTING POLE CONTRACTOR TO COMPLETE NEW CONCEALMENT Q -1 SITE VISIT TO CONFIRM COLOR OF EXISTING POLE SHROUD(ROUND) •a E Q ZQ '` PRIOR TO FABRICATION AND INSTALLATION / o 333 CS r , _ BULKHEAD I �TT / \ 'Q oce O NEW BULKHEAD PLATE / Q V O Z BH2 / ) \ Or i NEW CONCEALMENT a N x NEW CONCEALMENT SPINE PIPE 3X5 I FLANGE STIFFENER (ASTM A53 8-35) \ . / ,,1 co Q N FSI(TYP.) 1 i i la�' NEW CONCEALMENT © \ / Ito tii t'- FLANGE PLATE FPI O / N 0.. v N a \ iligr NEW BULKHEAD PLATE ANTENNAT1P \ / j 75'-0'BULKHEAD E.EXISTING 111 BH3 \ ' BASE POLE FLANGE PLATE EXISTING BASE POLE NEW CONCEALMENT TOP FLANGE -_ / SPINE '^ 73-3" �J -� 72' ( . SECTION 2 Q C/L ANTENNA (PROPOSED ANTENNA FIT) S-3 2 JLU Q _i CIL ANTENNA i z 0 az • ss'-B• O -i CIL ANTENNAO o w EXISTING CONCEALMENT ' ��(TO REMAIN IN PLACE) O Q rill- Z _ ce 3 O - (n Q 66'4' Antenna Nominal Actual Q L C/LANTENNA 1 t Antenna Model QUANTITY Centerline Height,in Depth,in Width,in Coax Model QUANTITY Elevation,k Diameter,in Diameter,in tCD E - Iel, Elevation,ft ' RR65-18-04DP 3 84 56 2.75 8 LDF7-50A 6 84 15/8 1.98 ti EXISTING BASE POLE RRH2X40-AWS RDEM 3 73 27.8 11.9 17 CR 501070 6 7/8 1.09 U oo In ) ° DC6-48-60.18-8F 1 71 24 11 11 FB-L98-002-XXX 1 70 3/8 0.44 0') 1 RV4PX31OR-V2 3 70 99.7 8.2 13.8 WR-VG86ST-BRD 2 3/4 0.98 LL r--- 1. 1. i co RRH4X25-WCS 3 66 34.7 11.3 13.2 EB-L91313-035-XXX 1 1/4 0.345 Q 3k r TT19-08BP111-001 1 62 9.9 5.4 6.7 FB-L98-002-XXX 1 3/8 0.44 p RV4PX31 OR V2 3 99.7 8.2 13.8 WR-VG82ST-BRDA 2 5/8 0.865 64 Q CO 62'-0" > } TT19-08BP111-001 2 9.9 5.4 6.7 CR 50 1070 6 7/8 1.09 C i, CIL ANTENNA [.;,= RRH2X60-1900 3 60 20.08 7.2 11.2 NOTE:COAX LAYOUT AND FIT IS THEORETICAL. ACTUAL LAYOUT AND FIT G : DC6-48-60-18-SF 1 24 11 11 MAY VARY PENDING EXISTING CONDITIONS. ::7;:.1;: "1 NOTE:ALL ANTENNA DIMENSIONS HAVE BEEN PROVIDED BY CROWN CASTLE. A 1-1/2"SPACING i 60'-0' _X. �" - j BETWEEN THE SPINE AND ANTENNA HAS BEEN ASSUMED. C/L ANTENNA I ) 1 i ` a PROJECT No: 37516-002E003.7700 tom: 41'1 to PRAF+Ss DRAWN BY: B.M.S. i coj9 a` 4 ,.ti DESIGNED BY: R.M.F. Cr $4S67PE 9� CHECKED BY: *--i--.3 DATE: 3-2-2016 56'-3' " GOH� ,, CONCEALMENT ,� ti <��� - 18, 4, ELEVATION PARTIAL ELEVATION 0 Evireir.0 (34,7 DETAILS o MAR 0 7 2016 j ®Copyright 2016,by Paul J.Ford and Company, All Rights Reserved.This document and the data contained herein,Is proprietary to Paul J.Ford and Company,issued in strict confidence and shall not,without the I prior written permission of Paul J.Ford :• i and Company,be reproduced,copied or A used for any purpose other than the intended use for this specific project. • I TYP.ABOVE AND GBELOW BULKHEAD NEW BULKHEAD PLATE • W ro 114 318 V BH3 M � NEW BULKHEAD PLATE NEW BULKHEAD PLATE BH1 BH2 TYP. O • � = r^ al ♦ v, vi W • • • COAX • NEW CONCEALMENT z • a -t FLANGE PLATE FP1 • 0-_ Q' U • *f Cr)11;41 Alth • cv ct , • • •A ... 2 0 r.,„10)0 an<7, (n NEW CONCEALMENT 41111V w c , r Vj Q NEW CONCEALMENT SPINE. NEW CONCEALMENT SPINE. FLANGE STIFFENER FS1 \ N a In tii 20 0 SEE SHEET S-3 FOR SIZE. SEE SHEET S-3 FOR SIZE. U N a NEW CONCEALMENT SPINE" (4)314'0 A325 BOLTS.TIGHTEN SEE SHEET S-3 FOR SIZE. BOLTS PER AISC"TURN OF THE NUT"METHOD, SECTION 1 SECTION 2 SECTION 3 EL.8T-6" S-4 EL.81'-0" S-4 EL.75'-0' L+_,t '^ J NOTE:CONTRACTOR TC VERIFY BASE POLE t'--/—. "< ING.IF FLANGE IS :' FOUND TO HAVE A SOLID TOP FLANGE CENTER CENTER,TRIM TO 10" J W I.D,ASNEEDED FOR COAX FITUP. >< W ° W J (4)718"e HOLES Z O s z ON 12"t B.C.F.V. Q 0... z Ur NEW CONCEALMENT SPINE , 2"THK.x 15"0 FLANGE = I„L 1 1/4 , PLATE(LD.=10") 1/2" I 1" O Z (� Q 1 Z _ rx 1 Q 1 NEW CONCEALMENT FLANGE STIFFENER I= )— FS1I) 4111 O& i/4r Q It \ N , L 0 Ca C L E I. z NE W CONCEA M NT FLANGE PLATE FP1 Ir 41/2" l j. FLANGE CONNECTION 4 FLANGE PLATE MK-FP1 CONCEALMENT FLANGE STIFFENER MK-FS1 S_A (1 REQUIRED)(ASTM A36) (4 REQUIRED)(Fy=36 KSI) PROJECT No: 37516-0026.003.7700 'i DRAWN BY: B.M.S. ESIGNED V X40 *t RR S.s'0, CCHECKED BY:' r R.M.F. DATE: 3-2-2016 895,7,,E ri hREGON CONCEALMENT 01 18 Zo IN, e<, FLANGE DETAILS 0 exR oC%34 7MAR 0 7 2016 4 N V ■ 1 (7 ©Copyright 2016,by Paul J.Ford and Company, All Rights Reserved.This document and the data contained herein,is proprietary to Paul J.Ford and Company,issued in • strict confidence and shall not,without the prior written permission of Paul J.Ford and Company,be reproduced,copied or used for any purpose other than the intended use for this specific project. W e) m p � E N N U 2� Q "Z o >" rco,1Z JJW v, •<- 0 • _I 2 0U U F;) Ce . 3" ago,°' Z Z co (6)0.505"m HEX HOLE TO INSTALL 2'5518"m MAX INCLUDING 1 1/2" III 2-5 518"m MAX INCLUDING . f 5/16°-18 AEHS-518-312 HEX RIVET 1/4"RING PLATE 1/4°RING PLATE 'D N NUT(EQUALLY SPACED) (4)718"0 HOLES 'd W E- 0 12"t B.C.F.V. � �<o O J - R1"(TYP.) N w mth o o L NEW HEX RIVET NUT t c t h• g (0 NEW HEX RIVET NUT 1/4"RING PLATE_ (TYP.) \ (TyP) N d o (A36) HOLE FOR PIPE 3XS N a I� 2'-5 5/8"m MAX INCLUDING 114"RING PLATE TYP. ' 1/4, A Y NEW HEX RIVET NUT 1/4 , Z J w WI- - ' 41 I 3/4'THK. J Q C� z 7 - 0 3!4'THK. \ Z (n Q i m � Q C- z c� 1/4, vo g a 0 o w (12)0.505"m HEX HOLE TO INSTALL 0 10' 5116"-18AEHS-518-312 HEX RIVET a-• d O O Z Q • NUT(CENTER ON EACH SPOKE) E N E. (6)0.505"m HEX HOLE TO INSTALL 5/16"-18 AEHS-518-312 HEX RIVET - Z — 0 " NUT(EQUALLY SPACED) 2 l 9 aQ I- C 7 o — o I , f— t F_ 3/4"THK. o 0 0Milli ) 1 1/4"RING PLATE 1/4"RING PLATE Q •r-..... O (A36) (A36) � CO tiBULKHEAD PLATE MK-BH1 BULKHEAD PLATE MK-BH2 BULKHEAD PLATE MK-BH3 co _ (1 REQUIRED)(ASTM A36) (1 REQUIRED)(ASTM A36) (1 REQUIRED)(ASTM A36) Q O CO ,1 2 ) ��0 PROA., PROJECT No: 37516-0026.003.7700 X0, IkG;NE `I''9 DRAWN DRAWN BY: B.M.S. y DESIGNED BY: R.M.F. 895 7P r CHECKED BY: a� .- `�.`-"'_—. -.-.._ DATE: 3-2-2016 \OREGON �,PIOV 1a 1.0 . a� BULKHEAD qHK��R3i� DETAILS 0 cd MAR 0 7 2016 S-5 ©Copyright 2016,by Paul J.Ford and Company, All Rights Reserved.This document and the data contained herein,is proprietary to Paul J.Ford and Company,issued in strict confidence and shall not,without the prior written permission of Paul J.Ford and Company,be reproduced,copied or used for any purpose other than the intended use for this specific project. • W N0 Lo ;= N N U J co co 0}'x- LLZu 'Jiw aha o —)n- = Q Q 20 J 0 0 o• zo� Z� •°N LL °' O Wr " QID co• . LI co Ow 6 in g EXISTING CONCEALMENT EXISTING CONCEALMENT EXISTING CONCEALMENT N Q_ U N SHROUD(ROUND) SHROUD(ROUND) SHROUD(ROUND) j ""� N a 4 t) ...._..,1 . ., , i ,.:, 4 , ...._........„.„_,_ .....4,, , ,,,,, __ ,,...., „,, ....,,, ,‘,„ . , / ,--;, • , \ 1 . , / , , , , 0 1 , _1 I ,,� Y. f z a Q lF F i. ' er” ' ' \ g " ✓�z s iX W � ^' ,,,,, O Zi , 1 �r � z (A 1 t ^L. 4 / F / Z CD ANTENNA i,...-'f ANTENNA ANTENNA Oo � (TYP') _ (TYP.) ::.. .._. (TYP.) „_..... z 5 O I Ozo = o EXISTING BASE POLE EXISTING BASE POLE EXISTING BASE POLE O• Q 0 _, I1 Q o ~ C SECTION 1 SECTION 2 SECTION 3 U co tIt4 (PROPOSED ANTENNA FIT) S-6 (PROPOSED ANTENNA FIT) S-6 (PROPOSED ANTENNA FIT) S-6 l.l_ F J U C7 U �7 V Q F CO CO t: f t I; .�� p,11011//144 PROJECT No: 37516-0026.003.7700 I �`q,`4 t0 N P�Ss�O DRAWN BY: B.M.S. �Q i. DESIGNED BY: R.M.F. I 4.44/ � 89567PE 9` CHECKED BY: •- t 17-------_ DATE: 3-2-2016 1 I OREGON ', tiok Zo°%` ANTENNA AND TME 18, i �i�h °°K.KER DETAILS y on Expires: © f? xpt 0C0 elf? g S-6 g MAR 0 7 2016 . by MODIFICATION INSPECTION NOTES: 9, INSPECTION AND TESTING Al Rightsghtst Reserved. J.Fordand Company,ntan 9.1. ALL WORK SHALL BE SUBJECT TO REVIEW AND OBSERVATION BY CROWN CASTLE'S REPRESENTATIVE AND CROWN All Reserved.This document and `' 1. GENERAL CASTLE'S AUTHORIZED INDEPENDENT INSPECTION AND TESTING AGENCY. MI CHECKLIST the data contained herein,is proprietary 1.1. THE MODIFICATION INSPECTION(MI)ISA VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF 9.2. INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS ARE STILL REQUIRED WHEN THE EOR PERFORMS to Paul J.Ford and Company,issued in CONSTRUCTION/INSTALLATION INSPECTIONS strict confidence and shall not,without the CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN SUPPORT SERVICES DURING CONSTRUCTION. REPORT ITEM ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS,AS DESIGNED BY THE EOR. 9.3. OBSERVED DISCREPANCIES BETWEEN THE WORK AND THE CONTRACT DOCUMENTS SHALL BE CORRECTED BY THE AND TESTING REQUIRED(COMPLETED BY EOR) prior pa pebe reps of Paul copied ed 1.2. THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE CONTRACTOR AT NO ADDITIONAL COST. and Company,rany rp se other than th or PRE-CONSTRUCTION used for any purpose other the OWNERSHIP MODIFICATION DESIGN. INDEPENDENTQUALIFIED INSPECTION/TESTING SELECTED,RETAINED AND PAID FOR BY i MODIFICATION DESIGN ITSELF,NOR DOES THE MI INSPECTOR TAKE WNER HIP OF THE M DIFICATI N DE I N. 9.4. AN NR STING AGENCY SHALL BEN I OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR CROWN CASTLE FOR THE SOLE PURPOSE OF INSPECTING,TESTING,DOCUMENTING,AND APPROVING ALL WELDING X MI CHECKLIST DRAWINGS intended use for this specific project. AT ALL TIMES. AND FIELD WORK PERFORMED BY THE CONTRACTOR. X EOR REVIEW rp VENDOR(AEV)ORSERVICE9.4.1. ACCESS TO ANY PLACE WHERE WORKISPERMITTED AT ALL TIMES. 1.3. ALL MI'S SHALL BE CONDUCTED BY A CROWN CASTLE ENGINEERINGENGINEERING BEING DONE SHALL BE w m VENDOR(AESV)THAT IS APPROVED TO PERFORM ELEVATED WORK FOR CROWN CASTLE. 9.4.2. THE INSPECTION AGENCY SHALL SO SCHEDULE THIS WORK AS TO CAUSE A MINIMUM OF INTERRUPTION TO,AND X FABRICATION INSPECTION Q g E 1.4. TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET,IT IS VITAL THAT THE GENERAL CONTRACTOR(GC)AND COORDINATE WITH,THE WORK IN PROGRESS.IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE X FABRICATOR CERTIFIED WELD INSPECTION N 8 _J ro THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED.IT IS EXPECTED WORK SCHEDULE WITH THE TESTING AGENCY.THE CONTRACTOR SHALL ALLOW FOR ADEQUATE TIME AND -o N THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY.IF CONTACT INFORMATION IS NOT ACCESS FOR THE TESTING AGENCY TO PERFORM THEIR DUTIES. X MATERIAL TEST REPORT(MTR) }= O KNOWN,CONTACT YOUR CROWN CASTLE POINT OF CONTACT(POC). 9.5. THE INSPECTION AND TESTING AGENCY SHALL BE RESPONSIBLE TO PERFORM THE FOLLOWING SERVICES AND NA FABRICATOR NDE INSPECTION 0 0 -m W 1.5. REFERTOENG-SOW-10007:MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS. INSPECT THE FOLLOWING ITEMS IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS.THE TESTING AGENCY z L BASE PLATE(ASREQUIRED) V` 4 -I SHALL INSPECT ITEMS ON THIS LIST AND OTHER ITEMS AS NECESSARY TO FULFILL THEIR RESPONSIBILITY.THE NA NDE REPORT OF MONOPOLE AS • Q a F 2. MI INSPECTOR TESTING AGENCY SHALL UTILIZE EXPERIENCED,TRAINED INSPECTORS INCLUDING AWS CERTIFIED WELDING X PACKING SLIPS '0- Q 2.1. THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI TO,AT A MINIMUM: INSPECTORS(CWI). INSPECTORS SHALL HAVE THE TRAINING,CREDENTIALS,AND EXPERIENCE APPROPRIATE FOR 2.1.1. REVIEW THE REQUIREMENTS OF THE MI CHECKLIST. AND COMMENSURATE WITH THE SCOPE AND TYPE OF INSPECTION WORK TO BE PERFORMED. ADDITIONAL TESTING AND INSPECTIONS: _ U U U 2.1.2. WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING FOUNDATION 9.6. GENERAL o INSPECTIONS. 9.6.1. PERFORM PERIODIC ON-SITE OBSERVATION,INSPECTION,VERIFICATION,AND TESTING DURING THE TIME THE '0 ce 2.1.3. THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GC INSPECTION AND TEST REPORTS,REVIEWING THE CONTRACTOR IS WORKING ON-SITE.AGENCY SHALL NOTIFY CROWN CASTLE AND THE EOR IMMEDIATELY WHEN CONSTRUCTIONa V m z a DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS,CONDUCTING THE IN-FIELD INSPECTIONS,AND FIELD PROBLEMS OR DISCREPANCIES OCCUR. X CONSTRUCTION INSPECTIONS <n Q ' SUBMITTING THE MI REPORT TO CROWN CASTLE. 9.7. FOUNDATIONS AND SOIL PREPARATION-(NOT REQUIRED) 06 > 2 9.8. CONCRETE TESTING PER ACI-(NOT REQUIRED) NA FOUNDATION INSPECTIONS rn N c 3. GENERAL CONTRACTOR 9,9, STRUCTURAL STEEL NA CONCRETE COMP.STRENGTH AND SLUMP TESTS 0 v W 3.1. THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION 9.9.1. CHECK STEEL ON THE JOB WITH THE PLANS. O O INSTALLATION OR TURNKEY PROJECT TO,AT A MINIMUM: 9.9.2. CHECK MILL CERTIFICATIONS.CALL FOR LABORATORY TEST REPORTS WHEN MILL CERTIFICATION IS IN NA POST INSTALLED ANCHOR ROD VERIFICATION m N 3.1.1. REVIEW THE REQUIREMENTS OF THE MI CHECKLIST. QUESTION. NA BASE PLATE GROUT VERIFICATION Ull2 o 0 Et U) o 3.1.2. WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING 9.9.3. CHECK GRADE OF STEEL MEMBERS,AND BOLTS FOR CONFORMANCE WITH DRAWINGS. FOUNDATION INSPECTIONS. 9.9.4. INSPECT ALL STRUCTURAL BOLTS SHALL BE FIELD INSPECTED ACCORDING TO THE REQUIREMENTS OF THE AISC NA CONTRACTOR'S CERTIFIED WELD INSPECTION N d U Vol L 3.1.3. BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS. 'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009. EARTHWORK:PROVIDE PHOTO DOCUMENTATION OF EXCAVATION N 0- 3.1.4. THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE 9.9.5. INSPECT STEEL MEMBERS FOR DISTORTION,EXCESSIVE RUST,FLAWS AND BURNED HOLES. NA QUALITY AND COMPACTION REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007. 9.9.6. CHECK STEEL MEMBERS FOR SIZES,SWEEP AND DIMENSIONAL TOLERANCES. X ON SITE COLD GALVANIZING VERIFICATION ! 9.9.7. CHECK FOR SURFACE FINISH SPECIFIED,GALVANIZED. 1 4. RECOMMENDATIONS 9.9.8. CHECK THAT BOLTS HAVE BEEN TIGHTENED PROPERLY. NA GUY WIRE TENSION REPORT , 4.1. THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY AND 9.9.9. PRIOR TO ANY FIELD CUTTING THE CONTRACTOR SHALL MARK THE CUTOUT LINES ON THE STEEL AND THE X GC AS BUILT DOCUMENTS EFFECTIVENESS OF DELIVERING AN MI REPORT: INSPECTION/TESTING AGENCY SHALL VERIFY PROPOSED LAYOUT,LOCATION,AND DIMENSIONS.THE ':) 4.1.1. IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE,PREFERABLE 10,TO THE MI INSPECTION/TESTING AGENCY SHALL CLOSELY AND CONTINUOUSLY MONITOR THIS ACTIVITY. NA MICROPILE/ROCK ANCHOR INSTALLER'S DRILLING AND INSTALLATION INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED. 9.10. WELDING: LOGS AND QA/QC DOCUMENTS — 7 J 4.1.2. THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. 9.10.1. VERIFY FIELD WELDING PROCEDURES,WELDERS,AND WELDING OPERATORS,NOT DEEMED PREQUALIFIED,IN ADDITIONAL TESTING AND INSPECTIONS: L J — 4.1.3. WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY ACCORDANCE WITH AWS D1.1. I GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS. 9.10.2. INSPECT FIELD WELDED CONNECTIONS IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED AND WITH AWS 4.1.4. IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION D1.1. POST-CONSTRUCTION CO WINSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S)TO COMMENCE WITH ONE SITE VISIT. 9.10.3. APPROVE FIELD WELDING SEQUENCE, MI INSPECTOR REDLINE OR RECORD DRAWING(S)4.1.5. WHEN POSSIBLE,ITIS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY 9.10.4. A PROGRAM OF THE APPROVED SEQUENCES SHALL BE SUBMITTED TO CROWN CASTLE BEFORE WELDING X X W • DEFICIENCIES CORRECTED DURING THE INITIAL MI.THEREFORE,THE GC MAY CHOOSE TO COORDINATE THE MI BEGINS.NO CHANGE IN APPROVED SEQUENCES MAY BE MADE WITHOUT PERMISSION FROM CROWN CASTLE. NA POST INSTALLED ANCHOR ROD TARGET TENSION LOAD TESTING W .J CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS 9.10.5. INSPECT WELDED CONNECTIONS AS FOLLOWS AND IN ACCORDANCE WITH AWS D1.1: REFER TO MICROPILE/ROCK ANCHOR NOTES FOR SPECIAL INSPECTION ON SITE. 9.10.5.1. INSPECT WELDING EQUIPMENT FOR CAPACITY,MAINTENANCE,AND WORKING CONDITIONS. NA AND TESTING REQUIREMENTS. Z O a 9.10.5.2. VERIFY SPECIFIED ELECTRODES AND HANDLING AND STORAGE OF ELECTRODES FOR CONFORMANCE TO ^^ (/) 0 5. CANCELLATION OR DELAYS IN SCHEDULED MI SPECIFICATIONS. X PHOTOGRAPHS Q 1..� z 0 5.1. IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED,AND EITHER PARTY 9.10.5.3. INSPECT PREHEATING AND INTERPASS TEMPERATURES FOR CONFORMANCE WITH AWS D1.1. ADDITIONAL TESTING AND INSPECTIONS: O a Ill _ CANCELS OR DELAYS,CROWN CASTLE SHALL NOT BE RESPONSIBLE FOR ANY COSTS,FEES,LOSS OF DEPOSITS 9.10.5.4. VISUALLY INSPECT ALL WELDS AND VERIFY THAT QUALITY OF WELDS MEETS THE REQUIREMENTS OF AWS — L L 7 AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PARTY FOR ANY TIME D1.1.OTHER TESTS MAY ALSO BE PERFORMED ON THE WELDS BY THE TESTING AGENCY IN ORDER FOR O Z 0 0 (E.G .TRAVEL AND LODGING,COSTS OF KEEPING EQUIPMENT ON-SITE,ETC.). IF CROWN CASTLE CONTRACTS THEM TO PERFORM THEIR DUTIES FOR THIS PROJECT. NOTE:X DENOTES A DOCUMENT NEEDED FOR THE PMI REPORT • DIRECTLY FOR A THIRD PARTY MI,EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS 9.10.5.5. SPOT TEST AT LEAST ONE FILLET WELD OF EACH MEMBER USING MAGNETIC PARTICLE. NA DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE PMI REPORT 7 O Z 0 Z CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. 9.10.5.6. INSPECT FOR SIZE,SPACING,TYPE AND LOCATION AS PER APPROVED DRAWINGS. 2 _ rx 9.10.5.7. VERIFY THAT THE BASE METAL CONFORMS TO THE DRAWINGS. • O C/) < 6. CORRECTION OF FAILING MI'S 9.10.5.8. REVIEW THE REPORTS BY TESTING LABS. ::: < 6.1. IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI("FAILED MI"),THE GC SHALL WORK WITH CROWN CASTLE TO 9.10.5.9. CHECK TO SEE THAT WELDS ARE CLEAN AND FREE FROM SLAG. F— COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS: 9.10.5.10.INSPECT RUST PROTECTION OF WELDS AS PER SPECIFICATIONS. I r- 6.1.1. CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT 9.10.5.11.CHECK DEFECTIVE WELDS ARE CLEARLY MARKED AND HAVE BEEN ADEQUATELY REPAIRED. C h ,- DOCUMENTS AND COORDINATE A SUPPLEMENT MI. 9.10.5.12.FULL PENETRATION WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO BE 100%NDE 6.1.2. OR,WITH CROWN CASTLE'S APPROVAL,THE GC MAY WORK WITH THE EOR TO RE-ANALYZE THE INSPECTED BY UT IN ACCORDANCE WITH AWS D1.1. — 0) MODIFICATION/REINFORCEMENT USING THE AS-BUILT CONDITION. 9.10.5.13.PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF THE BASE OF THE TOWER ARE REQUIRED TO � BE 50%NDE INSPECTED BY MP IN ACCORDANCE WITH AWS D1.1. — Co 7. MI VERIFICATION INSPECTIONS 9.11. REPORTS: 7.1. CROWN CASTLE RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND 9.11.1. COMPILE AND PERIODICALLY SUBMIT DAILY INSPECTION REPORTS TO CROWN CASTLE. n COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S)ON TOWER MODIFICATION PROJECTS. 9.112. THE INSPECTION PLAN OUTLINED HEREIN IS INTENDED AS A DESCRIPTION OF GENERAL AND SPECIFIC ITEMS OF O m 7.2. ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE CONCERN.IT IS NOT INTENDED TO BE ALL-INCLUSIVE.IT DOES NOT LIMIT THE TESTING AND INSPECTION CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG-SOW-10007. AGENCY TO THE ITEMS LISTED.ADDITIONAL TESTING,INSPECTION,AND CHECKING MAY BE REQUIRED AND 7.3. VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEV/AESV FIRM AFTER A MODIFICATION SHOULD BE ANTICIPATED.THE TESTING AGENCY SHALL USE THEIR PROFESSIONAL JUDGMENT AND PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED'PASSING MI'OR"PASS AS NOTED MI"REPORT KNOWLEDGE OF THE JOB SITE CONDITIONS AND THE CONTRACTOR'S PERFORMANCE TO DECIDE WHAT OTHER { FOR THE ORIGINAL PROJECT. ITEMS REQUIRE ADDITIONAL ATTENTION.THE TESTING AGENCY'S JUDGMENT MUST PREVAIL ON ITEMS NOT PROBLEMS SHALL BE BROUGHT IMMEDIATELY TO CROWN a 8. PHOTOGRAPHS CASTLE ALLY ATT OVERTION ERE DTIONSEARE NOT TOO BE MADE WITH R UT CROWN CASTLE'S REVIEW AND SPECIFIC Si''�a SRA( SN0 U 8.1. BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS,AT A MINIMUM,ARE TO BE TAKEN AND WRITTEN CONSENT.CROWN CASTLE RESERVES THE RIGHT TO DETERMINE WHETHER OR NOT A RESOLUTION IS 0.0 PRORFS PROJECT Na: 37516-0026:003.7700 INCLUDED IN THE MI REPORT: ACCEPTABLE. ,4 INF s/ 8.1.1. PRECONSTRUCTION GENERAL SITE CONDITION 9.11.3. AFTER EACH INSPECTION,THE TESTING AGENCY WILL PREPARE A WRITTEN ACCEPTANCE OR REJECTION WHICH cJ" �iG F,Q Oy DRAWN BY: B.M.S. 8.12. PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND INSPECTION WILL BE GIVEN TO THE CONTRACTOR AND FILED AS DAILY REPORTS TO CROWN CASTLE.THIS WRITTEN ACTION a4/ ' DESIGNED BY: R.M.F. 8.1.3. RAW MATERIALS WILL GIVE THE CONTRACTOR A LIST OF ITEMS TO BE CORRECTED,PRIOR TO CONTINUING CONSTRUCTION, 89567P ,E 8.1.4. PHOTOS OF ALL CRITICAL DETAILS AND/OR LOADING OF STRUCTURAL ITEMS. CHECKED BY: I...Y)8,1.5. FOUNDATION MODIFICATIONS 9.11.4. THE TESTING AGENCY DOES NOT RELIEVE THE CONTRACTOR'S CONTRACTUAL OR STATUTORY OBLIGATIONS. DATE: 3 2-2016 8.1.6. WELD PREPARATION THE CONTRACTOR HAS THE SOLE RESPONSIBILITY FOR ANY DEVIATIONS FROM THE OFFICIAL CONTRACT F&GON 8.1.8.• B NAL INSTALLED INSTALLATION CONDITION ONRQUE DOCUMENTS.THE TESTING AGENCY WILL NOT REPLACE THE CONTRACTOR'S QUALITY CONTROL PERSONNEL. d Ye. 18,�O,1k . SURFACE COATING REPAIR _ 8.1.10. POST CONSTRUCTION PHOTOGRAPHS R''4'i KERMOO MI CHECKLIST 8.1.11. FINAL INFIELD CONDITION -. s 8.1.12. PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. res: j!'c"/t n 8.1.13. THIS IS NOTA COMPLETE LIST OF REQUIRED PHOTOS,PLEASE REFER TO ENG-SOW-10007. , •� o MAR 0 7 2016 S-7 N ,' g