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Plans - APPENDIX D TOWER MODIFICATION DRAWINGS TOWER MODIFICATION DRAWINGS �F B+TGRP 1717 a BOULDER AVE. SUITE KC TULSA.0671119 PREPARED FOR: CROWN CASTLE TOWER INFORMATION PH:.b F15874830 TOWER MANUFACTURER/DWG#: VALMONT/DC2866Z PROJECT CONTACTS: TOWER HEIGHT/TYPE: 116'MONOPOLE 1. CROWN TOWER STRUCTURAL ANALYST TOWER LOCATION: LAT. 45.26'48.46" DATUM:(NAD 1983) LONG. -122°47'2.41" PAUL ANZINI ELEV. 181 FT AMSL CROWN (602)845-1753 STRUCTURAL DESIGN DRA'MNG REPORT:B+T GROUP/WO.#1033165 CASTLE PAUL.ANZINI.CONTRACTOR @CROWNCASTLE.COM STRUCTURAL ANALYSIS REPORT: BAT GROUP/WO.#1022440 5350 NORTH 48TH STREET,SUITE 305 STRUCTURAL ANALYSIS DATE: 03/12/15 SITE NAME: PROGRESS CHANDLER,AZ 85226 APPLICATION ID/REVISION#: 285805/3 CCISITES DOCUMENT ID: 5594954 BU NUMBER: 874140 2. CROWN PROJECT MANAGER LEE BASSETT ISSUED FOR: SITE ADDRESS: (425)202-0200 REV °" DESCRIPTION ad 10185 SW CASCADE AVENUE LEE.BASSETT @CROWNCASTLE.COM CODE COMPLIANCE °'�°°�" °`° °"C0N5A0C"" PORTLAND, OR 97223 THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF T1A-222-G STRUCTURAL STANDARDS WASHINGTON COUNTY, USA FOR STEEL ANTENNA TOWERS AND ANTENNA 3. CROWN CONSTRUCTION MANAGER SUPPORTING STRUCTURES USING A 3-SECOND GUST - WIND SPEED OF 93 MPH WITH NO ICE,30 MPH WITH 1 INCH 'PROJECT NO: 78875.003.01, ' N/A ICE THICKNESS AND 60 MPH UNDER SERVICE LOADS, PROJECT ENG: BRADEN TABB n �f EXPOSURE CATEGORY C. DRAWN BY: VAT i c s 1's !i_ lIIII�. `\ `cNECNEDBV: ssc ', f ,=o 6+T�L EERIN 1n DRAWINGS INCLUDED s R r ,..,. 6U/874140 4. B+T GROUP PROJECT ENGINEER eiere-A ,> SHEET NUMBER DESCRIPTION/ SRE NAME:PROGRESS 6PE 1 // Vvii1 BRADEN TABB,E.I. Si TITLE SHEET i \ 1.t1I JI�I �-' (918)587-4630 52 MODIFICATION INSPECTION NOTES AND CHECKLIST a;, a� ,:•N -` C BTABB @BTGRP.COM S3 GENERAL NOTES, MAX BOLT NOTES AND DETAIL 1 OREG01� k- �_ .rte.' / 1717 S BOULDER AVENUE,SUITE 300 S4 TOWER ELEV., SCHEDULE AND TX LINE DIST. DIAGRAM °6 13,20l\ 3 Imo"}� 1j \ ° ®` TULSA,OK 74119 S5 TOWER SECTIONS (0'-35' AND 35'-70') AND ANCHOR hA0 7UZl� ROD BRACKET DETAIL g a°°"°"' :, 5. B+T GROUP ENGINEER(EOR) S6 IN-LINE SPLICE DETAIL R`"wr.1r'w I■.' — =� CHAD E TUTTLE,P.E. D1 PART DETAIL o,. ALTER ;EE,TO g MAP (918)587-4630 D3 DETAILS fpROGRESS y CTUTTLE @BTGRP.COM 874140 1717 S BOULDER AVENUE,SUITE 300 0185 SW CASCADE AVENUE DIRECTIONS TULSA,OK 74119 PORTLAND.OR P. FROM HWY 99W & HWY 217 IN PORTLAND,OREGON, START EXISTING nR MDNOPOLE OUT GOING NORTHEAST ON SW PACIFIC HWY / OR-99W. SHEET TITLE 1 <0.1 MILES MERGE ONTO OR-217 N TOWARD BEAVERTON 1 / SUNSET HWY.. 1.0 MILES TAKE THE GREENBURG RD. TITLE SHEET EXIT- EXIT 5- TOWARD METZGER. 0.2 MILES TURN LEFT '•;; ONTO SW GREENBURG RD. 0.2 MILES TURN RIGHT ONTO SHEET NUMBER. F'REVISION: P SW CASCADE AVE. 0.4 MILES END AT 10185 SW CASCADE AVE PORTLAND, OR 97223, US S 1 0 • , ■ f I % MI CHECKLIST MJ INSPECTOR REQUIRED I REPORT ITEM I BRIEF DESCRIPTION THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEMNG A PO FOR THE MI TO,AT A MINIMUM: PRE-CONSTRUCTION •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST j= B+T GRP X MI CHECKLIST DRAWING THIS CHECKUST SHALL BE INCLUDED IN THE MI REPORT. •WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS,INCLUDING FOUNDATION INSPECTIONS 17179.1183UIDERAVE ONCE THE PRE-MODIFICATION MAPPING IS COMPLETE AND PRICK TO FABRICATION,THE CONTRACTOR SHALL PROVIDE SUITE 300 DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS AS NECESSARY FOR NON-STANDARD PARTS.THESE ARE TO TULSA.OK 74119 INCLUDE,BUT ME NOT LIMITED TO.A VISUAL LAYOUT OF NEW REINFORCEMENT,EXISTING REINFORCEMENT AND MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR(GC)INSPECTION p 1919)697-4030 x FOR APPROVAL CONFIGURATION,PORTHOLES,MOUNTS.STEP PEGS,SAFETY CUMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY CON TEST REPORTS.THE FENDWING THE DOCUMENTS FOR ADHERENCE ROOT CONTRACT CW DOCUMENTS, ,I99m, AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER.THESE DRAWINGS SHALL BE SUBMITTED TO THE CONDUCTING THE IN-FIELD INSPECTIONS,AND SUBMITTING THE NI REPORT TO CROWN. FOR FOR APPROVAL APPROVED ASSEMBLY/SHOP DRAWINGS SHALL BE SUBMITTED TO THE MI INSPECTOR FOR INCLUSION GENERAL CONTRACTOR IN THE M REPORT. THE GC IS REOUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE X FABRICATION INSPECTION A LEI TM FROM THE FABRICATOR,STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH INDUSTRY STANDARDS MODIFICATION INSTALLATION OR TURNKEY PROJECT TO,AT A MINIMUM: AND THE CONTRACT DOCUMENTS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. % FABRICATOR CERTIFIED WELD INSPECTION A VISUAL OBSERVATION BY A CWI OF A PORTION OF WELDING ON THE PROPOSED STRUCTURAL MEMBERS IS REQUIRED •REVIEW THE REQUIREMENTS OF THE MI CHECKLIST AND A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. •WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE MI INSPECTIONS,INCLUDING FOUNDATION INSPECTIONS X MATERIAL TEST REPORT(MLR) MILL CERTIFICATION SHALL BE PROVIDED FOR ALL STEEL AS SPECIFIED N THE MODIFICATION DRAWINGS AND THIS •BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS DOCUMENTATION SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH CROWN CRITICAL SHOP WELDS THAT REQUIRE TESTING(PER ENG-STD-10089)ARE NOTED ON THESE CONTRACT DRAWINGS.A THE REQUIREMENTS OF THE MI CHECKLIST AND ENG-SOW-10007. N/A FABRICATOR NDE INSPECTION CERTIFIED WELD INSPECTOR SHALL PERFORM NON-DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO C A S T L E THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. RECOMMENDATIONS X NDE REPORT OF MONOPOLE BASE PLATE A NDE(PER ENG-SOW-10033)OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. AND EFFECTIVENESS OF DELIVERING A MI REPORT: X PACKING SUPS THE MATERLAL SHIPPING UST SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. •IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, CONSTRUCTION(PERFORMED BY CONTRACTOR) PREFERABLY 10.TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED. S A LETTER FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WITH •THE GC AyQ MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. % CONSTRUCTION INSPECTIONS INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS. •WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC ANSI MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE-TENSIONING OPERATIONS. ISSUED FOR N/A FOUNDATION INSPECTIONS A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE CONCRETE.A •IT• MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE REV TIME DESCRIP110K $ WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. FOUNDATION INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S)TO COMMENCE WITH 0 LA/D9/15 ISSUED MR SNiTNUETRA THE CONCRETE MIX DESIGN,SLUMP TEST,AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED TO THE MI ONE SITE VISIT. N/A CONCRETE COMP.STRENGTH AND SLUMP TESTS INSPECTOR FOR INCLUSION IN THE MI REPORT. •WHEN POSSIBLE,IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE T¢ MI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI. THEREFORE,THE GC MAY X POST INSTALLED ANCHOR ROD VERIFICATION POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN REQUIREMENTS AND A CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE. 8 I X BASE PLATE GROUT VERIFICATION THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT THE GROUT WAS CANCELLATION OR DELAYS IN SCHEDULED MI INSTALLED IN ACCORDANCE WITH CROWN EMC-PRC-10072 FOR INCLUSION IN THE MI REPORT. IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED,AND A CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST AS NECESSARY ALL FIELD WELDS.CWI SHALL FOLLOW ALL THE EITHER PARTY CANCELS OR DELAYS,CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES. PROJECT NO: 79873.003.01 PROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS ENG-SOW-10088,ENG-STD-1D069 AND SRV-STD-10158. LOSS OF DEPOSITS AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY • X CONTRACTOR'S CERTIFIED WELD INSPECTION A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT.FULL PENETRATION WELDS IN INCURRED BY EITHER PARTY FOR ANY TIME(E.G.TRAVEL AND LODGING,COSTS OF KEEPING PROJECT ENG: BRADEN TASK ! D1..11 VICINITY PARTIAL PENETRATION RAND FILLET WELDS NRTHETVICINITY OF INS OFPTHE TOWER ARE REQUIRED TO BE 50S NOE EQUIPMENT ON-SITE,ETC.). IF CROWN CONTRACTS DIRECTLY FOR A THIRD PARTY MI,EXCEPTIONS DRANK BY: VAT 7GLs INSPECTED BY MP IN ACCORDANCE WITH AWS D1.1. MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. CHECKED 9Y: SOC I FOUNDATION SUB-GRADES SHALL BE INSPECTED AND APPROVED BY A GEOTECHNICAL ENGINEER AND A REPORT SHALL N/A EARTHWORK,:LIFT AND DENSITY BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. E CORRECTION OF FAILING ML'S % ON SITE COLD GALVANIZING VERIFICATION THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR VERIFYING THAT ANY ON-SITE COLD IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI(FILLED MI),THE GC SHALL WORK WITH B+T./ EERI GALVANIZING WAS APPUED IN ACCORDANCE WITH ENG-BUL-10149. CROWN TO COORDINATE A REMEDIATION PLAN N ONE OF TWO WAYS: /:•: N/A GUY LURE TENSION REPORT THE GENERAL CONTRACTOR SHALL PROVIDE AA ND REPORT TO THE DI INSPECTOR N INDICATING IN THE TEMPERATURE AND TENSION •CORRECT C EALING NTSES TO COMPLY WITH THE SUPPLEMENT MI. CONTAINED IN THE ORIGINAL IN EVERY GUY CABLE AS PART OF PLUMB ANTI TENSION PROCEDURE FOR INCLUSION IN THE MI REPORT. CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT MI. IMF Q THE GENERAL CONTRACTOR SHALL SUBMIT A COPY OF THE CONTRACT DRAWINGS EITHER STATING"INSTALLED AS •OR,WITH CROWN'S APPROVAL THE GC MAY WORK WITH THE FOR TO RE-ANALYZE THE F9 X CC AS-BUILT DOCUMENTS DESIGNED"OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OF RECORD. MODIFICATION/REINFORCEMENT USING THE AS-BUILT CONDITION eff.,.. 76PE T. IPOST-CONSTRUCTION },1I VERIFICATION INSPECTIONS ' € THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTORS REDLINE DRAWING CROWN RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE fl O MI INSPECTOR REDONE OR RECORD DRAWINC(S) AND THE ACTUAL COMPLETED INSTALLATION. ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S)ON TOWER DREG MODIFICATION PROJECTS. 4by ��(Y X POST INSTALLED ANCHOR ROD PULL-OlT POST-INSTRI I m ANCHOR RODS SHALL BE TESTED N ACCORDANCE WITH ENG-PRC-10119 AND A REPORT SHALL BE 13 i p TESTING PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. TMVERIIFCATIION INSPECTIONS SHALL BE ETHHESAMMEG SPECIFICATIONS AND REQUIREMENTS Ch�D tV1t�`(• 73 X PHOTOGRAPHS PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI WHICH DOCUMENT ALL PHASES OF THE CONSTRUCTION.THE PHOTOS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT LOCATION OF THE PHOTO. VERIFICATION INSPECTION WAY BE CONDUCTED BY AN INDEPENDENT AEV/AESV FIRM AFTER A ADDITIONAL TESTING AND INSPECTIONS: MODIFICATION PROJECT IS COMPLETED,AS MARKED BY THE DATE OF AN ACCEPTED TARRING MC A k NOTE:X DENOTES A DOCUMENT NEEDED FOR THE IN REPORT AND N/A DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MI REPORT OR AS NOTED MT REPORT FOR THE ORIGINAL PROJECT. 9E A u m9 91191mL m ATM REQULAIRIR ED PHOTOS , MODIFICATION INSPECTION NOTES; BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS,AT A MINIMUM,ARE TO )• BE TAKEN AND INCLUDED IN THE MI REPORT: PROGRESS GENERAL •PRE-CONSTRUCTION GENERAL SITE CONDITION 874140 THE MODIFICATION INSPECTION(MI)IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE •PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION/ERECTION AND 10195 SW CASCADE AVENUE II INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS,NAMELY THE MODIFICATION DRAWINGS.AS DESIGNED BY THE ENGINEER OF RECORD(EAR). •INSPECTION PORTLAND.OR RAW MATERIALS N THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF,NOR DOES THE MI INSPECTOR TAKE •• PHOTOS OF ALL CRITICAL DETAILS EXISTING 116'MONOPOLE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE FOR AT ALL TIMES. •• FOUNDATION MODIFICATIONS - •• WELD PREPARATION ` SHEET WILE M ALL •MI'S SHALL BE CONDUCTED BY A CROWN ENGINEERING VENDOR(REV)OR ENGINEERING SERVICE VENDOR(AESV)THAT IS APPROVED TO PERFORM ELEVATED WORK FOR •• BOLT I AND TORQUE CROWN.SEE ENO-BUL-10173 UST OF APPROVED MI VENDORS. FINAL I INSTALLATION LLED ED CONDITION MODIFICATION INSPECTION C •• SURFACE COATING REPAIR •POST CONSTRUCTION PHOTOGRAPHS NOTES AND CHECKLIST TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET,R IS VITAL THAT THE GENERAL CONTRACTOR(GC)AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING •• FINAL INFIELD CONDMON • p AS SOON AS A PO IS RECEIVED. R IS EXPEL.IW THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN, SHEET NUMBER: REVISION .k CONTACT YOUR CROWN POINT OF CONTACT(POD). PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE. , i•.I^ O 1 I REFER TO MG-SOW-10007:MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS. S2 JI THIS IS NOT A COMPLETE UST OF REQUIRED PHOTOS,PLEASE REFER TO ENG-SOW-10007. • I F , ■ 1 •N I I - 9 NOTES: GENERAL NOTES R ALL STRUCTURAL OF BOLTS SHALL BE INSTALLED S R STRUCTURAL TO THE PRE-TENSIONED HIGH CONDITION ACCORDING 31. TO THE 1.1 ALL WORK SHALL COMPLY WITH THE 11A-222-C STANDARD AS REOl11REMENfS OF THE MSC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS'.DEC.31,2009. WELL AS ANY OTHER GOVERNING BUILDING CODES. B+T GRP 2.ALL STRUCTURAL BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE MSC'SPECIFICATION FOR 1.2 FIELD WORK WILL BE DONE AROUND EXISTING COAXIAL CABLE 173 AND EQUIPMENT.ALL WORK SHALL BE DONE IN A MANNER SUCH SURE 171S.B BOULDER AVE STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.31,2009. THAT NO DAMAGE OCCURS TO THE EXISTING EQUIPMENT OR THE STRUCTURE. TULSA,ON 74119 3.ALL AJAX M20 BOLTS WITH SHEAR SLEEVES SHALL BE PRE-TENSIONED AND TIGHTENED UNTIL THE DIRECT TENSION PH:N19159T�mo AJ 1.3 A MINIMUM OF TWO COATS OF ZING COLD GALVANIZING COMPOUND PR WM(0111 INDICATOR(DTI)WASHERS SHOW THAT THE PROPER BOLT TENSION HAS BEEN REACHED.SEE NOTES AND DETAIL BELOW (OR APPROVED EQLINAENT)SHALL BE APPLED TO ANY FIELD CUTS FOR THE USE OF DIRECT TENSION INDICATOR(OTT)WASHERS WITH THE AJAX M20 BOLTS. OR FIELD DRILLED HOLES. 1,4 THE USE OF A GAS TORCH OR WELDER WILL NOT BE PERMITTED 4.ALL AJAX BOLTS SHALL BE INSTALLED USING DIRECT TENSION INDICATORS(DT'S) D HARDENED WASHERS. DTI'S ON THE TOWER WITHOUT THE CONSENT OF THE OWNER. ' AN SHALL BE THE SOUIRTERW STYLE,MADE TO ASTM F959 LATEST REVISION;AND HARDENED WASHERS SHALL CONFORM TC 1.5 IN LIEU OF TEMPORARY BRACING CONTRACTOR MAY HAVE A STABILITY ASTM F436 AND HAVE A HARDNESS OF HRC 38 OR HIGHER. ANALYSIS PERFORMED BY AN ENGINEER LICENSED IN THE STATE THE TOWER IS LOCATED.THE ANALYSIS SHALL USE A MINIMUM WIND 5.AS AN A_TERNATIVE TO USING DTI WASHERS,AJAX BOLTS MAY BE PRETENSIONED PER MSC TURN-OF-NUT METHOD. SPEED OF 45 mph(3-SEC)PER TIA-1019. FABRICATION NOTES FOR MAX M20'ONE-SIDE'BOLTS WITH DIRECT TENSION INDICATORS(DTI'S); CROWN 2.1 ALL WORK SHALL BE DONE IN ACCORDANCE WITH A.I.S.C. DIES REQUIRED;DG'S SHALL BE'SELF-INDICATING"SOUIRTERS STYLE DR'S MADE WITH SIUCONE EMBEDDED IN THEM,INSPECTED BY MEANS OF THE VISUAL EJECTION OF SIUCOHE AS THE on "SPECIFICATIONS FOR THE DESIGN,FABRICATION AND ERECTION PROTRUSIONS COMPRESS.SQUIRTER.DT'S SHALL BE CALIBRATED PER MANUFACTURES'S INSTRUCTIONS PRIOR TO USE. OF STRUCTURAL STEEL FOR BUILDINGS." CASTLE 2.2 STRUCTURAL STEEL SHALL MEET THE FOLLOWING SPECIFICATIONS: THE DIRECT TENSION INDICATOR (DT)WASHERS SHALL BE THE `SQUIRTER®STYLE"AS MANUFACTURED BY: OELO ASTM SPECS • APPLIED BOLTING TECHNOLOGY PRODUCTS, INC. A.STEEL SHAPES AND PLATES,U.N.O. 65kat A572 1413 ROCKINGHAM ROAD B.STEEL PIPE(ASS) 48M9i A50D OR B I BELLOWS FALLS,VERMONT 05101, USA PHONE 1-800-552-1999 S WEDGES:WWWAPPLIEDBOLTNG.COM 2.3 ALL NEW MATERIAL INCLUDING STRUCTURAL STEEL AND FASTENERS SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION IN ' ISSUED FOR: DISTRIBUTORS OF SQUIRTER®DVS: ACCORDANCE WITH ASTM A123 AND A153. 0 HTTP://W W.APPUEDBOLTNG.COM/APPUED-BOLTING-DISTRUBUTORS.HTML 2.4 WELDING SHALL MEET ANSI/AWS 01.1 STRUCTURAL WELDING CODE REV DA1E DOCAiIDN 0 (LATEST REVISION).ELECTRODES SHALL BE E80 SERIES. 0 04/09/19 ISSUED FOR CINSIRAXI R I. DIN;USE DIRECT TENSION INDICATOR(DTI)WASHERS COMPATIBLE WITH 3/4"NOMINAL A325 BOLTS FOR THE AJAX 920 BOLTS.QT'S SHALL NOT BE HOT-DIP GALVANIZED.DO'S SHALL BE 2.5 CONTRACTOR SHALL PROVIDE SHOP FABRICATION DRAWINGS TO Y MECHANICALLY GALVANIZED(MG)BY THE COLD MECHANICAL PROCESS ONLY AS PROVIDED BY THE DT MANUFACTURER. B+T GROUP 5 DAYS PRIOR TO FABRICATION. 1 HAROENEO WASHERS REWIRED•USE A HARDENED WASHER FOR A 3/4"NOMINAL BOLT BETWEEN THE TOP OF THE DIRECT TENSION INDICATOR(DT)WASHER AND THE NUT OF THE AJAX 920 BOLT. KEY NOTES 1 HARDENED WASHERS SHALL CONFORM TO ASTM F436 AND HAVE A MINIMUM HARDNESS OF HRC 38 OR HIGHER.THE HARDENED WASHERS SHALL BE MECHANICALLY GALVANIZED BY THE COLD MECHANICAL PROCESS.ALTERNATIVELY,CORRECTLY MADE HOT DIP GALVANIZED HARDENED FLAT WASHERS HAVING A MINIMUM HARDNESS OF HRC 38 CAN BE USED;CONTRACTOR SHALL PROVIDE —� DOCUMENTATION OF WASHER SPECIFICATION AND HARDNESS. ® TOWER MODIFICATION I.D. • I NLR LUBRICATION REDU1RFR PROPERLY LUBRICATE THE THREADS OF TIE NUT OF THE AJAX BOLT SO THAT O CAN BE PROPERLY TIGHTENED WITHOUT CLUNG AND/OR LOCKING UP ON THE BOLT A PROJECT NO: 78B75.00S.D1 THREADS.CONTRACTOR SHALL FOLLOW DO MANUFACTURER INSTRUCTIONS FOR PROPER LUBRICATION AND TIGHTENING. PROJECT ENO: BRADEN TABB NOTE:COMPLETELY COMPRESSED DT'S SHOWING NO VISIBLE REMAINING GAP ARE ACCEPTABLE.D11 WASHERS SHALL BE PLACED DIRECTLY AGAINST THE OUTER AJAX WASHER WITH THE DT BUMPS DRAM BY: VATI GALS FACING AWAY FROM THE MAX WASHER.PLACE A HARDENED WASHER BETWEEN THE DT AND AJAX NUT,THE DT BUMPS SHAL BEAR AGMNSf THE UNDERSIDE OF A HARDENED FLAT WASHER,NEVER CHECKED BY; SSC DIRECTLY AGAINST THE NUT. .Eg CONTRACTOR SHALL FOLLOW DO MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION,LUBRICATION.TIGHTENING AND INSPECTION. B+T ENGINEERIN jl:'. I 1NSPE(Ma REQUIRED:ALL AJAX BOLTS SHALL BE INSPECTED ACCORDING TO THE REQUIREMENTS OF THE NSC'SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS',DEC.32,2009, ,M1--_N BY A QUALIFIED BOLT INSPECTOR.DURING INSTALLATION,THE BOLT INSPECTOR SHALL VERIFY AND DOCUMENT THE SHOP-DRILLED AND FlELD-DRILLED HOLE SIZES;THE INSTALLATION OF THE MAX V' P BOLT ASSEMBLY,INCLUDING THE SHEAR SLEEVE PLACEMENT AND NUT LUBRICATION AND THE CONTRACTOR'S TENSIONING PROCEDURE. IN ADDMON,ALL AJAX BOLTS AND QT'S SHALL BE VISUALLY ,......4111:11•• $ INSPECTED ACCORDING TO THE DTI MANUFACTURER'S INSTRUCTIONS.THE BOLT INSPECTOR SHALL PROVIDE COMPLETE PHOTO DOCUMENTATION OF ALL BOLTS AFTER TIGHTENING CLEARLY SHOWING THE / .1�' "F,9 CONDITION OF THE DG'S. II.d� F INTERIOR OF POLE SHAFT I EXTERIOR OF POLE SHAFT , •'276PE FIELD SHAFT WALL SHAFT REINFORCING ELEMENT (/ i SHOP DRILL HOLE IN SHAFT REINFORCING ELEMENT,HOT DREG t7 / ELD DRILL HOLE IN SHAFT WALL; , DIP GALVANIZED PER ASTM A123:FIELD COAT WITH ZRC 4 COAT WITH ZRC ZINC COLD-GALVANIZING COMPOUND; ZINC COLD-GALVANIZING COMPOUND AFTER FIELD DRILLING: 'Y'O �\ HOLE DIAMETER;NOMINAL 30mm(1 3/16"MAX.) �x HOLE DIAMETER; NOMINAL 3Omm(1 3/18"MAX.) �9.Z� P. �//'/ DIRECT TENSION INDICATOR(DTI) 40'SOUIRTERND'STYLE;ASTM TUZ FOR MANUFACTURED BY APPLIED BOLTING TECHNOLOGY PRODUCTS,INC.MI°MEEHAN/IN I Y OA VANI7F0 I t,41414.... fft. in IIIL /� ; MACHINED END OF AJAX BOLT LIMBO, FOR AJAX INSTALLATION TOOL ALAN M20 BOLT lililililiIIIIII ,.IIIIIIII■ �%920 BOLT PROGRESS HEAD: 29 BOLT OD 874140 6 ����4 1_ (NOMINAL 20mm OD) 11/185 PORTLAND.EE ASE 1 MAX SPLIT WASHER �� j AJAX NUT(LUBRICATE THREADS, r` CANE[ SLFVF{Eo 20m S1 MIN)' q% REFER TO NOTES) EXISTING TIC MONOPOLE $ SIZE 29mm OD x 20mm ID HARDENED FLAT WASHER ASTM F438; ; SHEET TITLE SLEEVES- NOMINAL(GRIP-6mm) ■ (GRIP-0.25') (TOL-D',+1/32) MINIMUM HARDNESS NM; 38; GENERAL NOTES, SLEEVES SHALL BE ROUND,WITH ENDS CUT SQUARE AND DEBURRED. COI°MFDHANICAI IY am VANITFO / Ski EAR MAX WASHER AJAX BOLT NOTES PLANE I RUBBER WASHER AND DETAIL A 4 GRIP (1 1/18'OD x 13/16`ID x 1/8"THICKNESS) SHEET NUMBER: 'REVISION F )T TYPICAL BOLT DETAIL S3 0 X LE • • I , • CCI:FLAT PLATE-BILL OF MATERIALS(65KSI) BOTTOM TOP FLAT PLATE FLAT PLATE FIAT PLATE AJAX BOLTS TOTAL AMX TERMINATION TERM OLATION MAXIMUM TOTAL ELEVATION ELEVATION DESIGNATION LENGTH QUANTITY PER PLATE BOLT QTY BOLTS BOLTS INTERMEDIATE SEDJATE STEEL ELEV X116' (BOTTOM) (TOP) BOLT SPACING WEIGHT B+T CARP 0' 35' CCI-WSFP-06512535 35'-0" 2 31 62 WELD 11 19" 1934 1 LBS. 1>1>S.BOULDER AVE. SUITE]W 0' 35' CCI-WCFP-06512535•• 35'-0" 2 29 58 WELD 11 19" 1934 LBS. TULSA.OK 13110 35' 70' CCI-LIEF-06010035« JS'-0" 2 41 82 10 10 16" 1428 NHS. PH(61e)Be74e6o 2 mw.bi9,0.cO,0 P35' 70 CCI-AFP-06010035 35'-0" 2 42 64 10 10 _ 16" 1426 LBS. F ••UNIQUE PMT.SEE PART DETAIL SHEET D1 AND 02 286 6724 LBS. NOTES: , ELEV-100' F:, NEW CCI FLAT PLATE(65KSI) 1.AJAX BOLTS ARE TO BE 20mm DIAMETER WITH CORRESPONDING 29mm DIAMETER SLEEVE WITH MATCHING STEEL GRADE. • -�"�—.-�--1 2.ALL STEEL SHALL BE HOT-DIP GALVANIZED AFTER FABRICATOR IN ACCORDANCE WITH ASTM A123.ALTERNATIVELY,ALL REINFORCING ELEMENTS I NEW STIFFENER PLATE STEEL REINFORCING MAY BE COLD GALVANIZED AS FOLLOWS:APPLY A MINIMUM OF TWO COATS START END CITY FLAT/ FLAT PLATE• IL- _�_ fl OF ZRC-BRAND ZINC-RICH COLD GALVANIZING COMPOUND.FILM THICKNESS. 1-800-031-3275 FOR PRODUCT ELEVATION ELEVATION CROWN fff INFORMATION. 0' 35' 2 5 6 12 CCI-WSFP-06512535 3.ALL SHIMS SHALL BE ASTM A36. 0' 35' 2 3&9 CCI-WCFP-06512535•• 4.HOLES FOR MAX BOLTS AND SHEAR SLEEVES ARE 30mm UNLESS NOTED OTHERWISE 5.SHOP WELDS ARE ASSUMED E8005 OR GREATER,PER STANDARD SPLICE DETAIL 35' 70' 2 6& 12 CCI-CFP-06010035'• CASTLE 6.IF SCOPE OF MODIFICATION REQUIRES REMOVAL OF TOWER ID TAG,R MUST BE REPLACED. 35' 70' 2 3&9 CCI-AFP-08010035 7.THE CURBING FACILITIES,SAFETY CUMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED.MODIFIED OR ALTERED •SEE CMRP 65 KSI PARTS CATALOG EDITION 2 REV. 1 FOR PART DETAILS WITHOUT THE EXPRESS APPROVAL OF THE ENGINEER OF RECORD OR TOWER OWNER. ••UNIQUE PART.SEE PART DETAIL SHEET D1 AND D2 8.WHERE POSSIBLE.CURBING HARDWARE SHOULD REMAIN IN-UNE ALONG THE POLE.IF AN OBSTRUCTION CAUSES A LATERAL OFFSET OF 2'-0"OR MORE,CLIMBING ANCHORS SHALL BE PROVIDED AT EACH CHANGE IN ALIGNMENT.IF NEW ALL BOLTS SHALL BE AJAX M20 BOLTS WITH HIGH STRENGTH SHEAR REINFORCEMENT REQUIRES STEP BOLT BRACKETS,INSTALL PRIOR TO GALVANIZATION OF STEEL- SLEEVES(ASTM A519 WITH MIN.Fu-120 KSI). CONTACT SUPPLIER FOR 9.CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER FMITING OF REINFORCEMENT ON MONOPOLES.SHIMS FOR MONOPOLE MATERIAL(PLATE AND BOLTS)AND INSTALLATION PROCEDURES. " N REINFORCEMENT MEMBER SHALL BE REQUIRE)WHERE GAPS BETWEEN THE POLE SHAFT AND REINFORCING MEMBER EXIST AT FASTENER LOCATIONS.FOR INTERMEDIATE CONNECTIONS,THE MINIMUM SHIM LENGTH AND WIDTH SHALL BE THE • ISSUED FOR: " I-14-1 WIDTH OF THE REINFORCING MEMBER.FOR TERMINATION CONNECTIONS,A CONTINUOUS SHIM PLATE(PREFERRED)OR EQUIVALENT INDMDUAL SHIM PLATES THE WIDTH OF THE REINFORCING MEMBER MAY BE USED.SHIM THICKNESSES REV DATE DESCRIPTOR "' SHALL BE NO LESS THAN 1/16'.STACKING OF SHIMS IS PERMITTED. EXISTING MEMBER SCHEDULE c 01108/15 ISSUES 100 EDISrm/cnoN ELEV 70' NUMBER BOTTOM TOP LAP ' SECTION OF SIDES THICKNESS DIAMETER DIAMETER SPLICE I 1 1 12 0.291" 31-7q 21.@R 47" 3 _ 12 0.188" 14.114 11.26" --- • EXISTING TOWER HAS BEEN PREVIOUSLY MODIFIED. "PROJECT NO 70075.009.01• . REFERENCE DRAWINGS BY VALMONT DATED O8/14/08 PROJECT ENO: BRAOEN TABB ■ _- __ 2/55 DRAWN BY: VAT/GLS ELEV■51.1' _ (TVP) A CHECKED SY'. SSC TOWER MODIFICATIONS • B+T ENGINEERING, O CRITICAL CONTRACTOR MENSSIONS AND VERIFY UNKNOWN CONDITIONS A PRIOR TO STEEL FABRICATION. S if O THE NEW AND ETOSRNG TRANSMISSION MUST BE .;11.' •�' u DISTRIBUTED AS SHOWN IN THE TX UNE DIST.DIAGRAM 9 - wa RE:DETAIL 2/54. �76PE Py REY I le 2* Q 9BIISSTASLL NEW REINFORCING ELEMENTS �,S , p OREGO a g¢ ®INSTALL NEW ANCHOR RODS AND ANCHOR ROD BRACKETS .y o �f Dy WITH FOOT PADS 1^ R SHEET 55. (INSTALLED) ek (T' 'T• INSTALL NEW IN-UNE SPLICE (6) 1 5/8"TO 114 FT LEVEL FT LEVEL Li 5 RE SHEET 56. (18)17/84.70 TO 977FT LEVEL • ' § • CONTRACTOR SHALL PROVIDE TEMPORARY BRACING •® �E'�_E ' ' O1"'"' a FOR ALL REMOVE NM REPLACE PROCEDURES. �'"', RE A ILA.m •• MODIFICATIONS SHALL BE COMPLETED PRIOR TO •e (INSTALLED) r1a T°°0p1�M1 �A ADDING THE PROPOSED APPURTENANCES. • (1)3/8"TO 114 FT LEVEL -- S (PROPOSED) //�. ° PROGRESS • 9 (4) 1 1/4"TO 75 FT LEVEL�J 874140 I. 10166 SW CASCADE AVENUE 1/S5 PORTLAND.OR (TYP) g O ` EXISTING 110 MONOPOLE ∎ ELEV■0' J o o �l e SHEET TITLE " �> :,� L� (INS ALLED-BUNDLED IN(3)2'CONDUITS) TOWER ELEV.,SCHEDULE i. �^�' ti MS(' '• (e)5/16"TO 85 FT LEVET. •AND TX LINE DIST.DIAGRAM (2) 1/2"TO BS FT LEVEL .>; SHEET NUMBER: 1 REVISION: u • OTOWER ELEVATION O TX LINE DISTRIBUTION DIAGRAM S4 0 1 SCALE N.T.S. J e I 1 • I I • 4 • ANCHOR ROD BRACKET (2)NEW ALL THREAD ANCHOR RODS 7" WITH 1 1/4"x5"x0'-6" ON 47.0'0 BOLT CIRCLE B+T GRP FOOT PAD(3)REQUIRED 5" +7175.BOLILDER AVE. RE 3/55 `��` m 1 1/4"x4 PLATE 50.(OR GREATER) I 1 sUITE aoo n 1572-65 PLATE WASHER WITH v1a1e6e71Jmo -- 2'0 HOLE www.Wm.wm �"— �7 (4)RAT PLATE REINFORCING ELEMENTS. _ .J((��}9� SPACED EQUALLY I I I U� -- J; — __ W 7 EXISTING MONOPOLE. lo BASE PLATE 117/ B 1 B ''' `/ ANCHOR RODS 1 1/4"RATE I HSS4x4x1/2 / 1L\ ON 39.32'0 B.C. /� ,.y 9`/ D I - PAN 1, ,ti 5 CROWN tI • CASTLE 1• NEW 1 3/4'/x6'-9'A193 B7(Fy11051001) ss- I I h ALL THREAD ANCHOR ROD ED HILTI HIT RE 500 EPDXY. -\•�\ 1� I y 3 /`1 EXIST PORTHOLES / (5'-0"IAN.EMBEDMENT INTO EXISTING CONCRETE) z AT N Tpe. /^ ,I (FLAT,4&10) y O N PLAN \ 12 1 2\,/i 1 j NEW NW.HEX NUT TIGHTEN TO - ISSUED FOR: TRIM FOOT PAD \ \ �p NOTCH RAT PLATE AT I, NEW FR PLUS QUARTER TURN • Laval UED F oN n AS REQUIRED �_ '✓ PORTHOLE(1 1/2'MAX) e /�.� o a/oe/IS rssum FOR mNSmucTwN • `I 11.) \ l`\ _..._ RE SHEET&D19) n I1 '�, 0 I I \ / N6W'1 ALL BOLT CIRCLE ANCHOR ROD I I I 5 16 D <ttP. ON EXISTING MONOPOLE--- j I i I _ NEW ANCHOR ROO REINFORCING SHALL BE INSTALLED PROJECT NO: 78875.003.01,' O SCALE:N.T.S. SECTION(0.35') PER MANUFACTURER'S RECOMMENDATIONS.ALL NEW ANCHOR RODS SHALL BE PULL TESTED FOR 111 KIPS. PROJECT ENG. BRADEN TABS 4. CONTRACTOR TO INCLUDE PROVISION ■ 1 DRAWN BY: VAT(OL9 FOR RELOCATION/REPLACEMENT OF ■ .N I I CHECKED BY ssc I EXISTING CLIMBING PEGS AS REQUIRED 1 � I I I 5 16 -j , I I I I ,6 g 02' I B+T ENGINEERING" zW p EXISTING PORINOLES , 4 .wSjys?,. 8 AT ELEV.49'-0" I �!0!'� n (FLAT/ 1 &7) (4)FUT PLATE REINFORGNG ELEMENTS. €-,2%. . I �� SPACED EQUALLY I 9/16 I 7/8(3/4)0 <TOBA7PLATE / ..,276P S o ANCHOR BRACKET\ (9/16)0 S / �G z / (9/16)bM1 I ANCHOR BRACKET [� ,`, 6 7 6 n- ro BASE PLATE 9/16 V 1/2 V TO BASE ORE(30F( P •*/ 9 I 5 \ ; G BASE L®'I�//�• 4 NEW FOOT PAD Ch AD TU1 I S r-EX STING ;'t1.-°�yv_...Vit +)�,I•..'~ NEW 7500 PSI NON-SHRINK, M MONOPOLE EXISTING ,1.O• '.'�''' NON-METALLIC GROUT c�,r 10 —_—+ _— 4 CROU7w .4:R:F wY} r•g 4,``v`ti . �mtin u g ,. I 111131 me omA.aR. EXISTING FOUNDATION //,,,,--11II . i $ `' i �.,I1/.AI g TAKE ALL MEASURES NECESSARY TO AVOID DAMAGING 3 NEW 2"0x5'-0' I11/j' EXISTING REINFORCING BARS DURING DRILLING PROGRESS ' 11 I �\,` ��I IF AND DOSTERFERE WITH CING BARS ARE IMMEDIATELY EW ENCOUNTERED 874140 B ' (+2',-0')HOLE •., z IF DOSING REINFORCING BARS ARE ENCOUNTERED 12 I 2 X11`1 "•I MINOR ADJUSTMENT TO PROPOSED LOCATION OF NEW 10105 SW CASCADE AVENUE 1 I I ANCHORS MAY BE REQUIRED. PORTLAND.OR ��', j\�r— l�� EXISTING 116'MONOPOLE i ANCHOR ROD BRACKET DETAIL SHEET TITLE NOTCH RAT PLATE AT O TOWER SECTIONS(0'-35'AND PORTHOLE(1•MAX) SCALE:N.T.S. 35'-70)AND ANCHOR ROD RFLNT#6&022) BRACKET DETAIL O TOWER SECTION(35'-70') ' SHEET NUMBER Y REVISION: d 2 SCALE:N.T.S. SS 0 • B+T GRP SUITE S.BOULDER AVE. rLILS.CI TULSA DR 74119 PH: 18161587.4630 wwublBrp.mm NEW SHAFT REINFORCING (UPPER REINFORCEMENT) • • i ^3 dI _ a CROWN II -• CASTLE b a 11 • • ISSUED FOR: 1 _ - >r REV DATE DESCRIPTOR d0 04/06/15 ISSUED FOR CONSTRUCTION VATION •� SPLICE PLATE-BILL OF MATERIALS(65KSI) t . ELE 'N n . 1 ELEVATION WIDTH THICKNESS LENGTH OTT OTY OF BOLTS OTT OF BOLTS AJAX BOLTS TOTAL TOTAL Et (TOP END) (BOTTOM END) PER SPLICE MAX BOLTS STEEL WEIGHT 35'-0• 6' 1" 5'-10- 4 10 11 21 84 478 I LBS. • •D.C.DISTANCE ON TERMINATION BOLTS TO BE 3 IN.U.N.O. PROJECT NO: 78875.003.01' IE1 • '•USE SHIN PLATES AS REQUIRED. •••BOLT OTT INCLUDED IN 54 BILL OF MATERIALS PROJECT END: BRADEN TA [➢_ •• ••••STEEL WEIGHT NOT INCLUDES IN S4 BILL OF MATERIALS. TAM 11 DRAWN BY VAT/GLS CHECKED BY: SSC ¢ W� $ B+T ENGINEERING,IN A ' f/ •E,� t4��'j`� 7 _� Y /~;%F9 , 6 �. •-76PE C NEW SPUCE PLATE OREGON' ' IS Q RE:BILL OF MATERIALS 13 ,101,1 1 EXISTING MONOPOLU-.- 644. y40 TUZZ‘� N NEW SHAFT REINFORCING (LOWER REINFORCEMENT) • PROGRESS 874140 F -1,L-- 10185 VENVE PORTLAN OR D, EXISTING 116'MONOPOLE • SI IEET TITLE r;\FLAT PLATE IN-LINE SPLICE DETAIL IN-LINE SPLICE DETAIL F SCALE N.T.S. Y SHEET NUMBER: REVISION: N S6 0 • 1 mr? B+T GRP 1717 S.BOULDER AVE. SLATE 300 TULSA OK 74110 PH. (01111 5174630 Wnw.5lyry.tan NEW SWIFT RONFORCEMEM ���EXISTING MUpIOPO1.F SHAFT \ ,�EXISTING MONOPOLE SHAFT 0 CROWN CJP i EXISTRM.WELD \ I \ CASTLE 45 �` \� \ 1. �GRIND EXISTING FILLET WELD FLUSH TO BASE PLATE SEE CHARror �)\\NIM� AND POLE FOR THE WIDTH E OF THE REINFORCEMENT AT `` \ PLATE PLUS 1/4'ON EACH SIDE(DO NOT OVER GRIND) LI _`_`_`11��\ \\` 2. PERFORM AS BACKING WIIH ENFORCING FILLET WELD 1 ISSUED FOR: ■a DATE BESOAIPIRN• 04/08/15 ISSUED FOR CONSTRUE.TUN g EXISTING BASE PI ATE EXISTING BASE PLATE EXISTING WELD I O WELD DETAIL-OPTION 1 yy SCALE N.T.S. PART NUMBER PLATE SIZE REINFORCING WELD CCI—WSFP-040075 3/4'x 4' 1/4' PROJECT NO: 76875.O50.01 CCI—WAFP-040075 PROJECT ENO: BRADEN TABS 1 CCI—WSFP-045100 CCI—WAFP-045100 x 4 1/2" 1/4" DRAWN BY: 0AT7OLS CHECKED BY: SSC J CCI—WSFP-060100 1"x 6" 3/8' g CCI—WAFP-0601D0 R CCI—WSFP-085125 B+T ENGINEERING }7 CCI—WAFP-065125 1 1/4"x 6 1/2' 1/2" K CCI—WCFP-06512535 i•_/'; NEW SHAFT REINFORCEMENT CCI—WSFP-055125 f/ s ■p CCI—WAFP—O85125 1 1/4"x 8 1/2" S/6" PE Q 6 1. ..--EXISTING MONOPOLE SHAFT ��276PE 1. CLEAN ( I B—U44 OR DREG E1 B—U44—OF At 1. CLEAN EXISTING WELD FROM GALVANIZING ,{ g i 2. BUILD A PLATFORM WITH WELD AT THE SAME HEIGHT •W 13� m 45 -� OF THE EXISTING FILLET WELD(TO REDUCE THE cy40 TU.1�� i SEE CHART /‘1 A� AMOUNT OF WELD TO BUILD THE PLATFORM,R IS 22 L� ALLOWABLE TO PARTIALLY GRIND THE HEIGHT OF THE I }3 ,�1�\�\�� EXISTING FILLET WELD WITH B INFO MINIMUM) ` ! "7 ,. n unic1'.' Y \ \\\`i1` 3 USI NG RPOLE AS BACKING BARNFORCING FILLET WELD i PROGRESS _Il 60 874140 EXISTING BASE PLATE 10185 SW CASCADE AVENUE GI PORTLAND,OR M O WELD DETAIL-OPTION 2 EXISTING 115 MONOPOLE 8 .. SCALE:N.T.S. SHEET TITLE DETAILS C SHEET NUMBER: REVISION: D3 0 , , if . RECEh &:,I, ' TOWER MODIFICATION DRAWINGS I' I":,I , 7 ni5 LI. . B+T GRP 1717 S.BOULDER AVE. SUITE 300 PREPARED FOR: CROWN CASTLE TULSA OK 74119 IT'!iii 19Lnl�D PH: (918)587-4830 TOWER INFORMATION PH: (918)587 -' � j'�;, DIVISION TOWER MANUFACTURER/DWG#: VALMONT/DC2866Z PROJECT CONTACTS: TOWER HEIGHT/TYPE: 116' MONOPOLE 1 . CROWN TOWER STRUCTURAL ANALYST TOWER LOCATION: LAT. 45°26'48.46" DATUM: (NAD 1983) LONG. -122°47'2.41" CROWN PAUL ANZINI ELEV. 181 FT AMSL (602) 845-1753 STRUCTURAL DESIGN DRAWING REPORT: B+T GROUP/WO.#1033165 PAUL.ANZINI.CONTRACTOR @CROWNCASTLE.COM STRUCTURAL ANALYSIS REPORT: B+T GROUP/WO.#1022440 CASTLE 5350 NORTH 48TH STREET, SUITE 305 STRUCTURAL ANALYSIS DATE: 03/12/15 SITE NAME: PROGRESS CHANDLER, AZ 85226 APPLICATION ID/REVISION#: 285805/3 CCISITES DOCUMENT ID: 5594954 BU NUMBER: 874140 2. CROWN PROJECT MANAGER , LEE BASSETT ISSUED FOR: REV DATE DESCRIPTION SITE ADDRESS: (425) 202-0200 CODE COMPLIANCE 0 04/08/15 ISSUED FOR CONSTRUCTION 74 10185 SW CASCADE AVENUE LEE.BASSETT @CROWNCASTLE.COM - PORTLAND, OR 97223 THIS REINFORCEMENT DESIGN IS BASED ON THE REQUIREMENTS OF TIA-222-G STRUCTURAL STANDARDS WASHINGTON COUNTY, USA FOR STEEL ANTENNA TOWERS AND ANTENNA I 3. CROWN CONSTRUCTION MANAGER SUPPORTING STRUCTURES USING A 3-SECOND GUST ` WIND SPEED OF 93 MPH WITH NO ICE, 30 MPH WITH 1 INCH PROJECT NO: 78875.003.01` N/A ICE THICKNESS AND 60 MPH UNDER SERVICE LOADS, PROJECT ENG: BRADEN TABB EXPOSURE CATEGORY C. DRAWN BY: VAT/GLs ci s .....__________ ( F .. � CHECKED BY. SC ii- 1 ' -11 e ^ DRAWINGS INCLUDED w� rS ': L �_ 4. B+T GROUP PROJECT ENGINEER ,� •Q 6 "' nvray, ' �-�, BUy 874140 1� SHEET NUMBER DESCRIPTION irk SITE NAME: PROGRESS y�' 1 ' . t , � — BRADEN TABS, E.I. Si TITLE SHEET ?10 I:I I I II EL_.— I� (918) 587-4630 S2 MODIFICATION INSPECTION NOTES AND CHECKLIST V OREGON \,2:1i_G wimp_ �l 4/ a � '.; �,-� ,J BTABB @BTGRP.COM S3 GENERAL NOTES, AJAX BOLT NOTES AND DETAIL �, k 13 �� � al Gt eel% ':I `- ,—� u ( ��� r 1717 S BOULDER AVENUE, SUITE 300 S4 TOWER ELEV., SCHEDULE AND TX LINE DIST. DIAGRAM H4D TURN N. °, ;) '' ... ,' TULSA, OK 74119 S5 TOWER SECTIONS (O'-35' AND 35'-7O') AND ANCHOR �� �r �, ROD BRACKET DETAIL Expiratl _ gi `re-. •' fo, 5. B+T GROUP ENGINEER (EOR) S6 IN—LINE SPLICE DETAIL ‹,i .. R LS A MOLAT,ON OF LAW FOR ANY PERSON. ��`—' `= '� � .. r CHAD E TUTTLE, P.E. D1 PART DETAIL PROFESSIONAL E N�TO -�) I 1) M' r- �- ALTER TH/S DOCUMENT. al (918) 587-4630 . D2 PART DETAIL MAP CTUTTLE@BTGRP.COM D3 DETAILS PROGRESS ✓ @ 874140 OD 1717 S BOULDER AVENUE, SUITE 300 N DIRECTIONS TULSA, O K 74119 10185 SW CASCADE AVENUE i PORTLAND,OR a o FROM HWY 99W & HWY 217 IN PORTLAND,OREGON, START EXISTING 116'MONOPOLE 1 OUT GOING NORTHEAST ON SW PACIFIC HWY / OR-99W. SHEET TITLE 8 <0.1 MILES MERGE ONTO OR-217 N TOWARD BEAVERTON / SUNSET HWY.. 1.0 MILES TAKE THE GREENBURG RD. TITLE SHEET !.-'; EXIT— EXIT 5— TOWARD METZGER. 0.2 MILES TURN LEFT • ONTO SW GREENBURG RD. 0.2 MILES TURN RIGHT ONTO SHEET NUMBER: REVISION: SW CASCADE AVE. 0.4 MILES END AT 10185 SW CASCADE- 0 AVE PORTLAND, OR 97223, US 1 I I-.. MI CHECKLIST MI INSPECTOR REQUIRED l REPORT ITEM l BRIEF DESCRIPTION THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR THE MI I TO, AT A MINIMUM: i PRE-CONSTRUCTION . REVIEW THE REQUIREMENTS OF THE MI CHECKLIST B T GRP I X MI CHECKLIST DRAWING THIS CHECKLIST SHALL BE INCLUDED IN THE MI REPORT. • WORK WITH THE GC TO DEVELOP A SCHEDULE TO CONDUCT ON—SITE INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS 1717 S.BOULDER AVE. ONCE THE PRE—MODIFICATION MAPPING IS COMPLETE AND PRIOR TO FABRICATION, THE CONTRACTOR SHALL PROVIDE SUITE 300 DETAILED ASSEMBLY DRAWINGS AND/OR SHOP DRAWINGS AS NECESSARY FOR NON—STANDARD PARTS. THESE ARE TO THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR (GC) INSPECTION TULSA,OK 74119 INCLUDE, BUT ARE NOT LIMITED TO, A VISUAL LAYOUT OF NEW REINFORCEMENT, EXISTING REINFORCEMENT ( ) PH: (918)587-4630 X EOR APPROVAL CONFIGURATION, PORTHOLES, MOUNTS, STEP PEGS, SAFETY CLIMBS AND ANY OTHER MISCELLANEOUS ITEMS WHICH MAY AND TEST REPORTS,IN—FIELD RIELDWING THE DOCUMENTS FOR ADHERENCE TO REPORT CONTRACT DOCUMENTS, www.btg p.com AFFECT SUCCESSFUL INSTALLATION OF MODIFICATIONS ON THE TOWER. THESE DRAWINGS SHALL BE SUBMITTED TO THE CONDUCTING THE IN—FIELD INSPECTIONS, AND SUBMITTING THE MI REPORT TO CROWN. EOR FOR APPROVAL. APPROVED ASSEMBLY/SHOP DRAWINGS SHALL BE SUBMITTED TO THE MI INSPECTOR FOR INCLUSION GENERAL CONTRACTOR IN THE MI REPORT. THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE X FABRICATION INSPECTION A LEI!ER FROM THE FABRICATOR, STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH INDUSTRY STANDARDS MODIFICATION INSTALLATION OR TURNKEY PROJECT TO, AT A MINIMUM: AND THE CONTRACT DOCUMENTS SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. A VISUAL OBSERVATION BY A CWI OF A PORTION OF WELDING ON THE PROPOSED STRUCTURAL MEMBERS IS REQUIRED • REVIEW THE REQUIREMENTS OF THE MI CHECKLIST X FABRICATOR CERTIFIED WELD INSPECTION AND A WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. • WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON—SITE MI INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS X MATERIAL TEST REPORT (MTR) MILL CERTIFICATION SHALL BE PROVIDED FOR ALL STEEL AS SPECIFIED IN THE MODIFICATION DRAWINGS AND THIS • BETTER UNDERSTAND ALL INSPECTION AND TESTING REQUIREMENTS ,n,nl DOCUMENTATION SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH CRQ y y ' �J CRITICAL SHOP WELDS THAT REQUIRE TESTING (PER ENG—STD-10069) ARE NOTED ON THESE CONTRACT DRAWINGS. A THE REQUIREMENTS OF THE MI CHECKLIST AND ENG—SOW-10007. N/A FABRICATOR NDE INSPECTION CERTIFIED WELD INSPECTOR SHALL PERFORM NON—DESTRUCTIVE EXAMINATION AND A REPORT SHALL BE PROVIDED TO CASTLE THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. RECOMMENDATIONS X NDE REPORT OF MONOPOLE BASE PLATE A NDE (PER ENG—SOW-10033) OF THE POLE TO BASE PLATE CONNECTION IS REQUIRED AND A WRITTEN REPORT SHALL THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. AND EFFECTIVENESS OF DELIVERING A MI REPORT: 0 X PACKING SLIPS THE MATERIAL SHIPPING LIST SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. • IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, CONSTRUCTION (PERFORMED BY CONTRACTOR) PREFERABLY 10, TO THE MI INSPECTOR AS TO WHEN THE SITE WILL BE READY FOR THE MI • TO BE CONDUCTED. A LUIItR FROM THE GENERAL CONTRACTOR STATING THAT THE WORKMANSHIP WAS PERFORMED IN ACCORDANCE WITH • THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT. N X CONSTRUCTION INSPECTIONS INDUSTRY STANDARDS AND THESE CONTRACT DRAWINGS. • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON—SITE ' ISSUED FOR: SIMULTANEOUSLY FOR ANY GUY WIRE TENSIONING OR RE—TENSIONING OPERATIONS. N/A FOUNDATION INSPECTIONS A VISUAL OBSERVATION OF THE EXCAVATION AND REBAR SHALL BE PERFORMED BEFORE PLACING THE CONCRETE. A • IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE REV DATE DESCRIPTION WRITTEN REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. FOUNDATION INSPECTIONS TO ALLOW FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH 0 04/08/15 ISSUED FOR CONSTRUCTION THE CONCRETE MIX DESIGN, SLUMP TEST, AND COMPRESSIVE STRENGTH TESTS SHALL BE PROVIDED TO THE MI ONE SITE VISIT. N/A CONCRETE COMP. STRENGTH AND SLUMP TESTS INSPECTOR FOR INCLUSION IN THE MI REPORT. • WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON—SITE DURING THE MI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI. THEREFORE, THE GC MAY Y X POST INSTALLED ANCHOR ROD VERIFICATION POST INSTALLED ANCHOR ROD VERIFICATION SHALL BE PERFORMED IN ACCORDANCE WITH CROWN REQUIREMENTS AND A CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL CONSTRUCTION FACILITIES ARE REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE. il X BASE PLATE GROUT VERIFICATION THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR THAT CERTIFIES THAT THE GROUT WAS CANCELLATION OR DELAYS IN SCHEDULED MI INSTALLED IN ACCORDANCE WITH CROWN ENG—PRC-10012 FOR INCLUSION IN THE MI REPORT. % , IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED, AND n A CERTIFIED WELD INSPECTOR SHALL INSPECT AND TEST AS NECESSARY ALL FIELD WELDS. CWI SHALL FOLLOW ALL THE EITHER PARTY CANCELS OR DELAYS, CROWN SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES, ' PROJECT NO: 78875003.01. : PROCEDURES SPECIFIED IN CROWN STANDARD DOCUMENTS ENG-SOW-10066, ENG-STD-10069 AND SRV-STD-10159. LOSS OF DEPOSITS AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY N X CONTRACTOR'S CERTIFIED WELD INSPECTION A REPORT SHALL BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. FULL PENETRATION WELDS IN INCURRED BY EITHER PARTY FOR ANY TIME (E.G. TRAVEL AND LODGING, COSTS OF KEEPING PROJECT ENG: BRADEN TABS THE VICINITY OF BASE OF THE TOWER ARE REQUIRED TO BE 100% NDE INSPECTED BY UT IN ACCORDANCE WITH AWS EQUIPMENT ON—SITE, ETC.). IF CROWN CONTRACTS DIRECTLY FOR A THIRD PARTY MI, EXCEPTIONS DRAWN BY: VAT/GLS D1.1. PARTIAL PENETRATION AND FILLET WELDS IN THE VICINITY OF BASE OF THE TOWER ARE REQUIRED TO BE 50% NDE °' INSPECTED BY MP IN ACCORDANCE WITH AWS D1.1. MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS CAUSED BY WEATHER OR OTHER o CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED. . CHECKED BY: C� ci FOUNDATION SUB—GRADES SHALL BE INSPECTED AND APPROVED BY A GEOTECHNICAL ENGINEER AND A REPORT SHALL o N/A EARTHWORK: LIFT AND DENSITY e , 2 BE PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. CORRECTION OF FAILING MISS IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI FAILED MI" B - T „�� c) THE GENERAL CONTRACTOR SHALL PROVIDE DOCUMENTATION TO THE MI INSPECTOR VERIFYING THAT ANY ON—SITE COLD (' ), THE GC SHALL WORK WITH �+ • Iowa, X ON SITE COLD GALVANIZING VERIFICATION GALVANIZING WAS APPLIED IN ACCORDANCE WITH ENG—BUL-10149. CROWN TO COORDINATE A REMEDIATION PLAN IN ONE OF TWO WAYS: /y��/►j� ` i� y, 0 3 THE GENERAL CONTRACTOR SHALL PROVIDE A REPORT TO THE MI INSPECTOR INDICATING THE TEMPERATURE AND TENSION • CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL 4, C9 � � �. N/A GUY WIRE TENSION REPORT IN EVERY GUY CABLE AS PART OF PLUMB AND TENSION PROCEDURE FOR INCLUSION IN THE MI REPORT. CONTRACT DOCUMENTS AND COORDINATE A SUPPLEMENT MI. •927 7, G w • ;; THE GENERAL CONTRACTOR SHALL SUBMIT A COPY OF THE CONTRACT DRAWINGS EITHER STATING "INSTALLED AS OR, WITH CROWN'S APPROVAL, THE GC MAY WORK WITH THE EOR TO RE—ANALYZE THE X GC AS BUILT DOCUMENTS DESIGNED` OR NOTING ANY CHANGES THAT WERE REQUIRED AND APPROVED BY THE ENGINEER OF RECORD. MODIFICATION/REINFORCEMENT USING THE AS—BUILT CONDITION C 4 POST-CONSTRUCTION MI VERIFICATION INSPECTIONS I OREGO CROWN RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE X MI INSPECTOR REDLINE OR RECORD DRAWING(S) THE MI INSPECTOR SHALL OBSERVE AND REPORT ANY DISCREPANCIES BETWEEN THE CONTRACTORS REDLINE DRAWING ACCURACY AND COMPLETENESS OF PREVIOUSLY COMPLETED MI INSPECTION(S) ON TOWER y0i." 3 I 41Q�, 0. AND THE ACTUAL COMPLETED INSTALLATION. MODIFICATION PROJECTS. CA, \.(G. m X POST INSTALLED ANCHOR ROD PULL-OUT POST-INSTALLED ANCHOR RODS SHALL BE TESTED IN ACCORDANCE WITH ENG-PRC-10119 AND A REPORT SHALL BE AO TUB TESTING PROVIDED TO THE MI INSPECTOR FOR INCLUSION IN THE MI REPORT. ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS PHOTOGRAPHS SHALL BE SUBMITTED TO THE MI WHICH DOCUMENT ALL PHASES OF THE CONSTRUCTION. THE PHOTOS IN THE CONTRACT DOCUMENTS AND IN ACCORDANCE WITH ENG—SOW-10007. X PHOTOGRAPHS SHALL BE ORGANIZED IN A MANNER THAT EASILY IDENTIFIES THE EXACT LOCATION OF THE PHOTO. FXjilfat VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT AEV/AESV FIRM AFTER A ADDITIONAL TESTING AND INSPECTIONS: MODIFICATION PROJECT IS COMPLETED, AS MARKED BY THE DATE OF AN ACCEPTED PASSING Ml" IT IS A NAOLAT1ON OF LAW FOR AM aEasoN, OR 'PASS AS NOTED MI" REPORT FOR THE ORIGINAL PROJECT. UNLESS THEY ARE ACTING UNDER THE DIRECTION - NOTE: X DENOTES A DOCUMENT NEEDED FOR THE MI REPORT AND N/A DENOTES A DOCUMENT THAT IS NOT REQUIRED FOR THE MI REPORT OF A UCENSED PROFESSIONAL ENGINEER.TO ) REQUIRED PHOTOS ALTER THIS DOCUMENT. a.°I MODIFICATION INSPECTION NOTES: BE THE INCLUDED MI REPORT:S FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO ` PROGRESS , t, 874140 GENERAL • PRE—CONSTRUCTION GENERAL SITE CONDITION • PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION /ERECTION THE MODIFICATION INSPECTION (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND A REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE /ERECTION AND 10185 Sw CASCADE AVENUE °' INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY THE MODIFICATION DRAWINGS, AS DESIGNED BY THE ENGINEER OF RECORD (EOR). INSPECTION PORTLAND,OR •• RAW MATERIALS 0 •• PHOTOS OF ALL CRITICAL DETAILS o THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, NOR DOES THE MI INSPECTOR TAKE EXISTING 116'MONOPOLE •• FOUNDATION MODIFICATIONS `r°- OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES. •• WELD PREPARATION 0 BOLT INSTALLATION AND TORQUE SHEET TITLE ALL MI'S SHALL BE CONDUCTED BY A CROWN ENGINEERING VENDOR (AEV) OR ENGINEERING SERVICE VENDOR (AESV) THAT IS APPROVED TO PERFORM ELEVATED WORK FOR •• FINAL INSTALLED CONDITION CROWN. SEE ENG—BUL-10173 LIST OF APPROVED MI VENDORS. SURFACE COATING REPAIR MODIFICATION INSPECTION •- TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR GC AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING • POST CONSTRUCTION PHOTOGRAPHS NOTES AND CHECKLIST ( ) FINAL INFIELD CONDITION • AS SOON AS A PO IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN REACHING OUT TO THE OTHER PARTY. IF CONTACT INFORMATION IS NOT KNOWN, i CONTACT YOUR CROWN POINT OF CONTACT (POC). PHOTOS OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED SHEET NUMBER: REVISION: n INADEQUATE. c", S C REFER TO ENG—SOW-10007 : MODIFICATION INSPECTION SOW FOR FURTHER DETAILS AND REQUIREMENTS. THIS IS NOT A COMPLETE LIST OF REQUIRED PHOTOS, PLEASE REFER TO ENG—SOW-10007. S2 0 J 1 . N. " ANCHOR ROD BRACKET (2) NEW ALL THREAD ANCHOR RODS 7" . WITH 1 1/4"x5"x0'-6" ON 47.0"0 BOLT CIRCLE * B BOULDER FOOT PAD (3) REQUIRED 5" SUITE 300 / / /- — 1 1/4"x4 1 2" SQ. OR GREATER / / ( GREATER) TULSA OK 74119 RE: 3 S5 t^�l `co 1 A572-65 PLATE WASHER WITH PH: (918)5874630 C� 2"0 HOLE www.btgrp.com (4) FLAT PLATE REINFORCING ELEMENTS, — - — ( .. SPACED EQUALLY -i I �� \ •/1�7. I �� \ `/ EXISTING MONOPOLE, . `` \ BASE PLATE AND ,t 8 6 \ ANCHOR RODS n 1 1/4" PLATE — I HSS4x4x1/2 ►Af ON 39.32"� B.C. CROWN ‘V ,tib S \ PLAN / : A1, s \ It I 0 II , CASTLE K °/ NEW 1 3/4"0x8'-9" A193 B7 (Fy=105ksi) & ! % r le ALL THREAD ANCHOR ROD WITH HILT1 HIT RE 500 EPDXY. Z - i EXISTING PORTHOLES (5'-0" MIN. EMBEDMENT INTO EXISTING CONCRETE) z O `l 11 3 1V , AT ELEV. 8'-0" -- w `v� 708. / ' 1,1, (FLAT 4 & 10) PLAN I IN_ o ` �\ 12 2\ Al ✓ I I NEW HVY. HEX NUT TIGHTEN TO a ISSUED FOR: TRIM FOOT PAD 1 . NOTCH FLAT PLATE AT I 11 SNUG FIT PLUS QUARTER TURN REV DATE DESCRIPTION AS REQUIRED % PORTHOLE (1 1/2" MAX) ;o \ i 0 04/08/15 ISSUED FOR CONSTRUCTION 4 (TYP.) ` (FLAT# 3 & 1 ------ RE: SHEET D1 M I , �a rte, �\ \ \ I 5/16 /TYP. -- �•/ (1) NEW ALL THREAD ANCHOR ROD 5/16 D \ V ON 46.3"0 BOLT CIRCLE _' EXISTING MONOPOLE rNEW ANCHOR ROD REINFORCING SHALL BE INSTALLED TOWER SECTION(0'-35') — I PER MANUFACTURER'S RECOMMENDATIONS. ALL NEW PROJECT NO: 78875.003.01 ZS O SCALE: N.T.S. ANCHOR RODS SHALL BE PULL TESTED FOR 111 KIPS. PROJECT ENG: BRADEN TABB 4 DRAWN BY VAT/GLS 37 CONTRACTOR TO INCLUDE PROVISION 'O 1 w` CHECKED BY SSC FOR RELOCATION / REPLACEMENT OF N w J( r o EXISTING CLIMBING PEGS AS REQUIRED a EL Y i 5/16 D / I 3 :Z r 5/16 \TYP. + B q iifa`a,, 'I' r z U m IL, 1i�7 P. -.>a'01 Z° MO C, e%6.rA.' ti EXISTING PORTHOLES ° 6F�E V w FOOT PAD I' (FLAT 1 & 7) k (4) FLAT PLATE REINFORCING ELEMENTS, = SPACED EQUALLY U 9/16 , 4 7/8 (3/4)1 TO BASE PLATE a. Z ANCHOR BRACKET (9/16)! ✓ OREGC i rte, 7 �� 'w TO BASE PLATE (9/16)\ I ANCHOR BRACKET ■ 'Poe:, 0\ '1�' ✓3 6 M 9 9/16 7 I 1/2 V \AND FOOT PAD C �3 2 �r \�1' I �,' 3 'y40 TUil\' a�I1f' 9 I 5 �l \ \ EXISTING BASE - / / - NEW FOOT PAD \ � I� II EXpirati ! EXISTING +�.i",tis �``�'� F':.\. �;c:-7 z RATE } ,.. 1 NEW 7500 PSI NON SHRINK, 3 EXISTING .,.. K Z''.:'"� 1..:...i`,c. `_,,., r e; MONOPOLE NON-METALLIC GROUT rr IS A VIOLATION OF LAW FOR AM'PERSON, 10 — - + - 4 GROUT : as`'t"'4 ', � « ;;•y F - "�' -.... UNLESS THEY ARE Acrnc UNDER THE DIRECTION II - ' \ .I OF A UCENS PROFESSIONAL ENGINEER TO 1 ALTER THIS DOCUMENT. aj EXISTING FOUNDATION • -.,-:-...-. • ` I 4 li I w TAKE ALL MEASURES NECESSARY TO AVOID DAMAGING ° /'1� co Q EXISTING REINFORCING BARS DURING DRILLING PROGRESS a. t 11 I 3 / 1j,1 NEW 2"0x5'-O" F�I a r OPERATIONS. NOTIFY 8+T GROUP IMMEDIATELY 874140 �? \ 1/ (+2", -0") HOLE < 3 z IF EXISTING REINFORCING BARS ARE ENCOUNTERED AND INTERFERE WITH PLACEMENT OF NEW ANCHORS. 10185 SW CASCADE AVENUE ,F as) 1 MINOR ADJUSTMENT TO PROPOSED LOCATION OF NEW 12 2 a1, II II. \ ANCHORS MAY BE REQUIRED. PORTLAND,OR a 1 — �� l EXISTING 116'MONOPOLE a �— SHEET TITLE ig ANCHOR ROD BRACKET DETAIL e3 NOTCH FLAT PLATE AT 3 TOWER SECTIONS(0'-35'AND PORTHOLE (1" MAX) SCALE: N.T.S. 35'-70')AND ANCHOR ROD v (FLAT# 6 & 12) BRACKET DETAIL i RE: SHEET D2 OTOWER SECTION(35'-70') SHEET NUMBER: REVISION. SCALE: N.T.S. ct SS 0 `` J `. , " B+T GRP i 1717 S.BOULDER AVE. J SUITE 300 TULSA,01(74119 PH: (918)587-4630 www.btgrp.com NEW SHAFT REINFORCING (UPPER REINFORCEMENT) e7 \ \ CROWN 1 .m Iiii E o CASTLE z w iTi: J ISSUED FOR: __ \ \ REV DATE DESCRIPTION -- W 0 04/08/15 ISSUED FOR CONSTRUCTION ' ELEVATION = \ SPLICE PLATE-BILL OF MATERIALS(65ICSI) - l k._ n w QTY OF BOLTS QTY OF BOLTS AJAX BOLTS TOTAL TOTAL o -J ELEVATION WIDTH THICKNESS LENGTH QTY (TOP END) (BOTTOM END) PER SPLICE AJAX BOLTS STEEL WEIGHT bi 1 N 1 D \ \ '+I 35'-0" 6" 1" 5'-10" 4 10 11 21 84 476 I LBS. ■ . * O.C. DISTANCE ON TERMINATION BOLTS TO BE 3 IN. U.N.O. PROJECT NO: 78875.003.01 ** USE SHIM PLATES AS REQUIRED. *** BOLT QTY INCLUDED IN S4 BILL OF MATERIALS PROJECT ENG: BRADEN TABB o **** STEEL WEIGHT NOT INCLUDED IN S4 BILL OF MATERIALS. z DRAWN BY: VAT/GLS w V'‘ o` CHECKED BY: SSC, 1 . F-.,5 2 „.„1.4,,,,,„0,1 ....., c, .e ir,... .. ,,,,,...„...„,:c.„) :4_, il 11 . 11 11 • \ •9 6PE �' \ \ G OREGO NEW SPLICE PLATE Oj, 13' 2001 r RE: BILL OF MATERIALS C'h40 TO1(�” ,-- c) EXISTING MAONCPOLE — jExpirati44t b L IT IS A EV ARE OF LAW FOR ANY DIRECTION UNIFSS LICENSED PROFESSIONAL ENGINEER,TO P ALTER THIS DOCUMENT. °E NEW SHAFT REINFORCING a (LOWER REINFORCEMENT) PROGRESS e 874140 0 CO a 10185 SW CASCADE AVENUE PORTLAND,OR a a ' EXISTING 116'MONOPOLE 5-$. t 5- SHEET TITLE Q u s FLAT PLATE IN-LINE SPLICE DETAIL IN-LINE SPLICE DETAIL 1 SCALE: N.T.S. IS v SHEET NUMBER: REVISION: 0 t.4 S6 0 • - • r sI B+T GRP 1717 S.BOULDER AVE. SUITE 300 TULSA OK 74119 PH: (918)587-4630 www.btgrp.com LENGTH CROWN CASTLE INTERMEDIATE BOLT HOLES DISTANCE INTERMEDIATE BOLT HOLES EQUALLY SPACED / 'A' 3'-3" * EQUALLY SPACED QTY OF INTERMEDIATE BOLT / X INTERMEDIATE BOLT BOLT HOLES HOLE SPACING 1/4 V \TO FLAT PLATE ¢ TYP HOLE SPACING / AT 3" EACH �3"/ ( ) 1"x3" — (TYP) J ISSUED FOR: PLATE �' BOTTOM - TOP 0 REV DATE DESCRIPTION o w L,J 0 04/08/15 ISSUED FOR CONSTRUCTION A — I \ \ \ O O O 0 0 0 i ` I b tto Q 00 1k00 \ \ 3 ITr r_.............._..._.................__ --, \ \ ♦ i • aw PROJECT NO: 78875.003.01 " 3 1/2" 6" 1. g 5 1/2" D PROJECT ENG: BRADEN TABB / / / / — DRILL 1 3/16"0 HOLE (TYP) o w DRAWN BY VAT!GLS .� j `CHECKED BY: 'C, ci 6'-11 1/2" 1 i (FIELD VERIFY) EXISTING PORTHOLE }' B+T GROUP RECOMMENDS -0" B++I w r� /f1" _��»iC� ,NOTCHING IN THE FIELD. 2'-3" "'��LIeF.�/►�''Q (FIELD VERIFY) I�� y 692 •Pc r 2 G OREGON 4°°` M PART DETAIL ,, 1 SCALE: N.T.S. �ok. )3 D�� co Ch`gD TU���F o lF�r Irati ip /cam 1} g ',-;' IT B A VIOLATION OF LAW FOR ANV PERSON. yn UNLESS THEY ARE ACTING UNDER 1VE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER.TO TOTAL QTY OF INTERMEDIATE BOLT ��1Hs � FLAT PLATE BLACK WEIGHT DISTANCE QTY OF BOLT HOLES QTY OF BOLT HOLES ° DESIGNATION (LBS) WIDTH THICKNESS LENGTH A. 1 3/16"0 BOLT (BOTTOM END) (TOP END) HOLE SPACING w HOLES PROGRESS wl CCI-WCFP-06512535 967 6 1/2" 1 1/4" 35'-0" 1'-4" 29 WELD 11 1'-7" 874140 ry 10185 SW CASCADE AVENUE PORTLAND,OR g EXISTING 116'MONOPOLE 0 o SHEET TITLE a c> PART DETAIL c s e O m u SHEET NUMBER REVISION 6 Dl 0 N , " dm B+T GRP 1717 S.BOULDER AVE. SUITE 300 TULSA.OK 74119 PH: (918)587-4630 www.btprp.aom I LENGTH / CROWN CASTLE INTERMEDIATE BOLT HOLES DISTANCE DISTANCE INTERMEDIATE BOLT HOLES -, EQUALLY SPACED / 'A' /- 2'-2" k -I 'B' / EQUALLY SPACED /- CD Y, ei QTY OF QTY OF 4i BOLT HOLES INTERMEDIATE BOLT INTERMEDIATE BOLT BOLT HOLES 3" AT 3" EACH HOLE SPACING /STIFFENER PLATE HOLE SPACING AT 3" EACH 3" / / ( ) 1.z3" — 1/4 V \TO FLAT PLATE ( ) -/ / / J PLATE ISSUED FOR: ✓ j REV DATE DESCRIPTION BOTTOM W 1Qe W 0 04/08/15 ISSUED FOR CONSTRUCTION 7 0 1 '� -— \ \ o n 00 00 LD 0 0 0 ' ' ' 0 0 0 9 o0 00 \ o _I I T„_ PROJECT NO: 78875.003.01 in W I a N /3"/ 6" i — DRILL 1 3/16`m HOLE (TlP) 7o PROJECT ENG: BRADENTA88 Ld I DRAWN BY VAT/GLS `...-,.._--__ i " 3" CHECKED BY: I SC 6 1 ,� 0 13'-6" / / — (FIELD VERIFY) — EXISTING PORTHOLE rr �� o AT 49'-O" .1 ih B+T GROUP RECOMMENDS .iIGa7 � ° NOTCHING IN THE FIELD. 1'-2' / Ca '� (FIELD VERIFY) it .PE tS' C C� OREGON IL `• o PART DETAIL 1` tiDY 2001 0. OSCALE: N.T.S. 13. Iri ch40 TU11 '� N. Expira,t; - - R 6 A A OF IAN FOR ANY PERSON UNLESS THEY ARE sows DNOER TIE DIRECTION y OF A LICENSED PROFESSIONAL ENGINEER TO if FLAT PLATE BLACK WEIGHT DISTANCE DISTANCE TOTAL QTY OF DIY OF BOLT HOLES QTY OF BOLT HOLES INTERMEDIATE BOLT ALTER MIS ooct,tAOrr DESIGNATION (LBS) WIDTH THICKNESS LENGTH 'A' 'B' 1 3/HOLES BOLT (BOTTOM END) (TOP END) HOLE SPACING PROGRESS N w CCI-CFP-06010035 714 6" 1" 35'-0" 0'-10" 1'-2" 41 10 10 1'-4" 874140 n r 10185 SW CASCADE AVENUE co R PORTLAND,OR o EXISTING 116'MONOPOLE ar, o SHEET TITLE N, 0 0 # PART DETAIL n 0 IS SHEET NUMBER: REVISION: Y O ot tii D2 0 1 r , , B+T GRP • 1717 S.BOULDER AVE. SUITE 300 TULSA OK 74119 PH: (918)587-4630 www.btgrp.com NEW SHAFT REINFORCEMENT ■ EXISTING MONOPOLE SHAFT \ EXISTING MONOPOLE SHAFT CROWN EXISTING WELD ` CASTLE CJP \ © NOTES: 45 ` \ \\ 1. GRIND EXISTING FILLET WELD FLUSH TO BASE PLATE SEE CHART, I AND POLE FOR THE WIDTH OF THE REINFORCEMENT o • \ \,• .\,. \ PLATE PLUS 1/4" ON EACH SIDE (DO NOT OVER GRIND) 2. PERFORM CJP WELD WITH REINFORCING FILLET WELD n USING POLE AS BACKING BAR ■x\-k •, ISSUED FOR: v .... -. ,,,, „„_,_.,,.. REV DATE DESCRIPTION ,'`o I ll 04/08/15 ISSUED FOR CONSTRUCTION I EXISTING BASE PLATE EXISTING BASE PLATE EXISTING WELD (WELD DETAIL-OPTION 1 SCALE: N.T.S. PART NUMBER PLATE SIZE MINIMUM REINFORCING WELD ■ 0 CCI-WSFP-040075 PROJECT NO: 78875.003.01 CCI-WAFP-040075 3/4" x 4" 1/4" PROJECT ENG: BRADEN TABB CCI-WSFP-045100 1" x 4 1/2" 1/4" DRAWN BY: VAT f GLS CCI-WAFP-045100 CHECKED BY: C t I j CCI-WSFP-060100 1" x 6" 3/8" CCI-WAFP-060100 �� o CCI-WSFP-065125 e ��".' tea aCCI-WAFP-065125 1 1/4" x 6 1/2" 1/2" 47, ��CCI-WCFP-06512535 m NEW SHAFT REINFORCEMENT CCI-WSFP-085125 " CCI WAFP 085125 1 1/4" x 8 1/2" 5/8" •927•FE u p IN: EXISTING MONOPOLE SHAFT n. C, OREGO'v B-U4a oR °` NOTES; 0k 13. 2 a N B-U4a-GF 11 © `.4- 1. CLEAN EXISTING WELD FROM GALVANIZING O 4O .r;,: U1 "" I 2. BUILD A PLATFORM WITH WELD AT THE SAME HEIGHT q OF THE EXISTING FILLET WELD TO REDUCE THE rEX !f 17Q? SEE CHART7 �\\ \ AMOUNT OF WELD TO BUILD THE PLATFORM, IT IS 1Q atip� // ALLOWABLE TO PARTIALLY GRIND THE HEIGHT OF THE ` r' / EXISTING FILLET WELD TO A 1/4" MINIMUM) ri. A THEY VC �� � DIRECTION 3. PERFORM CJP WELD WITH REINFORCING FILLET WELD OP A uR THIS +T 10 a \` USING POLE AS BACKING BAR ■ 0 PROGRESS N. 0 874140 I EXISTING BASE PLATE a10185 SW CASCADE AVENUE w 1 PORTLAND,OR 0 o• ' O WELD DETAIL-OPTION 2 EXISTING 116'MONOPOLE m o SCALE: N.T.S. SHEET TITLE 0 G> i DETAILS F U h u SHEET NUMBER: REVISION: 6 D3 0 ' 1