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Plans (105) TOWER INFORMATION C R OW N Cr% %no ASTLE TOWER MANUFACTURER/DWG#: EEI/DWG#GS54980 TOWER HEIGHT/TYPE:TOWER LOCATION: 99 FT MONOPOLE TOWER LAT 45°25' 14.20" DATUM: (NAD 1983) LONG -122°47'03.50" TOWER MODIFICATION DRAWINGS ELEV 262.0 FT AMSL STRUCTURAL DESIGN DRAWING: CCI/WO#1613851 STRUCTURAL ANALYSIS REPORT: TECT/WO#1605202 STRUCTURAL ANALYSIS DATE: 08/06/18 PROJECT CONTACTS: ORDER#: 449094 REV#1 SITE NAME: KING CITY CCISITES DOCUMENT ID: 7715827 BU NUMBER: 825028 1. CROWN PROJECT MANAGER KARIN JACKSON CODE COMPLIANCE (480) 735-6953 THIS MODIFICATION DESIGN IS BASED ON THE REQUIREMENTS OF THE KARIN.JACKSON@CROWNCASTLE.COM 2012 IBC BASED UPON AN ULTIMATE 3-SECOND GUST WIND SPEED OF 120 2055 S. STEARMAN DRIVE MPH CONVERTED TO A NOMINAL 3-SECOND GUST WIND SPEED OF 93 MPH SITE ADDRESS: CHANDLER, AZ 85286 WITH NO ICE PER SECTION 1609.3.1 AS REQUIRED FOR USE IN THE 13680 SW PACIFIC HIGHWAY TIA-222-G STRUCTURAL STANDARDS FOR STEEL ANTENNMAIT TOWERS AND 2. CROWN CONSTRUCTION MANAGER ANTENNA SUPPORTING STRUCTURES PER EXCEPTION#5 OF SECTION TIGARD, OR 97223 STEVE HANDY 1609.1.1, 30 MPH WITH 1 INCH ICE THICKNESS AND 60 MPH UNDER SERVICE WASHINGTON COUNTY, USA LOADS, EXPOSURE CATEGO o� TII. (503) 729-7862 rLn ,SIT STEVE.HANDY.CONTRACTOR CROWNCASTLE.COM THE ISSUANCE OFA PER @ EASED ON CONSTRUCTION 1505 WESTLAKE AVENUE NORTH, SUITE 800 DOCUMEN1S AND OTHER SEATTLE, WA 98109 DATA SHALL NOT PREVENT 3. CROWN DESIGN ENGINEER (EOR) THE CODE OFFICIAL FROM REQUIRING THE CORRECTION MAGED (MATTHEW)ABDEL-MESSIH, P.E. OF ERIRCRS. OSSe 105.4 (724) 416-9627 OFFICE COPY CROWN EORAPPROVAL@CROWNCASTLE.COM CC CASTLE 1 2000 CORPORATE DRIVE THIS DRAWING IS COPYRIGHTED AND IS THE CANONSBURG PA 15317 SOLE PROPERTY OF CROWN CASTLE IT IS 7 PRODUCED SOLELY FOR USE BY CROWN CITY OF TIGARD CASTLE AND ITS AFFILIATES.REPRODUCTION HOT WORK INCLUDED NO. DATE DESCRIPTION BY OR USEOF THC NAINED AN IT IS FOE IiEVI1W.I�D FOR CODE COMPLIANCE REVISIONS INFORMATION CONTAINED IN IT SS FORBIDOFN WITHOUT THE WRITTEN PERMISSION OF NA BASE GRINDING ONLY CROWN CASTLE Approved: I SITE NAME:KING CITY X BASE WELDING.(AND GRINDING) OTC: ILLI 444���j BU NUMBER:825028 NA AERIAL GRINDING ONLY } p� 7 (� QG E®PR®F • WO NUMBER:1613851 remit#: i) `� "W T' OV� _.. . �ss SITE ADDRESS: NA AERIAL WELDING (AND GRINDING) NGINE� ID 13680 SW PACIFIC HIGHWAY Address: p 4;S q .v4 P c. -, G ,v p �, WASHINGTON TIGARD,OR 97223 �` ��R/ WASHINGTON COUNTY,USA Suite#: ATTENTION ALL CONTRACTORS,ANYTIME YOU ACCESS A CROWN $x; Date: d`- I Ci si ij, ENG/QA BY:DLT DATE: 09/05/18 SITE FOR ANY REASON YOU ARE TO CALL THE CROWN NOC UPON ARRIVAL AND DEPARTURE, DAILY AT 800-788-7011 DRAWINGS INCLUDED •9:' ,OREGON, y� DFT BY: TPS DATE: 09/05/18 �j '9),' 11� lGJ DFT/QA BY: TE DATE: 09/06/18 SHEET NUMBER DESCRIPTION �Q ` �/ SAFETY CLIMB:'LOOK UP' ABDE,% APRV'D BY: MSS DATE: 09/07/18 THE INTEGRITY OF THE WIRE ROPE SAFETY CLIMB SYSTEM SHALL BE S-1 TITLE PAGE CONSIDERED DURING ALL STAGES OF DESIGN,INSTALLATION,AND ?, SCALE:N.T.S. INSPECTION.TOWER REINFORCEMENTS AND EQUIPMENT INSTALLATIONS S-2 MODIFICATION INSPECTION CHECKLIST _ 1'�I°i SHALL NOT COMPROMISE THE INTEGRITY OR FUNCTIONAL USE OF ANY WIRE �'Sha �3 ! """"` LIK ROPE SAFETY CLIMB ON THE STRUCTURE.THIS SHALL INCLUDE,BUT NOT BE S-3 NOTES • LIMITED TO:PINCHING OF THE WIRE ROPE,BENDING OF THE 1NIRE FROM ITS SUPPORTS,DIRECT CONTACT OR CLOSE PROXIMITY TO TRHE WIRE S-4 POLE MODIFICATION SCHEDULE TITLE PAGE iiir1I�►��Il�i►►��*** ROPE WHICH MAY CAUSE FRICTIONAL WEAR,OR IMPACT TO THE ANCHORAGE S-5 TOWER SECTION _ , . IOW POINTS IN ANY WAY.ANY COMPROMISED SAFETY CLIMB MUST BE REPORTED S-6-S-8 DETAILS TO YOUR CROWN POC FOR RESOLUTION,INCLUDING EXISTING CONDITIONS. A 1 REV `V 3 GENERAL NOTES STRUCTURAL STEEL NOTES (CONTINUED) 1. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. THE CONTRACTOR MUST BE EXPERIENCED 2. ALL STRUCTURAL STEEL IS TO BE NEW AND CONFORM TO THE FOLLOWING:ASTM A36 GRADE 38(MIN.YIELD 36 KSI),UNO. IN THE PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT,THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY,THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE PERFORMED,THAT HE IS PROPERLY LICENSED,AND THAT HE IS 3. ALL BOLTS SHALL BE HOT-DIP GALVANIZED ASTM A325 ASSEMBLIES,TO INCLUDE BOLT,HEAVY HEX NUT,AND SPLIT LOCK WASHER,UNO. BOLT PROPERLY REGISTERED TO DO THIS WORK IN THE STATE AND/OR COUNTY IN WHICH IT IS TO BE PERFORMED. THREADS ARE TO BE EXCLUDED FROM THE SHEAR PLANES. USE BEARING TYPE CONNECTIONS,TIGHTEN TO A SNUG TIGHT CONDITION,UNO. 2. ALL CONSTRUCTION MEANS AND METHODS;INCLUDING BUT NOT LIMITED TO,ERECTION PLANS,RIGGING PLANS,CLIMBING PLANS,AND RESCUE PLANS SHALL BE 4. ALL FASTENERS SHALL NOT BE REUSED. THE RESPONSIBILITY OF THE GENERAL CONTRACTOR RESPONSIBLE FOR THE EXECUTION OF THE WORK CONTAINED HEREIN AND SHALL MEET ANSI/ASSE A10.48 (LATEST EDITION);FEDERAL,STATE,AND LOCAL REGULATIONS;AND ANY APPLICABLE INDUSTRY CONSENSUS STANDARDS RELATED TO THE CONSTRUCTION ACTIVITIES BEING PERFORMED.ALL RIGGING PLANS SHALL ADHERE TO ANSI/ASSE A10.48(LATEST EDITION)AND CROWN STANDARD CED-STD-10253 INCLUDING THE 5. DRILL NO HOLES IN ANY NEW OR EXISTING STRUCTURAL STEEL MEMBERS OTHER THAN THOSE SHOWN ON STRUCTURAL DRAWINGS WITHOUT THE REQUIRED INVOLVEMENT OF A QUALIFIED ENGINEER FOR CLASS IV CONSTRUCTION TO CERTIFY THE SUPPORTING STRUCTURE(S)IN ACCORDANCE WITH THE APPROVAL OF THE ENGINEER OF RECORD. ANSI/TIA-322(LATEST EDITION). 6. ALL EXPOSED EXTERIOR STRUCTURAL STEEL(INCLUDING BOLTS,LOCK WASHERS,PINS,ETC.)SHALL BE HOT-DIP GALVANIZED IN ACCORDANCE WITH 3. THE GENERAL NOTES AND TYPICAL DETAILS ARE APPLICABLE TO ALL PARTS OF THE STRUCTURE AND SHALL BE READ IN CONJUNCTION WITH THE STRUCTURAL ASTM A153 AND A123.FOR ALL FABRICATED WELDED ASSEMBLIES TO BE HOT-DIP GALVANIZED,PROVIDE WELDS ALL AROUND OR ADD SEAL WELDS DRAWINGS AND PROJECT SPECIFICATIONS. WHERE STRUCTURAL WELDS ARE NOT SPECIFIED. 4. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING APPROVALS FROM ALL AUTHORITIES HAVING JURISDICTION FOR THIS PROJECT AND SHALL NOTIFY THE 7. WHERE SPECIFIED,THE SEALANT BETWEEN STEEL COMPONENTS IS TO BE SILICONE CAULKING THAT IS EXTERIOR GRADE,ABLE TO BE PAINTED,AND APPLICABLE JURISDICTIONAL(STATE,COUNTY,OR CITY)ENGINEER 24 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION. ACCEPTABLE TO THE ENGINEER OF RECORD. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS. 8. FOR A LIST OF CROWN APPROVED COLD GALVANIZING COMPOUNDS,REFER TO CROWN ENG-BUL-10149, "TOWER PROTECTIVE COATINGS BULLETIN". 6. ERECT GUARDS AND BARRIERS PER APPLICABLE LABOR AND CONSTRUCTION SAFETY REGULATIONS. 9. AFTER FINAL INSPECTION,ALL EXPOSED STRUCTURAL STEEL AS THE RESULT OF THIS SCOPE OF WORK INCLUDING WELDS,FIELD DRILLED HOLES,AND SHAFT INTERIORS(WHERE ACCESSIBLE),SHALL BE CLEANED AND COLD GALVANIZING APPLIED BY BRUSH IN ACCORDANCE WITH CROWN 7. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,POSSIBLE INTERFERENCES,AND DIMENSIONS BEFORE PROCEEDING WITH THE WORK REPORT ENG-BUL-10149,'TOWER PROTECTIVE COATINGS BULLETIN". PHOTO DOCUMENTATION IS REQUIRED TO BE SUBMITTED TO THE MI INSPECTOR. ANY AND ALL DISCREPANCIES TO THE CROWN CASTLE ENGINEER OF RECORD(EOR)AND CROWN CASTLE FIELD PERSONNEL IMMEDIATELY. ANY AND ALL FIELD CHANGES SHALL BE APPROVED AND DOCUMENTED BY THE EOR PRIOR TO FIELD IMPLEMENTATION. WELDING NOTES 8. ALL MATERIALS AND WORKMANSHIP SHALL BE WARRANTED FOR TWO(2)YEARS FROM THE DATE OF COMPLETED CONSTRUCTION. 1. ALL WELDING SHALL BE CARRIED OUT UNDER GOOD OPERATOR CONDITIONS AS DEFINED IN SECTION 5.12 OF AWS D1.1. 9. USE ONLY THE LATEST ISSUES OF ANY APPLICABLE CODES,STANDARDS,OR REGULATIONS MENTIONED IN THE FOLLOWING NOTES AND SPECIFICATIONS,UNO. 2. ALL ARC WELDING ON CROWN STRUCTURES SHALL BE DONE IN ACCORDANCE WITH THE CROWN ENG-PLN-10015, "CUTTING AND WELDING SAFETY PLAN"AND AWS D1.1 (LATEST EDITION). THIS SHALL INCLUDE A CERTIFIED WELDING INSPECTOR(CWI)FOR ACCEPTANCE OR REJECTION OF ALL WELDING OPERATIONS,PRE-DURING-POST, 10. ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH ANSI,ASTM,ACI,TIA,AND AISC STANDARDS AS REFERENCED IN THE APPLICABLE CODE. USING THE ACCEPTANCE CRITERIA OF AWS D1.1. THE CWI SHALL WORK WITH THE GC ON THE LEVEL OF INTERACTION NEEDED TO CONDUCT THE WELDING INSPECTION. THE CERTIFIED WELDING INSPECTION IS THE RESPONSIBILITY OF THE GC. 11. STRUCTURAL ELEMENTS SHOWN ON THESE DRAWINGS ARE DESIGNED IN ACCORDANCE WITH APPLICABLE BUILDING CODES/STANDARDS.ALL CONSTRUCTION, EXCEPT WHERE NOTED OTHERWISE,SHALL COMPLY WITH THOSE CODES/STANDARDS. 3. THE CWI SHALL INDICATE,IN A WRITTEN WELDING REPORT,THAT ALL WELDING OPERATIONS,PRE-DURING-POST,WERE CONDUCTED IN ACCORDANCE WITH AWS D1.1 INCLUDING PHOTOGRAPHS AND DOCUMENTATION SUPPORTING THE ACCEPTANCE OR REJECTION OF ALL WELDING.FOR INFORMATION,SEE CROWN ENG-STD-10069,"GC 12. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY,FREE FROM FAULTS AND DEFECTS,AND IN CONFORMANCE WITH THE INSPECTION STANDARD FOR FABRICATION AND FIELD WELDING OF STRUCTURAL STEEL"AND CROWN ENG-SOW-10007,"MODIFICATION INSPECTION SOW'. ALL CWI DRAWINGS. ANY AND ALL SUBSTITUTIONS MUST BE DULY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER OF RECORD PRIOR TO WELDING INSPECTION DOCUMENTATION AND PHOTOS SHALL BE SUBMITTED TO THE MI INSPECTOR. FABRICATION AND INSTALLATION.THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED. 4. ALL WELDS ARE MIN.1/4"FILLET WELDS,UNO.ALL WELDS ARE SEAL WELDS. FOR ALL WELDING,USE E70XX ELECTRODES,UNO. 13. ALL MANUFACTURER'S HARDWARE ASSEMBLY INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY CONFLICTING NOTES ENCLOSED HEREIN. 5. SURFACES TO BE WELDED SHALL BE FREE FROM SCALE,SLAG,RUST,MOISTURE,GREASE OR ANY OTHER FOREIGN MATERIAL THAT WOULD PREVENT PROPER WELDING. GRIND THE SURFACE ADJACENT TO THE WELD FOR A DISTANCE OF 2"MINIMUM ALL AROUND. ENSURE BOTH AREAS ARE 100%FREE OF ALL GALVANIZING. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING,MAINTAINING,AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.THE CONTRACTOR IS ALSO RESPONSIBLE FOR ENSURING THAT ALL CONSTRUCTION PROCEDURES MEET THE REQUIREMENTS OF OSHA,THE OWNER,AND PORT HOLE NOTES ALL OTHER APPLICABLE LOCAL,STATE,AND FEDERAL SAFETY REGULATIONS. 1. ALL SURFACES OF THE PORT HOLE RIM ITSELF AS WELL AS ALL 15. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED.THE CONTRACTOR SHALL COORDINATE INTENDED CONSTRUCTION ACTIVITY,INCLUDING WORK EXTERIOR STRUCTURAL STEEL AREAS AFFECTED BY WELDING, SCHEDULE AND MATERIAL ACCESS,WITH THE RESIDENT LEASING AGENT. INCLUDING WELD METAL,SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A780. 16. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SAFEGUARD ALL EXISTING STRUCTURES OR BURIED SERVICES AFFECTED BY THIS CONSTRUCTION. C ROWN CONTRACTOR IS ALSO RESPONSIBLE FOR TEMPORARILY RELOCATING ANY LINES OR STRUTS AS NECESSARY TO COMPLETE THE REQUIRED WORK. 2. THE FOLLOWING CRITERIA ARE REQUIRED FOR ADHERENCE TO THIS CASTLE STANDARD. C4001% 17. STRUCTURAL DESIGN IS FOR THE COMPLETE CONDITION ONLY.THE CONTRACTOR MUST BE COGNIZANT THAT THE REMOVAL OF ANY STRUCTURAL COMPONENT OF A. USE RIM AS TEMPLATE FOR CUTTING HOLE IN MONOPOLE. CARE AN EXISTING TOWER HAS THE POTENTIAL TO CAUSE THE PARTIAL OR COMPLETE COLLAPSE OF THE STRUCTURE. ALL NECESSARY PRECAUTIONS MUST BE TAKEN SHALL BE TAKEN TO MINIMIZE THE ROOT OPENING(AWS THIS DRAWING IS COPYRIGHTED AND IS THE TO ENSURE STRUCTURAL INTEGRITY,INCLUDING,BUT NOT LIMITED TO,ENGINEERING ASSESSMENT OF CONSTRUCTION STRESSES WITH INSTALLATION MAXIMUM TOLERANCES ALLOW A MAXIMUM OF 0.19"). SOLE PROPERTY OF CROWN CASTLE ITIS WIND SPEED AND/OR TEMPORARY BRACING AND SHORING. B. PROVIDE MINIMUM 24"CLEAR VERTICAL SEPARATION BETWEEN PRODUCED SOLELY FOR USE BY CROWN CASTLE AND ITS AFFILIATES.REPRODUCTION RIM AND OTHER OPENINGS IN MONOPOLE. ALIGN PORTS ON NO. DATE DESCRIPTION BY OR USE OF THIS DRAWING AND/OR THE 18. DO NOT SCALE DRAWINGS. SAME AZIMUTH AS EXISTING PORTS. INFORMATION CONTAINED IN IT IS FORBIDDEN REVISIONS WITHOUT THE WRITTEN PERMISSION OF C. MAXIMUM VARIANCE OF PORT HOLE CENTER ELEVATION SHALL CROWN CASTLE. 19. THE DRAWINGS AND SPECIFICATIONS ARE THE PROPERTY OF CROWN CASTLE.THEY MAY NOT BE REPRODUCED IN ANY FORM WITHOUT THE EXPRESSED WRITTEN NOT BE GREATER THAN 6". SITE NAME:KING CITY CONSENT/PERMISSION OF CROWN CASTLE. D. PROVIDE 90°MINIMUM RADIAL SEPARATION ORTWO TIMES THE HOLE WIDTH CLEAR CIRCUMFERENTIAL SEPARATION BETWEEN BU NUMBER:825028 20. FOR THIS ANALYSIS AND MODIFICATION,THE TOWER HAS BEEN ASSUMED TO BE IN GOOD CONDITION WITHOUT ANY DEFECTS.IF THE CONTRACTOR DISCOVERS RIM AND ADJACENT OPENING IN MONOPOLE,WHICHEVER IS WO NUMBER 1613851 ANY INDICATION OF AN EXISTING STRUCTURAL DEFECT,CONTACT THE ENGINEER OF RECORD IMMEDIATELY GREATEST. 18-SIDED POLE WITH 4 PORTS SHALL NOT BE ALLOWED. +��REFS D PROF SITE ADDRESS: 21. MODIFICATION WORK SHALL BE COMPLETED IN CALM WIND CONDITIONS/OR APPROPRIATE WIND SPEED FOR THE TYPE OF MODIFICATION WORK TO BE INSTALLED. E. EDGE OF OPENING FOR THE EXIT PORT MUST BE AT LEAST 24" 13680 SW PACIFIC HIGHWAY FROM SPLICE. �� GNGiNE�� SO2 TIGARD,OR 97223 WASHINGTON COUNTY,USA 22. THE CLIMBING FACILITIES,SAFETY CLIMB AND ALL PARTS THEREOF SHALL NOT BE IMPEDED,MODIFIED OR ALTERED WITHOUT THE EXPRESS WRITTEN APPROVAL F. GRIND ALL EDGES OF CUT OPENING,ACHIEVING A BEVEL ANGLE V OF YOUR CROWN POC.ALL ALTERATIONS TO A SAFETY CLIMB'S ORIGINAL MANUFACTURER'S CONFIGURATION MUST BE DESIGNED BY THE ENGINEER OF RECORD. OF 45°AND REMOVING THE ZINC FROM THE WELD AREA PLUS 1/4". Q enpnnpr $' IF THE GENERAL CONTRACTOR FINDS THAT THE CLIMBING FACILITIES ARE IMPEDED,EITHER DURING BIDDING,DURING PRE-FABRICATION MAPPING,OR WHILE ENSURE ALL WELD AREAS AND SURFACES ARE CLEAN AND FREE 60829PE ENG/QA BY:DLT DATE: 09/05/18 ON-SITE,THE GENERAL CONTRACTOR SHALL CONTACT THE CROWN POC TO DETERMINE A METHOD OF RESOLUTION. OF ZINC AND LOOSE PARTICLES. ZINC SHALL NOT BE ALLOWED TO CONTAMINATE THE WELD. >1''''''''l 23. ANY WORK PERFORMED WITHOUT A PREFABRICATION MAPPING IS DONE AT THE RISK OF THE GENERAL CONTRACTOR AND/OR FABRICATOR. G. POSITION THE RIM AS REQUIRED AND SECURELY TACK WELD. DFT BY: TPS GATE: 09/05/18 FINISH WELDING THE RIM WITH BEVEL WELD AND REINFORCING `y :',� OREGON � 24. IF,DURING THE COURSE OF A FOUNDATION MODIFICATION,THE GC ENCOUNTERS EXISTING CONDUIT LOCATED WITHIN THE CONFINES OF THE EXISTING OR FILLET WELD SIZE AS DETERMINED FROM THE DESIGN METHOD. /� 1 p. DFT/QA BY: TE DATE: 09/06/18 PROPOSED FOUNDATION CONCRETE,AND THIS CONDUIT IS NOT IN A LOCATION THAT IS SPECIFIED WITHIN THESE DESIGN DRAWINGS,THE GC SHALL IMMEDIATELY H. REPAIR WITH GALVANIZED COATING. BOTH INSIDE AND OUTSIDE V �/a j+ 7 �9¢ I+ y�, CONTACT THE EOR FOR GUIDANCE BEFORE PROCEEDING WITH THE INSTALLATION OF THE PROPOSED FOUNDATION MODIFICATIONS.IF CONDUIT IS TO BE SHOULD BE BRUSH-COATED WITH 2 COATS OF ZINC-RICH PAINT. ` F` p �� • APRVD BY: MSS DATE: 09/07/18 INSTALLED THROUGH THE EXISTING FOUNDATION OR PROPOSED FOUNDATION MODIFICATION AND HASN'T BEEN SPECIFIED WITHIN THESE DESIGN DRAWINGS APPLY IN STRICT ACCORDANCE WITH THE MANUFACTURER'S q BD��'``. THEN THE GC SHALL IMMEDIATELY CONTACT THE EOR FOR GUIDANCE PRIOR TO PROCEEDING WITH THE INSTALLATION OF THE PROPOSED FOUNDATION RECOMMENDATIONS. PAINT OVER REPAIRED SURFACES TO MODIFICATIONS. MATCH MONOPOLE. SCALE:N.T.S. STRUCTURAL STEEL NOTES 17.:(4:::::1:1: _XPIRES .\1. 1�1 1. DESIGN,FABRICATION,ERECTION,ALTERATION AND MAINTENANCE SHALL CONFORM TO THE FOLLOWING,UNLESS NOTED OTHERWISE(UNO). NOTES A. TIA-222: STRUCTURAL STANDARD FOR ANTENNA SUPPORTING STRUCTURES AND ANTENNAS B. TIA-1019-A: INSTALLATION,ALTERATION,AND MAINTENANCE OF ANTENNA SUPPORTING STRUCTURES AND ANTENNAS DETAIL DRAWINGS SHALL GOVERN C. AISC:MANUAL OF STEEL CONSTRUCTION OVER ANY VARIANCE FROM THIS SHEET S 3 REV f POLE SPECIFICATIONS POLE MODIFICATION SCHEDULE POLE SHAPE TYPE: 18-SIDED POLYGON TAPER: 0.149 IN/FT ELEVATION(FT) MODIFICATION REFERENCE SHEET 99.0 FT SHAFT STEEL: ASTM A572 GRADE 65 Q 0.0 INSTALL NEW BASE PLATE STIFFENERS S-5 BASE PL STEEL: ASTM A572 GRADE 60(60 KSI) REMOVE EXISTING CONCEALMENT ASSEMBLY ANCHOR RODS: 2 1/4"0 © 67.0-99.0 AND EQUIPMENT #18J ASTM A615 GRADE 75 EXISTING SHAFT SECTION DATA © 67.0-99.0 INSTALL NEW TOWER EXTENSION S-4,S-6-S-8 PAINT ALL NEW N/A EXISTING TOWER FINISH(REF ENG-BUL10149) N/A DIAMETER ACROSS FLATS PRIOR TO FABRICATION AND INSTALLATION,CONTRACTOR SHALL FIELD VERIFY SHAFT SECTION LENGTH THICKNESS LAP SPLICE (IN) ALL LENGTHS AND QUANTITIES GIVEN.LENGTH AND QUANTITIES PROVIDED SECTION (FT) (IN) (IN) ARE FOR QUOTING PURPOSES ONLY,AND SHALL NOT BE USED FOR FABRICATION. TOP @ BOTTOM B 1 35.21 0.1875 25.500 30.750 2 36.21 0.2500 53 29.800 35.000 NOTE:DIMENSIONS SHOWN DO NOT INCLUDE GALVANIZING TOLERANCES DESIGN LOADS BASE SEISMIC SHEAR Vs=1.769 kips FOUNDATION LOADS MOMENT=840 kips-ft DOWN=17 kips SHEAR=11 kips 67.0 FT ® SEISMIC DESIGN :I EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7 SECTION 12.8.1 1=1 Ss=0.963 SI=0.421 SITE CLASS D SDs=0.716 SD1=0.443 Vs=1.769 Cs=0.158 R=1.5 SEISMIC DESIGN CATEGORY D NON BUILDING STRUCTURE NOT SIMILAR TO BUILDING al6CROWN 0, CASTLE THIS DRAWING IS COPYRIGHTED AND IS THE SOLE PROPERTY OF CROWN CASTLE.IT IS PRODUCED SOLELY FOR USE BY CROWN CASTLE AND ITS AFFILIATES.REPRODUCTION NO. DATE DESCRIPTION BY OR USE OF THIS DRAWING AND/OR THE INFORMATION CONTAINED IN IT IS FORBIDDEN REVISIONS WITHOUT THE WRITTEN PERMISSION OF CROWN CASTLE SITE NAME:KING CITY BU NUMBER:825028 WO NUMBER:1613851 EO_PRQF SITE ADDRESS: '-'"kt� - FS 13680 SW PACIFIC HIGHWAY �C3 NGINE-4. S/p TIGARD,OR 97223 (PROPOSED) ` 'T , 2 WASHINGTON COUNTY,USA (1)1-315"TO 96 FT LEVEL 44.,,' (INSTALLED-TO BE REMOVED) 4 . 60829PE ` ' (1)5/18"TO 98 FT LEVEL ENG/QA BY:DLT DATE: 09/05/18 (12)7/8"TO 98 FT LEVEL �i 1 h�; OFT BY: TPS DATE: 09/05/18 ''' OREGON .� (INSTALLED) y'..' yCG,, ('� DFT/QA BY: TE DATE: 09/06/18 A-A (2)1/4"GROUND TO 80 FT LEVEL y�h q y 7 � I S-5 (RESERVED) M V (4)1-7/16"TO 80 FT LEVEL !� �* q B Q Et.:, -.`4(c' APRV D BY: MSS DATE: 09/07/18 0.0 FT I SCALE:N.T.S. TOP OF BASE PLATE 1 1 A IQI EXP1RP '�` 1 5 POLE BASE LEVEL DRAWING MODIFICATION POLE ELEVATION SCHEDULE S 4 Ro a tr ii CO 1 l �45" 1 __ L 45 ` II I (TYP) iI 5 1/2"MAX } 3/4"�- t� } 1/8"—+��--- / } 3/4"—�- ��P) •-1�1!B" 11 cryp) B B 23/4"MAX (TYP) EXISTING FOUNDATION II BASE PLATE STIFFENER 1 si , TYP WEIGHT(A) A(in) B(in) C(in) STEEL GRADE 4 , 13.9 18 B 0.75 A572-50 10 9 / X11 8` NEW ' 72 7 BASE PLATE STIFFENER (TYP 4) 13 6', EXISTING CROWN / 1 3/4"THK ��■; I .,,.►"� BASE PLATE .'('). 14 —,— 5 4V� `,„, CASTLE EXISTING _4 . I '■ 2 1/4"P1 ANCHOR ROD �a THIS DRAWING IS COPYRIGHTED AND IS 114E 43.45"B.C. 15 SOLE PROPERTY OF CROWN CASTLE.IT B 4 PRODUCED SOLELY FOR USE BY CROWN CASTLE AND ITS AFFILIATES.REPRODUCTION (TYP 4) Na DATE DESCRIPTION BY OR USE OF THIS DRAWING AND/OR THE / INFORMATION CONTAINED IN ITIS FORBIDDEN 16 REVISIONS WITHOUT THE WRITTEN PERMISSION OF CROWN CASTLE. NEW BASE PLATE STIFFENER 17 16 1 2/J/ q 11. SITE NAME:KING CITY (TYP 4) 8U NUMBER 826028 E70XX WO NUMBER 1615861 rs1,1 BACK GOUGE-CJP 0.0 PROF SITE ADDRESS: �NT, 1 TYP 'S� ` GIN 'FSd' EXISTING _ 1 N 13680 SW PACIFIC HIGHWAY TIGARD,OR 97223 1/4"THK �4/�' y fi� `OCL WASHINGTON OUNTY,USA MONOPOLE SHAFT Q''. 60829PE Ii . le, ENG/QA BY:DLT DATE: 09/05/18 .."'.%:. 5; .' DFT BY: TPS DATE: 09/05/18 7,,....: � �`�OREGON EG 9g� ".co DFT/QA BY: TE DATE: 09/06/18 A-A TOWER SECTION < 7�1 `65 S-5 A O;0 EL APRVD BY: MSS DATE: 09/07/18 EXPIRES `AT),146/q SCALE:N.T.S. TOWER SECTION REV S-5 0 #A2 NEW COVER PLATE REFS 7 AI IV III mi 99.0 FT 1 re i.i 111111 A-A NEW1x3 S-6 BOLT ASSEMBLY (TYP) NEW SHAFT ASSEMBLY REF S-7 4411111111110 p COVER PLATE O NUT — LOCK WASHER 1.1 1.1.111111111. : \ P.. A3\� 25N BOLT ,I / ! \ I NEW BOLT ASSEMBLY TYPICAL BOLT ASSEMBLY i j (TYP) NEW SHAFT ASSEMBLY • REF S-7 I ///��� ` \ / \ \\\ !/ / NEW SHAFT ASSEMBLY i7 REF S-7 i •i .- --------0 _------* lik CROWN 0 TOP FLANGE CONNECTION a,,,,,, CASTLE THIS DRAWING IS COPYRIGHTED AND IS THE SOLE PROPERTY OF CROWN CASTLE.ITIS PRODUCED SOLELY FOR USE BY CROWN CASTLE AND ITS AFFILIATES.REPRODUCTION NO. DATE DESCRIPTION BY OR USE OF THIS DRAWING AND/OR THE INFORMATION CONTAINED IN IT IS FORBIDDEN +,—��.��"- REVISIONS //� _ ..... �,'•,• #A1 CROHWN CASTLE. PERMISSION OF .�--(t�v^}\1- NEW SHAFT ASSEMBLY /,' �.� • REF S-7 SITE NAME:KING CITY /wJ) •,'� • BU NUMBER:825028 / �� PR WO NUMBER:1613851 ,�, '��� FS SITE ADDRESS: yo. ei e\5 ,NG�NFF� �i>, 13680 SW PACIFIC HIGHWAY TIGARD,OR 97223 I ) 60829PE �C' WASHINGTON COUNTY,USA o ; (k10 I - ENG/QA BY:DLT DATE: 09/05/18 Be i `r OREGON I � � DFT BY: TPS DATE: 08/05/18 S-8 , rt oc?,' 87 0 FT CO / ,;�,z`O wty,,, ' DFT/QA BY: TE DATE: 08/08/18 NEW1x41/4BOLTASSEMBLY 4 gB�E1 (TYP 12) �• APRVD BY: MSS DATE: 09/07/18 EXISTING / (FIELD VERIFY TO MATCH EXISTING) • MONOPOLE SHAFT—/ ,--� ,s. ��t� f� r Z 3\‘P." SCALE:N.T.S. �- EXISTING FLANGE PLATE •., a 1 ,,,,moi ELEVATION VIEW _ DETAILS OD BOTTOM FLANGE CONNECTION - S 6 REV 1 i lial *libf ' <C.IP \ 1 120° I –_ (---) /. ... 1111i" I \‘ , \ s. I . �i \ I ;_, 1 ` 1 ' 0 E80XX 1 16 .5 �/ 7 - 16 NEW PORT HOLE 6"x 9"x 1/2"x 3 1/2" MFGR:VALMONT,MFGR PART#:HHR69-G, NEW PORT HOLE MFGR VMI#:178444,Fy=65KS1 (TYP) INSTALL IN ACCORDANCE WITH p PORT HOLE WELD DETAIL GENERAL NOTES SHOWN ON S-3 (TYP) A-A PORT HOLE ./' - ` �-,, S-7 (69.0 FT,76.0 FT,92.0 FT) 7 \ / \ I. 2. NOTES: ( 1. ALL HOLES TO BE SHOP FABRICATED,UNLESS NOTED OTHERWISE. co �j #ala t i�_ 0 INN-11,11$ EXTENSION ASSEMBLY MUST BE HOT DIP GALVANIZED PRIOR TO INSTALLATION. 1 1/8"0 HOLE 3. FOR CUTTING AND WELDING SAFETY PLAN,REFER TO WELDING NOTE 2 ON PAGE S-3. \\\ (TYP 2) 4. REFER TO PORT HOLE NOTES NOTE 2 ON S-3 FOR PORT HOLE INSTALLATION CRITERIA. // 29"B.C. 5. REFERENCE CROWN CASTLE APPROVED REINFORCEMENT COMPONENTS CATALOG FOR / (1) P 26 STD x 0.375 x 31'-9" LONG (A53-B-35) ADDITIONAL CLIMBING FACILITIES SPECIFICATIONS AND REQUIREMENTS - � _ �' #a1a / 3261.4# CROWN a:„.„046 CASTLE (1) PL 1/4 x 32"3 (A572-50) THIS DRAWING IS COPYRIGHTED AND IS THE SOLE PROPERTY OF CROWN CASTLE ITIS #A2 j/,/� PRODUCED SOLELY FOR USE BY CROWN /57.0# CASTLE AND ITS AFFILIATES.REPRODUCTION O NO. DATE DESCRIPTION BY OR USE OF THIS DRAWING AND/OR THE 1 1/8"0 HOLE INFORMATION CONTAINED IN IT IS FORBIDDEN REVISIONS WITHOUT THE WRITTEN PERMISSION OF 29"B.C. $_ CROWN CASTLE (TYP 12) SITE NAME:KING CITY /(---"--- \\ BU NUMBER 825028 frc,sPQ � WO NUMBER 1613851 Tha / `� / -,,....-'---,1:C7 ,C �b 136 0 SW PASITE CIFIC HIGHWAY ( A TIGARD,OR 97223 C:(/: -..---":.-----(:‘ � 0 19"0 HOLE I— �� 60g2gpE �� WASHINGTON COUNTY,USA — ( I ENG/QA BY:DLT DATE: 09/05/18 <CJP �r171�11r: r� DFT BY: TPS DATE: 09/05/18 O \ I22"0 HOLE ' , . Q� >��j�,%`qV \ �� ' \(�D r 7 g , / DFT/QA BY: TE DATE: 09/06/18 t / u A13DE�e� I 9 `�� ��/ 1 1/8"0 HOLE ® APRV D BY: MSS DATE: 09/07/18 22"B.C. � ^ {} (TYP 12) "l - --''/ EXPIRES 0-1/1\1°V21 1 SCALE:N.T.S. #a1c (FIELD VERIFY TO MATCH EXISTING)1 (1) SHAFT ASSEMBLY (1) PL 1 1/2 x 2713 (1) PL 1 1/2 x 32"Q1 (A572-50) (A572-50) _ DETAILS - #A1 / 3621.5# #a 1 c/ 122.8# #a lb / 180.3# REV S-7 0 r 1 P Y Y 13.0000 13.0000 13.6244 13.6244 fi.-- I Io0o0 co 0 4 I X _ i X I 0I 0 0 0 ,-- o • i 1 1 EXISTING SECTION MODIFIED SECTION PROPERTIES: PROPERTIES: Area: 30.1887 sq in Area: 33.8755 sq in Perimeter: 161.0066 in Perimeter. 170.3547 in Bounding box: X:-13.0000 - 13.0000 in Bounding box: X:-13.6244 - 13.6244 in Y:-13.0000 - 13.0000 in Y:-13.0000 - 14.0000 in Moments of inertia: X:2478.4250 sq in sq in Moments of inertia: X:2752.1532 sq in sq in Y:2478.4250 sq in sq in Radii of gyration: X:9.0608 in of Y:gyration: X:9.0135 sq in sq in 9 Radiiint Y:9.0608 in Y:9.0135 in Principal moments(sq in sq in)and X-Y directions about centroid: Principal moments(sq in sq in)and X-Y directions about centroid: CROWN I:2478.4250 along[1.0000 0.0000] I:2752.1532 along[0.8944-0.4472] CASTLE J:2478.4250 along[0.0000 1.0000] J:2752.1532 along[0.4472 0.8944] THIS DRAWING IS COPYRIGHTED AND IS THE SOLE PROPERTY OF CROWN CASTLE R IS PRODUCED SOLELY FOR USE BY CROWN CASTLE AND ITS AFFILIATES.REPRODUCTION OF THIS THE NO. DATE DESCRIPTION BY OR USE TION CONTAINED IN IDTOI/OR CALCULATIONS: REVISIONS WITHOUT THE WRITTEN PERMISSION OF CALCULATIONS: CROWN CASTLE. SITE NAME:KING CITY SECTION MODULUS, Sxe & Sye SECTION MODULUS, Sxm & Symornsc_ BU NUMBER 826028 Sxe=ixe/ye: Sys='rye/xe: Sxm=ixm/ym: Sym=iym/xm: p PRQFF WO NUMBER 1613851 =2478.4250 in4 =2478.4250 in4 a in4 '`• AGI iZei /O ssE SW PACIFICSHIGHWAY TIGARD,OR 97223 =2752.1532 in =2752.1532 4'C.y �G 13.0000 in 13.0000 in 14.0000 in 13.6244 in cc ki 60829PE 'V'A WASHINGTON COUNTY,USA = 190.6481 in' = 190.6481 in' = 196.5824 in' = 202.0018 in' s. ENG/QA BY:DLT DATE: 09/05/18 -.xe and ye are the largest distances from centroid to outer -.xm and ym are the largest distances from centroid to outer �`.;,`v.4 / ,airG(�njC l d$ DFT BY: TPS DATE: 09/05/18 diameter on their respective axes. diameter on their respective axes. Ni,^ //! 4��'� ti�� DFT/QA BY: TE DATE: 09/06/18 ,' APRVD BY: MSS DATE: 09/07/18 SUMMARY: WELD SIZE: ` A=L tan to weld=13° 4/=90+D=103° EXPIRES c Z 31 1� SCALE:N.T.S. ...... Fillet Weld Leg Size Factor. �[sin(LY•'2)]=1.107 S =1.0311 >1.0 PASS -- =1.0596>1.0 PASS Adjusted Fillet Size:Pole Thk x Size Factor =.375"X1.107 DETAILS =.4151" Final Fillet Size=7/16" S-8 REV 0