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RIVERSIDE DR 29150_14-2968
_ — ..........:. .........---� —. _...---- —,.—.. I.......i L..I I .,_1C... IIUIEYuiI I.'..II.11 NIlllfNI111111911111111VI61dUIWILLIIV.ILL..IIIVLILLIIIIIlI..11l I L_. II I iI11 _ 11_. .._�..l..�lrl I. �,IlLI._. 11 I ® Get more from IM ❑ ❑ ❑ ❑ ❑ 2008 MCGAW AVENUE • it IRVINE. CA 92614 CROWN SITE NUMBER: IE04116A CROWN SU# 823250 CCCASTLE . 38 TECHNOLOGY DRIVE,Suite 250 SITE ADDRESS: 29150 RIVERSIDE ®R Irvine,California 92618 SITE NAME: C�fli 116 BANNER CONCRETE PLANS PREPARED BY: LAKE ELSINORE, CA 92530 SITE TYPE: RAI�ILA�I® / MONOPOLE _ __ _LS COUNTY: RIVERSIDE RELIANT LAND SERVICES TOWER HEIGHT. 75'-0" ,JURISDICTION: CITY OF LAKE ELSINORE 1745 W ORANGEWOOD AVE.STE 103 ORANGE ,CA 92868 WW W.RLSUSA.COM PH.(714)685-0123 FAX(714)453-9692 NO. DATE:- DESCRIPTION: BY: PROJECT SUMMARY: SHEET INDEX: VICINITY MAP: A 10/20/14 PRELIM 90% CD BR SITE ADDRESS: 29150 RIVERSIDE DR SHEET NUMBER: DESCRIPTION: 0 11/06/14 100% CD SPV LAKE ELSINORE, CALIFORNIA 9253:; PROPERTY OWNER: T-1 TITLE SHEEP JOHN RIDDLE T-2 GENERAL NOTES, ANTENNA & CABLE SCHEDULES, 29150 RIVERSIDE DR LAKE ELSINORE, CA 92530 - LEGEND & ABBREVIATIONS PHONE:'(909) 674-7004 A-1 SITE PLAN TOWER OWNER: A-2 EQUIPMENT LAYOUT PLAN & ANTENNA CONFIGURATION CROWN CASTLE 38 TECHNOLOGY DRIVE, SUITE 250 A-3 ELEVATIONS - IRVINE, CA 92618 A-4 EQUIPMENT DETAILS � ,'"I I' " � Chdh APPLICANT: E-1 GROUNDING PLAN SINGLE LINE DIAGRAM T—MOBILE USA 2008 MCGAW AVENUE i' ^ IRVINE, CA 92614 PROJECT AREA CROWN CASTLE BU NUMBER PHONE: (714) 850-2400 ' _PROJECT DESCRIPTION L700:(702Cu-RFDS 0.3) REPRESENTATIVE: 4' 823250 THE PROJECT ENTAILS: oni:U`ry ZONING MANAGER: CROWN CASTLE INSTALL (3) NEW 8'-0" HIGH DUAL PANEL ANTENNAS, (1 Elsinore Valley ANTENNA PER SECTOR) ' SITE ACQUISITION: CROWN CASTLE MOUNTED ON E MONOPOLE 'a 1 ` The Home Depot CONSTRUCTION MANAGER: T—MOBILE/ERICSSON INSTALL (3) NEW RRU's (1 PER SECTOR) MOUNTED BEHIND (N) ANTENNA. Lake Eisinon, 3 DEVELOPMENT MANAGER: JOE THOMPSON REMOVE AND REPLACE (E) DUL20 WITH DUS41 INSIDE (E) 3106 EQUIPMENT CABINET. SITE INFORMATION: C ^ /�/� • INSTALL (9) FIBER CABLE JUMPER (3 PER SECTOR) 1� e '��, j II - I.;it�t,�,....., I EO41 �6A • INSTALL XMU ��,� fir, • USE SPARE HCS FIBER AND UPGRADE TO 200 AMP CAPACITY e a BUILDING SUMSSFIC ADD 2nd FIBER JUMPER FOR L21 CM116 BANNER CONCRETE OCCUPANCY CLASSIFICATION: UNMANNED TELECOMMUNICATION FACILITY _ Wal reens Stou,t'mSt 9h'akha.v ZONING F—B.FREEWAY BUSINESS _ McDonald', 9 ASSESSORS PARCEL NUMBER: 377-050-56 interstate Used Cj{Y O{Lake Ei��"P'T�{51"bore LEASE AREA: NO INCREASE parts&Auto Sales' Planning IVISIOn APPI oval '-(_! 19150 RIVERSIDE DR GEOGRAPHIC COORDINATES: �- LAKE ELSINORE,CA 92530 LATITUDE: 33' 41' 44.7144" N (33.69575392') Approved By: j RIVERSIDE COUNTY LONGITUDE: —117' 20' 37.8996" W (-117.343861') 1 Dater 2C 4 NORTH SEAL: tD LMy CONSULTING TEAM: APPROVALS: DIRECTIONS FROM T—MOBILE IRVINE, CA OFFICE: THE FOLLOWING PARTIES HEREBY APPROVE AND ACCEPT THESE DOCUMENTS AND APPROVED AUTHORIZE THE CONTRACTOR TO PROCEED WITH THE CONSTRUCTION DESCRIBED 01, DEPART FROM MCGAW AVE IRVINE. CA 92614, FOR PERMIT ISSUANCE FvoFessrc\ SAC ONING PERMITTING ARCHITECTURAL & ENGINEERING, 02. HEAD NORTHWEST ON MCGAW AVE TOWARD VON KARMAN AVE. SCO FAZEKAS&ASSOCIATES INC. e� is s, W / HEREIN. ALL CONSTRUCTION DOCUMENTS ARE SUBJECT TO REVIEW BY THE LOCAL p� T(� ( ,Z(_/ BUILDING DEPARTMENT AND ANY CHANGES AND MODIFICATIONS THEY MAY IMPOSE. 03. TAKE 1ST. LEFT ONTO VON KARMAN AVE. V+Y- j•I/Yt.fiL. DATE CROWN CASTLE RELIANT LAND SERVICES, INC. 04. TAKE 2ND, RIGHT ONTO BARRANCA PKWY BY tans have been reviewed for adherence to the w C31054 38 TECHNOLOGY WAY, STE 100 1745 W. ORANGEWOOD AVE., SUITE 103 05. SLIGHT LEFT ONTO CA-261N/TOLL RD 261 THEN MERGE ONTO CA-241N Thesep PRINT NAME SIGNATURE DATE a lic:lbl. crd;:s and ordinance.Authorization Is IRVINE, CA 92616 ORANGE, CA 92868 O6. TAKE EXIT 39Z TO MERGE ONTO CA-91E er y ranted to issue a building permit pending sr ona� PHONE: (949) 930-4344 PHONE: (714) 685-0123 07. TAKE EXIT 51 TO MERGE ONTO 1-15S TOWARD SAN DIEGO approvalgby E.1i applicable City agencies. 9rFOF c wr CONTACT: NICHOLAS BURKE CONTACT: ERIKA DIAZ LANDLORD 08. TAKE EXIT 77 FOR CA-74/ CENTRAL AVE THEN TURN RIGHT ONTO CA-74W/ CENTRAL AVE 10. TAKE THE 2ND RIGHT ONTO COLLIER AVE. The issuance or grantinq of a permit based on 11. TAKE THE 3RD RIGHT ONTO RIVERSIDE DR royal of these plans shall not be construed to CONSTRUCTION MANAGEMENT: PROPERTY SPECIALIST: CONST. MGR _ :er 12. DESTINATION SHALL BE ON THE RIGHT lermit l approve*anYlan"Icletion of the applicable ERICSSON INCORPORATED MICHELLE MARTINEA odes or ordinance No Permit presumed to give DEVELOP. MGR authorityy to violate or cancel the provisions of such 6160 STONERIDGE MALL ROAD, STE 400 4301 HACIENDA DRIVE, STE 410 :odes It all be valid. PLEASANTON, CA 94588 PLEASANTON, CA 94588 ZONING MGR - SHEET TITLE: PHONE: (925) 588-9840 APPLICABLE CODES CITY OF LAKE ELSINORE CONST. MGR(TMO) I3I.'IR,—DING DIVISION TITLE SHEET PROJECT MGR 1. CALIFORNIA ADMINISTRATIVE CODE 7. LOCAL BUILDING CODES (INCL TITLES 24 & 25) 2013 8. CITY / COUNTY ORDINANCES RF ENGINEER 2. CALIFORNIA BUILDING CODES 2013 9. CALIFORNIA FIRE CODE 2013 EDITION SHEET NUMBER: 3. CALIFORNIA ELECTRICAL CODES 2013 10. 2010 CALIFORNIA GREEN BUILDING OPERATIONS 4. CALIFORNIA MECHANICAL CODES 2013 STANDARDS CODE (CGBSC) 5. CALIFORNIA PLUMBING CODES 2013 11. CALIFORNIA ENERGY CODE 2013 -------- _ S. ANSI / EIA-222 E&F _ SAC REP. T-1 L I � ' ! Irl IIidPIIIGIu�@l�Id Id��h���lll�_1�11'111P�11�1`�1111171IIG�I��9TI I �f° .._... Al1 .1JL'.III 1 'IIIIIL.'._LI - _ __ i • I I I � Vl I lX�fl9 IV9111111➢IIIIIII,IIIIII�I�SI6I�1�II111nIllf_IdII111.61i�t,IIIIIIIIIIIIIl��ll�� �. I I I . � � _ _ I,II A.B. ANCHOR BOLT DIA. DIAMETER GRND. GROUND REF. REFERENCE ABV. ABOVE DIAG, DIAGONAL HDR. HEADER REINF. REINFORCEMENT(ING) ACCA ANTENNA CABLE COVER ASSEMBLY DIM. DIMENSION HGR. HANGER REQ'D. REQUIRED GENERAL CONSTRUCTION NOTES: ADD'L ADDITIONAL DWG. DRAWING(S) HT. HEIGHT RGS, RIGID GALVANIZED STEEL A.F.F. ABOVE FINISHED FLOOR DWL. DOWEL(S) ICGB. ISOLATED COPPER GROUND BUS SCH. SCHEDULE 1. THE FACILITY IS AN UNOCCUPIED TELECOMMUNICATION FACILITY. A.F.G. ABOVE FINISHED GRADE EA. EACH IN.(") INCH(ES) SHT. SHEETy�-��^ ALUM. ALUMINUM EL, ELEVATION INT. INTERIOR Sim. SIMILAR IC ILAR 2. PLANS ARE NOT TO BE SCALED AND ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY, " !7 , ALT. ALTERNATE ELEC. ELECTRICAL LB.(#) POUND(S) SPEC. SPECIFICATION(S) UNLESS NOTED OTHERWISE. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT, ANT. ANTENNA ELEV. ELEVATOR L.B. LAG BOLTS SQ. SQUARE APPURTENANCES AND LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED 2008 MCCAW AVENUE APPRX, APPROXIMATELY EMT. ELECTRICAL METALLIC TUBING L.F. LINEAR FEET (FOOT) S.S. STAINLESS STEEL ON THE DRAWINGS. RVINE, CA 92614 ARCH. ARCHITECT(URAL� E.N. EDGE NAIL L. LONG(ITUDINAL) STD. 'STANDARD AWG. AMERICAN WIRE GAUGE ENG. ENGINEER MAS. MASONRY STL. STEEL 3. PRIOR TO THE SUBMISSION OF BIDS, THE CONTRACTORS SHALL VISIT THE JOB SITE AND BE BLDG. BUILDING EQ. EQUAL MAX. MAXIMUM STRUC. STRUCTURAL RESPONSIBLE FOR ALL CONTRACT DOCUMENTS, FIELD CONDITIONS AND DIMENSIONS, AND BILK. BLOCK EXP. EXPANSION M.B. MACHINE BOLT TEMP. TEMPORARY CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING O` BLKG. BLOCKING EXST.(E) (E) MECH. MECHANICAL THK. THICKNESS) WITH CONSTRUCTION. ANY DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE CRN V1Vf BM. BEAM EXT. EXTERIOR MFR. MANUFACTURER T.N. TOE NAIL IMPLEMENTATION ENGINEER AND ARCHITECT AND/OR ENGINEER PRIOR TO PROCEEDING WITH B.N. BOUNDARY N AILING FAB. FABRICATION OR( ) MIN. MINIMUM T.O.A. TOP OF ANTENNA THE WORK. BTCW. BARE TINNED COPPER WIRE F.F. FINISH FLOOR T.O. .C TOP /� "�" M L. MISCELLANEOUS OF CURB CASTLE L CELLA EOUS B.O.F, BOTTOM OF FOOTING F.G. FINISH GRADE MTL. METAL T.O.F. TOP OF FOUNDATION 4. THE CONTRACTOR SHALL RECEIVE, IN WRITING, AUTHORIZATION TO PROCEED BEFORE B/U BACK-UP CABINET FIN. FINISH(ED) (N) NEW T.O.P. TOP OF PLATE (PARAPET) STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONTRACT 38 TECHNOLOGY DRIVE,Suite 250 CAB. CABINET FLR. FLOOR NO.(#) NUMBER T.O.S. TOP OF STEEL DOCUMENTS. CANT. CANTILEVERED) FUN. FOUNDATION N.T.S. NOT TO SCALE T.O,W, TOP OF WALLIrvine,California 92628 C.I.P. CAST IN PLACE F.O.C. FACE OF CONCRETE O.C. ON CENTER TYP. TYPICAL 5. CONTRACTOR SHALL CONTACT USA ALERT BEFORE PROCEEDING WITH ANY EXCAVATION,' SITE PLANS PREPARED BY:— CLG. CEILING F.O.M. FACE OF MASONRY OPNG, OPENING U.G. UNDER GROUND WORK OR CONSTRUCTION. CLR. CLEAR F.O.S. FACE OF STUD P/C PRECAST CONCRETE U.L. UNDERWRITERS LABORATORY COL. COLUMN F.O.W. FACE OF WALL PCs PERSONAL COMMUNICATION SERVICES U.N.O. UNLESS NOTED OTHERWISE 6. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH CONC. CONCRETE F.S. FINISH SURFACE PLY. PLYWOOD V.I.F. VERIFY IN FIELD MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLY INDICATED OTHERWISE OR CONS. CONS CONSTRUCTION FT G. FOOTING PPC POWER PROTECTION CABINET W WIDE(WIDTH) WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE.CONST. CONSTRUCTION FTC. FOOTING PRC PRIMARY RADIO CABINET W/ WITH RELIANT LAND SERVICES I CONT. CONTINUOUS G. GROWTH (CABINET) P.S.F. POUNDS PER SQUARE FOOT WD. WOOD 7. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH d PENNY (NAILS) G. GAUGE P.S.I. POUNDS PER SQUARE INCH W.P. WEATHERPROOF ALL APPLICABLE CODES, REGULATIONS AND ORDINANCES. CONTRACTOR SHALL GIVE ALL DBL. DOUBLE Gi. GALVANIZE(D) P.T. PRESSURE TREATED WT. WEIGHT DEPT. DEPARTMENT G.F.I. GROUND FAULT CIRCUIT INTERRUPTER FAR. POWER (CABINET) q CENTERLINE NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES, REGULATIONS AND LAWFUL 1745wORANGFWnODAVLSTE103 ORANGE CA92M D.F. DOUGLAS FIR GLB.(GLU-LAM) GLUE LAMINATED BEAM QTY. QUANTITY IE PLATE ORDERS OF ANY PUBLIC AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. WWWRISUSA.00M PH.(714)685-0123 PAX(714)453.9692 RAD.(R) MECHANICAL AND'ELECTRICAL SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL NO. DATE: DESCRIPTION: BY: APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, AND LOCAL AND STATE A 10/20/14 PRELIM 90% CD BR ABBREVIATIONS 2 JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. Q NEW ANTENNA O FND. MONUMENT O (E) BRICK PROPERTY/LEASE LINE B• THE GENERAL CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK, USING THE BEST 0 11/06/14 100% CD SPV SKILLS AND ATTENTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL 4;11 (E) ANTENNA �} SPOT ELEVATION O° (E) MASONRY MATCH LINE CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR � COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT INCLUDING CONTACT CONCRETE AND COORDINATION WITH THE IMPLEMENTATION ENGINEER AND WITH THE LANDLORD'S GROUND ROD ® SET POINT WORK POINT AUTHORIZED REPRESENTATIVE. EARTH I -r GROUND BUS BAR A REVISION 9. SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED AND FIRE'CODE G G GROUND CONDUCTOR GRID REFERENCE 5055050.655.9 GRAVEL APPROVED MATERIALS PER SECTION 709.6. • O ' O MECHANICAL GRIND. CONN. —T—T— TELEPHONE CONDUIT 10. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR -- DETAIL REFERENCE ® PLYWOOD 2-A1OBC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA o CADWELD Ku —E—E— LECTRICAL ONDUIT DURING CONSTRUCTION. �'r+:;v�,;�.� k �a SAND F(POWER LINE GROUND ACCESS WELL �X 11. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CHAPTER 16 OF THE UBC REGARDING WSCC.?&9a ELEVATION REFERENCE WOOD CONTINUOUS A—A— COAXIAL CABLE EARTHQUAKE PIPING, LIGHT FIXTURES, CEILING GRID, INTERIOR PARTITIONS AND MECHANICAL ® EQUIPMENT. ALL WORK MUST BE IN ACCORDANCE WITH LOCAL EARTHQUAKE CODES AND CROWN CASTLE BU NUMBER n ELECTRIC BOX OVERHEAD SERVICE REGULATIONS. f X __I SECTION REFERENCE WOOD BLOCKING CONDUCTORS 12, DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATION MAY BE TELEPHONE BOX ��/ x -- X— CHAIN LINK FENCING REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE 823250 STEEL INCLUDED AS PART OF THE WORK. LIGHT POLE GROUT OR PLASTER - CENTERLINE WROUGHT IRON FENCING 13. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT (E) IMPROVEMENTS, LEGEND 3 PAVING, CURBS, VEGETATION, GALVANIZED SURFACES, ETC., AND UPON COMPLETION OF WORK REPAIR ANY DAMAGE THAT OCCURRED DURING CONSTRUCTION TO THE SATISFACTION SITE INFORMATION: � OF T-MOBILE. c EXISTING ANTENNA / CABLE SCHEDULE NOTES: 14. KEEP GENERAL AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, RUBBISH ANTENNA RRU TMA AND/OR DIPLEXER HYBRID CABLE(HCS) COAX FIBER REFER TO T—MOBILE'S �G04� ��� • CONTRACTOR IS AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY. LEAVE r- T`%' Rqp MOST CURRENT RADIO PREMISES.IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST OR SMUDGES.OF ANY CM116 BANNER CONCRETE MODEL- SIZE AZIMUTH CENTER QTY. MODEL CITY. MODEL OTY. TYPE LENGTH CITY, TYPE LENGTH CITY. LENGTH FREQUENCY DATA SHEET NATURE. (REDS) PRIOR TO Al ERICSSON QUAD AIR21 B2A/B4P 44=0" -330' 72'-8" - - t TWIN AWS TMA 2 15, CONSTRUCTION. 15, REPRESENTATIONS OF`TRUE NORTH, OTHER THAN THOSE FOUND ON THE PLOT OF SURVEY 19150 RIVERSIDE DR A2 ERICSSON QUAD AIR21 64A/B2P 4'-0" 330' 72'-8" — — — — 1 16, A 4 7/8" 85' DRAWING (SHEET LS1), SHALL NOT BE USED TO IDENTIFY OR ESTABLISH THE BEARING OF LAKE ELSINORE,CA 92530 Al — — — — — — — — _ _ COAX CABLE LENGTH TRUE NORTH AT THE SITE. THE CONTRACTOR SHALL RELY SOLELY ON THE PLOT OF RIVERSIDE COUNTY A4 — -" — — — — — _ _ IS APPROXIMATE,CONTRACTOR TO FIELD SURVEY DRAWING AND ANY SURVEYOR'S MARKINGS AT THE SITE FOR THE ESTABLISHMENT B1 ERICSSON QUAD AIR21 B2A/B4P 4'-0" 120' 72'-8" — — 1 TWIN AWS TMA 2 16' VERIFY CABLE LENGTHS OF TRUE NORTH, AND SHALL NOTIFY THE ARCHITECT AND/OR ENGINEER PRIOR TO SEAL: B2 ERICSSON QUAD AIR21 B4A/B2P 4'-0" 120' 1 72'—B" 1 — — — — 1 16' PRIOR TO ORDERING, PROCEEDING WITH THE WORK IF ANY DISCREPANCY IS FOUND BETWEEN THE VARIOUS B B3 - _ _ - - - - - 1 ERICSSON-9X18 98, 4 7/8" 85, - FABRICATION, OR ELEMENTS(OF THE WORKING DRAWINGS AND THE TRUE NORTH ORIENTATION AS DEPICTED INSTALLATION OF CABLES. ON THE CIVIL SURVEY. THE CONTRACTOR SHALL ASSUME SOLE LIABILITY FOR ANY FAILURE B4 TO NOTIFY THE ARCHITECT AND/OR ENGINEER. Cl ERICSSON QUAD AIR21 82A/B4P 4'-0" 240' 72'-8" — — 1 TWIN AWS TMA 2 16' OQnGFC Ss10N A C ERICSSON QUAD AIR21 B4A/B2P 4'-0" 240' 72'-8" - - - - 4 7/8" 85' 1 1616. PENETRATIONS OF ROOF MEMBRANES SHALL BE PATCHED AND/OR FLASHEDA- - WATERTIGHT USING LIKE MATERIALS IN ACCORDANCE WITH NRCA ROOFIN TgA 5,E SS IA E C61054 DETAILS. CONTRACTOR SHALL OBTAIN DETAILING CLARIFICATION FOf�tT ASSOCIATES IN CONDITIONS FROM ARCHITECT/ENGINEER, IF NECESSARY, BEFORE PROCEEDING. DATE *s, crylc P* PROPOSED ANTENNA / CABLE SCHEDULE - RFDS VERSION 3 These plans have been reviewed for adherer1 1 to the applicable codes and ordinance.Authod ,ion Is — ArdTENNA RRU TMA AND/OR DIPLEXER HYBRID CABLE(HCS) COAX FIBER hereby granr@d to issue a building permit nding SECTOR approval by all applicable City agencies. MODEL SIZE AZIMUTH RAID CITY MODEL QTY. MODEL QTY. TYPE LENGTH CITY. TYPE LENGTH CITY. LENGTH CENTER A ! C h� p The issuance or grantingof a permit b red on Al COMMSCOPE DUAL LNX-6565DS—AlM 8'-0" 3.30' 71'-0" 1 ERICSSON RRUSl IB12 1 TWIN AWS TMA 2 16 CITY OF LAKE LLSIIVOI'�� ;approval of these lans hall not con ed to V A2 ERICSSON QUAD AIR21 82A/B4P 4'-0" 330' 72'-8" — — — permit or approve any violation of the a ; icable A — 4 7/8" 85' 2 16' 1 ( codes or ordinance. No permit presume A3 ERICSSON QUAD AIR21 64A/B2P 4'-0" 330' 72'-8" — — — — 2 16' BUILDING DIVISION authority to violate or cancel the provision .GHEETTITLE: codes shall be valid. Bt COMMSCOPE DUAL LNX-6565DS—AiM 8'-0" 120' 71'-0" 1 ERICSSON RRUS11812 1 TWIN AWS TMA 2 16' GENERAL NOTES,ANTENNA& B B2 ERICSSON QUAD AIR21 B2A/B4P 4'-0" 120' 1 72'-8" — — — — 1 ERICSSON-9X18 98' 4 7/8" 85' 2 16' PERVi l , it-. .—_ CABLE SCHEDULE,LEGEND& 83 ERICSSON QUAD AIR21 64A/62P 4'-0" 120' 72'-8" ABBREVIATIONS B4 — — — — — — — — — — Cl COMMSCOPE DUAL LNX-6565DS—AiM 8'—O" 240- 71'=0" 1 ERICSSON RRUS11812 1 TWIN AWS TMA 2 16' f "! SHEET NUMBER: C2 ERICSSON QUAD AIR21 B2A/B4P 4'-0" 240' 72'-8" — — — — 2 16' i L `- , `�' �J C C3 ERICSSON QUAD AIR21 B4A/B2P 4'-0" 240' 72'—B" — — — — 1 7/8 85 2 16' T-2 ANTENNA AND CABLE SCHEDULES 4 GENERAL CONSTRUCTION NOTES 1 III I � ® j .',)et more um dear. li 2008MCGAW AVENUE III IRVINE, CA 92614 I CROWN CASTLE / \ 38 TECHNOLOGY DRIVE,Suite 250 t \ Irvine,California 92618 I' I — PLANS PREPARED BY: I pQ (E/NO CHANGE) `T MOBILE'- Q. . \ --- . -- _ Q 20—0'W UTILITY AND ACCESS EASEMENT \ \ �(E) DIRT A4EP. —� \ \ RELIANT LAND SERVICES \ I / 1745 W ORANGEWOOD AVE.STE 103 ORANGE,CA 92868 Pj} - W W W.RLSUSA.COM PH.(714)685-0123 FAX(714)453-9692 NO. DATE:1 DESCRIPTION: BY: III o / A 10/20/ 4 PRELIM 90% CD BR \ \ O 11/06/14 100% CD SPV (E) PAVED AREA \ O E BUILDING (E) BUILDING \ \ I \ (E) BUILDING \ -...(E) BUILDING s 5 T-MOBILE.PROJECT v- E \ � ) T\ CROWN CASTLE BU NUMBER i LOCATION,SEE 1/A 2 \ 823250 F J A I ' CI T Y° ti_)F LAKE ELSINO ;C � ' ITE INFORMATION: �II " , !_DII',JG DIVISION IE04116A � I ` CM116 BANNER CONCRETE 19150 RIVERSIDE DR \ ;--•., E LAKE ELSINORE,CA 92530 � d RIVERSIDE COUNTY SEAL: . Pti (E) BUSINESS AREA \ (E) DIRT AREA / \ � PROFESS/p 5 p C61054 m APPROVED a FOR PCn�ROV I ' S IS COT7 FA EKAS ISSUANCE * + II By..y &ASSOCIATES INC si CM% r / - TPPIic hle e,nfe'---_D DATE ad AT uFOP� .Ili herenc\ / - hereby nr t e';y'' d o�dmance.Auherencoriza I°the q / a PPraval by all a,; c"'u a bUi sing tiI Permit P ling I 1 \ _ Y gencies. ♦ / TaProvel on there.9,anting of permit base\ / Permit or apP ovep^ns shall not be constru. on codes or ordinc,; 1 Vlolation of then authorityviol at"' IVo Permit presu ppll a SHEET TITLE: to vle,ate or cancel the med to 9 ve _ '-des shall be Vafld:. Provisions of E-h II SITE PLAN I'I NOTE- THESE - \ DRAWINGS HAVE BEEN CREATED BY INFORMATION GATHERED AT THE SITE, (E) - - SHEET NUMBER: AS—GUILTS PROVIDED BY T—MOBILE AND WITHOUT A SU VE`:'. PLEASE VERIFY ALL _ A=1 DIMENSIONS, LENGTHS, PROPERTY LINES. SCA III SITE PLAN NORTH 20'=1" 0, 5,10, 20 40' 1 t � I i i�iil I I���11 i� �� llili�'i��I ��i�� I �.�f��li,�l€l�iI,I�V9llll���1�II�I �a91IIIIII��iIInII�I�IIIlI1��10�I111�1��11��1�1��IIII�11��1�1���I�f�111 , ; � I �,��ll �� � II I i��I I � N��`�I� TIFF � I I, �I NOTE: 2CTATE FRAME TO MATCH DEGREE LINE. C ,�,(, Get more from Ia;: 2008 MCGAW AVENUE (E/NO CHANGE)T-MOBILE IRVINE, CA 02E14 (E)T-1,40BILE`QUAD AIR21------, �„ ' HYBRID-FIBER DISTRIBUTION PANEL ANTENNAS TO BE "v' CABLE SQUID " RELOCATED TO (N) CROSS ARM 9`Pt^n (TYP, 2 PER SECTOR) AST I L 'E) " OSS ARMS TO BE - ;lE`,`3:'ED AND REPLACED ' 38 TECHNOLOGY DRIVE,Suite 250 • Irvine,California 92618 .• PLANS PREPARED BY: (E) T-MOBILE TWIN TMA'S TO BE. ' '..RELOCATED (TYP. 1PER SECTOR) <. (E/NO CHANGE)T-MOBILE RLS (E) T-ARM`SUPPORT TO REMAIN AND ACCESS GATE RELIANT LAND SERVICES BE ROTATED (TYP. 1 PER SECTOR) (E/NO CHANGE) T-MOBILE (E) MOUNTING RING TO REMAIN CMU WALL ENCLOSURE I745W ORANGEWOOD AVE.SiF 10 ORANGE CA 92868 I AND BE ROTATED.(V.I.F.) WWW.RLSUSA.COM PH.(714)e85 0123 FAX p141 453-9692 (fJ � (E/NO CHANGE)T-MOBILE NO. DATE: -DESCRIPTION: BY: 3FCroR 4 �°F TELCO BOX AND AC PANEL A 0/20/14 PRELIM 90% CD BR / . (E/NO CHANGE)T-MOBILE p 11/06/14 100% CD SPV METER PEDESTAL (E/NO CHANGE)T-MOBILE 6 ( AAV FIBER CABINET O 1• MONOPOLE GE) 75'-0" HIGH I �/• + \ III L (E/NO CHANGE) (E)T-MOBILE PANEL ANTENNAS CONCRETE PAD (2 ANTENNAS PER SECTOR, 3 SECTORS TOTAL), SEE.:2/A2 Wtkd SCALE , ' EXISTING ANTENNA CONFIGURATION ��RTH 1/2-1 o s" , z 4' 2 _ CROWN CASTLE BU NUMBER JTE � rcCTATE F-=^.'�E T': `.ATCH DEGREE LINE. � �•� �� • � r o 823250 (.RELOCATED (E)T-MOBILE QUAD G •9a do"� \ 2io-r9�e�F�F \ N T-MOBILE B�-0" HIG 2 06 O s AIR21 PANEL ANTENNAS S ARM 6'-0' "',p DUAL PANEL ANTENNA 2 5 CROSS ARM TYP y MOUNTED ON (N) PIPE SITE INFORMATION: (TYP. 2 PER SECTOR} 3•_0" /� . (TYP. PER SECTOR) \ d, 1P. G BS �i 11 A IE04 6 (N)T-MOBILE RRU'S 1 V 3 BEHIND ANTENNA o , F? MOUNTED BEH o A-4 A-4 \ s CM116 BANNER CONCRETE '- (TYP. i PER SECTOR) - . gg (E/NO CHANGE) T-MOBILE HYBRID-FIBER FJT�• RELOCATED (E)T MOBILE TWIN DISTRIBUTION CABLE SQUIDoeo, \ 19150 RIVERSIDE DR TM1A'S TO BE(TYP. 1 PER SECTOR) �F \ LAKE ELSINORE,CA 92530 III 3 (E) T-ARM SUPPORT RIVERSIDE COUNTY A-4 A-4 (N)T-MOBILE RRU'S (TYP. 1 PER SECTOR) MOUNTED BEHIND ANTENNA fy SEAL: (TYP. 1 PER SECTOR) _ ,. RELOCATED (E)T-MOBILE (N)T-MOBILE 8'-0" HIGH DUAL PANEL ^'' TWIN TMAO TO BE (TYP. i PER SECTOR) \ / ANTENNA MOUNTED ON (N),PIPE V APPROVED 2 (TYR 1 PER SECTOR) " SC FOR ERAn1T ISSUANCEQaoFessi " OTo 9Y T FA E.AS 3 ASSOCIA ES INC. %o s,Z A-4 A-4 __DATE F . PT\� '�a1�hc Ali Is hav Nedfor - C57054 a e RELOCATED (E) T-MOBILE p e �d adherence to " + QUAD AIR21 PANEL ANTENNAS yt-re v r„nlgd Ic "cfd r,ance.Authorization r RELOCATED (E)-T-MOBILE QUAD =/ TO (N) CROSS ARM Pl;rwaI:y all ,F pcacle Cit bmldfng permit Pend t 3 `Ayr CIVIL Yagencles. FOF poR. O TYP. 2 PER SECTOR o Iswanca or a AIR21 PANEL ANTENNAS T0: N ( ) PprovalI'f se plans of Permit baseed CROSS ARM �+{^' granting r (NP. 2 PER SECTOR) p ��J11`10��� Cod esermi�orrordm nceany violation Onot f heoaPPlica ClY ��. "'YYt �1�` ,�C'O{�,{ authority to viol,f,or No permit.presumed to gb V ti h v J f�L "odes shall:be valid. cancel,the provisions Of sue V " .. .... 3 ox7-0 LONG CROSS T-ARM ATTACHED TO EXISTING / // ARM SUPPORT WITH 5/8"0 SHEET TITLE: —BQLTs TYP, ENLARGED SITE PLAN 1 3 - &ANTENNA (N)T MOBILE RRU'S T _ A-4 A-4 MOUNTED BEHIND ANTENNA H (TYP. 1 PER SECTOR) CONFIGURATION � � I (N)T-MOBILE 8'-0" HIGH DUAL PANEL SHEET NUMBER: 2 5 ANTENNA MOUNTED ON (N) PIPE A-4 A-4 (TYP. 1 PER SECTOR) SCALE "3/8 A=2 NEW ANTENNA CONFIGURATION NORTI, ,/z"=r o"s" 1' z' 4' 3 ENLARGED SITE PLAN\ EQUIPMENT PLAN NOR 0"671' z 4' 1 II Ia - F L I i - E I Ir'�.. , I �_L�IIII �I � 11T - � � I Ill I I 1 ���1�1�!I[I�1111��I�II�uI��:�1 � ���1�1��,� i�:f1,1�11�,.��9i�Ii�,IIVi�I I��I�I��IIIsII�I�II� � IIV,d,IIIIIIIIIIVI�I.id�ell,IIIIILIIIIIIi ��l II � `f�T�`1 I II 111 i alb�,1 Ti lira I 1�il�i�ii� I���' LI 1ill B.I111IIIINI111111L2_llY11IllL_IIVIIIIIIIIWGII1IIIIIIIIIIII11IWIIYWIVII,.IIW,i1ll1116L1V11YIILWIIIIVJ.UIkIlV1llLL._:_1JL!llill II I V. ,,11,1,,�., I RELOCATED (E)T-MOBILE QUAD (E)T-MOBILE QUAD AIR21 PANEL AIR21 PANEL ANTENNAS TO (N) fd1"'"�� �T ,�/^''- TOP OF (M AND (E)T-MOBILE PANEL ANTENNAS CROSS ARM ANTENNAS TO BE RELOCATED (N) T 4 � }(TYP. 2 PER SECTOR) !� TOP OF (E) T-MOBILE PANEL ANTENNAS CROSS ARM P 75 0 AGL 75'_ AGLM . 2 PER SECTOR) ■ ■ ■ CENTER OF(N T-MOBILE PANEL ANTENNAS - CENTER OF E T-MOBILE PANEL ANTENNAS /^+ g 71'-O' AGL - 72'-8"AGL Get more from 1W (N)T-MOBILE RRU'S MOUNTED BEHIND (N) ANTENNA 2008 MCGAW AVENUE :q i 1� (TYP. 1 PER SECTOR) I (E)T-MOBILE QUAD TWIN TMA'S TO IRVINE, CA 92614 (N) 3"0x7'-O" LONG CROSS T-ARM (E) T-ARM SUPPORT AND BE RELOCATED BEHIND ANTENNAS ATTACHED TO EXISTING ARM SUPPORT MOUNTING RING TO REMAIN AND (TYP. 1 PER SECTOR) I. WITH 5/8"0 U-BOLTS TYP.. BE ROTATED TO ACCOMMODATED (N)T-MOBILE (N) ANTENNAS DUAL PANEL ANTENNA MOUNTED ON (N) PIPE(1 PER SECTOR) HYBRID-FIBER CHANGE)STMOBILE CROWN � GABBLE SQUID DISTRIBUTION (E/NO CHANGE) T-MOBILE vr■ CABLE SQUID DISTRIBUTIONcc 4, CAST1....L� 38 TECHNOLOGY DRIVE,Suite 250 Irvine,California 92618 PLANS PREPARED BY: I , (E/NO CHANGE) (E/NO CHANGE) T-MOBILE MONOPOLE T-MOBILE MONOPOLE RELIANT LAND SERVICES I 1745 W ORANGEWOOD AVE.STE 103 ORANGE,CA 92868 I W W W.RLSUSA.COM PH.I714)685-0123 FAX(714)453-9692 NO. -DATE: D 1 PPESCRIPTION:- —BY: A 10/20/ RELIM 90% CD BR (E/NO CHANGE) T-MOBILE EQUIPMENT CABINETS MOUNTED f (E/NO CHANGE) T-MOBILE 0 11/06/14 100% CD SPV EQUIPMENT CABINETS MOUNTED (E/NO CHANGE)T-MOBILE ON CONCRETE PAD (TYP. OF 2) ON CONCRETE PAD (TYP. OF 2) CPS A CPS ANTENNA (E/NO CHANGE) TA MOBILE (E/NOCHANGE)T-MOBILE CMU ANTENNA 'WALL ENCLOSURE (E/NO CHANGE)WALL CMU ENCLOSURE ' 11 i r 4LrJt:1�7i lit rir. 1 +1P 111t 1 ri r 1 ti : 1 L r z �1 GROUND LEVEL _ 1 +1+11,f 0'-0"A.G.L. - - i. 1f!1GROUND LEVEL O'-0"A.G.L. SCALE FINAL NORTHWEST ELEVATION ,/$"-, o" z s' ,4' 3 EXISTING NORTHWEST ELEVATION 1C8ALE o" 2' 6' 1a' CROWN CASTLE BU NUMBER —RELOCATED (E)T-MOBILE QUAD AIR21 PANEL ANTENNAS TO (N) (E) T-MOBILE QUAD AIR21 PANEL ANTENNAS TO BE RELOCATED (N) STOP OF(N)AND (E) T-MOBILE PANEL ANTENNAS _ CROSS ARM (TYP. 2 PER SECTOR) TOP °F(E) T-MOBILE PANEL ANTENNAS CROSS ARM N ) 7 823250 lP 75-0"AGL 5-0"AGL (TYP. 2 PER SECTOR CENTER OF_(N) T-MOBILEPANEL ANTENNAS _ 71'-0"AGL CENTER OF E T-MOBILE PANEL ANTENNAS 72'-8"AGL I (N)T-MOBILE RRU'S MOUNTED i BEHIND (N)ANTENNA SITE INFORMATION: (TYP. 1 PER SECTOR) (E) T-MOBILE QUAD TWIN TMA'S TO (N) 3"0xT-0" LONG CROSS T-ARM (E)T-ARM SUPPORT AND BE RELOCATED BEHIND ANTENNAS ATTACHED TO EXISTING ARM SUPPORT MOUNTING RING TO REMAIN AND (TYP. 1 PER SECTOR) ^ ^Q WITH 5/8"0 U-BOLTS TYP. BE ROTATED TO ACCOMMODATED I E04 1 1 VA (N)T-MOBILE (N) ANTENNAS -1- DUAL PANEL ANTENNA MOUNTED CITY OF LAKE ELSIN ON (N) PIPE (1 PER SECTOR) (E/NO CHANGE)T-MOBILE (E/NO CHANGE)T-MOBILE �{ 1VI116 BANNER CONCRETE HYBRID-FIBER DISTRIBUTION HYBRID-FIBER DISTRIBUTION BUILDING DIVISION CABLE SQUID CABLE SQUID I 19150 RIVERSIDE DR g-y .µµ LAKE ELSINORE,CA 92630 III (-E€kf''L1IT it — RIVERSIDE COUNTY SEAL: APPROVED APPROVED T-MO CHANGE) (E/ND CHANGE) SCOTTFOR PE^,t,T IgSUANCE ea Pe�FFssro T-MOBILE MONOPOLE T-MOBILE MONOPOLE Y FgZE '16&A^ CIATES e 1S s. F oS0 INC. y R OFF ?c the s hr.v,rc DATE w .m ,r nh 11 vt1wed for adherence to t e * csloss A L-1 u ordinance.Auth ' approval p '; a builtlin orlZetio s sqr clvR. �r Y tl q;lica�le City agencies.ermit pen ..I F F 4oP (E/NO CHANGE) T-MOBILE p�q�_r a °r"ranting of a permit based GP3NA CHA r yJdOhEe fans shall not be construed CPS ANTENNA I,176 � or ordina,,cr.: No lolation of the applica (E/NO CHANGE) T-MOBILE authorit t�o� violate or cancel the ddeaw�Xy'1 permit presumed to gi1 EQUIPMENT CABINETS MOUNTED (E/NO CHRNGE� <�OB1lCEi. Provisions of su (E/NO CHANGE) T-MOBILE ON CONCRETE PAD (TYP, OF 2) EQUIPMENT CABINETS MOUNTED ACCESS GATE (E/NO CHANGE) T-MOBILE ON CONCRETE PAD (TYP. OF 2) SHEET TITLE (E/NO CHANGE) T-MOBILE CMU ACCESS GATE . WALL ENCLOSURE (E/NO CHANGE) T-MOBILE CMU WALL ENCLOSURE ELEVATIONS :� SHEET NUMBER: Al GROUND LEVEL V 0'-0" A.G.L. GROUND LEVEL 0'-0"A.G.L. FINAL NORTHEAST ELEVATION SCALE 4 EXISTING NORTHEAST ELEVATION SCALE 2 A 1/8—1 0 2 6 14 1/8"=1' 0" 2' 6' 14' I i Diillif 11[1VI�1 11111!IlfI�lil I'i 11 LIIII➢II Vil➢inIII0ITMfnl llllll'I➢I➢I'10111IIIC➢I➢I IIII I1I:111111111TIII LI 7 f` TT 1'_T --- i s lY II i! I 'l PARTS LIST ITEM crrY PART NO. PART DESCRIPTION LENGTH 11NITWT. NETWr. ERICSSON RRUS-1 1 B12 1 1 X-SP219 SMALL SUPPORT CROSS PLATE 8114in 0.61 ss1 (N) MOUNTING BRACKET AND HARDWARE SUPPLIED DIMENSIONS, WxDxH: 431x182x500mm (17"x7"x20") T •2 2 x-uelsos 1n•xaaro"xs•xa•u.eoLT(HDc.) o.as ,.87 BY RRU MANUFACTURER TOTAL WEIGHT: 23 KG (50.7 Iba) I S 2 X•ue1a00 In-Xr XWXrU•SOLTHDO.) ose 1.a1 POWER CONSUMPTION: 200 WATTS 4," 4 8 012FW 1n"HDG USS FLATWASHER 0.03 0.27 TEMPERATURE: -40'TO 55' C 17„ � 8 8 O1 2LW 1n'HDO LOCKWABHER 0.01 0.11 Get py� 012NUT 112"HOGHEAVY2HHEXNUT 0.07 0.57 ".„"et m e e mor e from life TOTALWT.� 1Y.81 PIPE SUPPORT CROSS PLATE - MODEL SP219-H HNO, 02008 MCGAW AVE NUE 0IRVINE, CA 92614 PP VED E UAL BY VALMON T OR A RO QN 3"O CROSSA M 00 O R PIPE SUPPORT (N) RRU MOUNTED BEHIND 77 (N)3-OD MIN.PIPE =1 ��" T-MOBILE ANTENNA TO V (LENGTH AS REQUIRED) IEW (E) CROSS ARM CROWN SUPPORT (N)T-MOBILE oo CASTLE ANTENNA PER PLAN o00000 0 0 o 0 0 0 8 6 4 2 o00000 oa Pocp`�ioo ,t2 X2 X2 / O�_D000 P O pp O p 0 0 / o00000 0 N oopo000 o000po N p o o o'�'� 38 TECHNOLOGY DRIVE,Suite 250 0000 0 0 0 a d`_ Irvine,California 92618. 000 00000Or> ANTENNA PIPE o00 0 0 0 0 0 o PLANS PREPARED BY: MOUNT PER PLAN o III FRONT VIEW x2 xz xz 1 RELIANT LAND SERVICES 71 BOTTOM VIEW 74510rAN EWOODAVE.STE10.3ORANGECAss8M I SCALE: SCALE: SCALE: SCALE: NO WA r%DATF, rH 171 DESCRIPTION: -BY:I4 53-9692 NOT USED N.T.S. N.T.S.CROSS PLATE DETAIL N.T.S. 4 RRU MOUNT DETAIL N.T.S. N.T.S. RRU SPECS 1 N.T.S. A 10/20/14 PRELIM 90% CD BR COMMSCOPE: y „ 71„ 0 11/06/14 100% CD SPV LNX-6515DS-A1M � �` Andrews Antenna,6911 MHz,66 horizontal I N beamwidBL RET compatible (N)ANTENNA PER PLAN Electrical Specification (Frequency Band, MHz 698-806 806-896 Gain by all Beam Tilts, average, dBi 16.6 16,9 (N) 3"ex8'-0" LONG X .216 WALL Gain by all Beam Tilts Tolerance, dB ±0.4 t0.3 I THICKNESS GALV. STD. PIPE Beamwidth, Horizontal, degrees 65 64 SEE 4/A-4 Beamwidth, Horizontal Tolerance, degrees ti t0.9 Beamwidth, Vertical, degrees 9.7 8.6 ON DOWNTILT ANTENNA MOUNTING Beamwidth, Vertical Tolerance, degrees f0.6 t0.4 it Beam Tilt, degrees 0-8 0-8 BRACKET AND HARDWARE BY USLS, d6 18 18 ANTENNA MANUFACTURER Front-to-Back Total Power at 180' f 30% dB 25 23 CROWN CASTLE BU NUMBER CPR at Boresight, dB 24 27 CPR at Sector, dB 15 13 (E) STAND OFF ARM WITH 1/2" Isolation, d8 30 30 U-BOLTS TYP. (VA.F.) VSWR I Return Loss, dB 1.4/15.6 1.4/15.6 II PIM, 3rd Order, 2 x 20 W, dBc -153 -153 823250 Input Power per Port, maximum, watts 400 400 Polarization t45' ±45' 'a MethaNcal Bpsdbatlone Color I Radome Material Light gray I Fiberglass, UV resistant (E) 1/2"THICK TRANSFER PLATE Connector Interface I Location I Quantity 716 SITE INFORMATION: - DIN Female I Bottom 1 2 ^ WITH 1/2" U-BOLTS TYP. (V.LF.) Wind Loading, maximum 878.0 N 0 150 km/h 16 I EO`^i, l '�6A Ili 197.4 Ibf 0 150 km/h ° o lilt Wind Speed, maximum 241.0 km/h i 149.8 mph CM116 BANNER CONCRETE (N) 3"00'-0" LONG CROSS T-ARM Antenna Dimensions, L x W x D 2449.0 mm x 301.0 mm x 181.0 mm SCALE: ATTACHED TO EXISTING ARM (96.4 in x 11.9 in x 7.1 In) NOT USED N.T.S. 7 SUPPORT WITH 5/8"0 U-BOLTS Net Weight 19.8 kg 1 43.7 Ib TYR 19150 RIVERSIDE DR MODEL VmFI FACTORY NBTA I Aim 2A RET LNX6515D8A1M LAKE ELSINORE,CA 92530 RIVERSIDE COUNTY SEA(_. i Q SC FO: _�t1Pv,I ROVE FA [' AS S AC S�\v BY A- CINATEES I! -49 eaorsssiq N These DA (N) 1/2"GALV. THREADED ROD 1( Q Plan lav,, E WITH NUTS AND WAHERS,TYP. �v�`' ��S` '3PPlicabl9 r ,s 1 nreviewe farad L� �\ Ppro v )'d ordina here 1 e to the qr t, c n a.Author• C81054 aPProv�i by a,� Ue a bull in9 Permi, endios `\,7 Pf a ale Clty ag ncles. � mr CIVIL The Issue •, or olio Ors aB��P (N)ANTENNA MOUNTING KIT BY D permit o• t ese Ins Shall n permit b, od on ANTENNA MANUFACTURER -/� codes or 'Wove ny violatio t be con r led to authority tc O permi of the a 'cable t, \tit, �, , '\' odes shall ;d. I c e e ovis ons �'give EXTERNAL REF G"1/ such t ---(N) JUMPER / SHEET TITLE: r� • DETAILS SHEET NUMBER- NOT 11.9" SCALE: SCALE: NOT USED ANTENNA MOUNT DETAIL 5 ANTENNA DETAIL SCALE: N.T.S. N.T.S. N.T.S. 2 j I I I i - I:1Gliilu�lip��,lli�,��!�ii��1iL��I�IVi�r�lll1�l���l!II�f��lf!'ful!!JII'is�l;'�lu�hpl,�l�lv����l�l��lrll_ i _ ll L1101W11 lLI I'll9.AF...W111VIJt9lliIIIIVIUMILVII J 1I::VllIlV1411Jtldlnfllitll k FV11,111, III 11 T A I s � r Get more from J N MICROWAVE ANTENNA, IF REQUIRED. 2006 MCGAW AVENUE RVINE^ CA 92614 4 ' MW _ z ANTENNA -. (E/NO CHANGE)T-MOBILE X� 1 PANEL ANTENNAS =r„c ?., I I INA1[A ENO CHANGE JUMPER CABLES. (2 PER SECTOR) (N) JUMPER CABLES. - I --- T-MOBILE PANEL ANTENNA A'""9�..S R SECTOR) +I I N I I I IL. 1 PE -, I I I I 'I 38 TECHNOLOGY DRIVE,Suite"250 Irvine,California 92618 I,,I PLANS PREPARED BY: (T— --�� NO CHANGE 6 INSULATED GROUND OR AS SPECIFIED ' 1 -- —�---- --- (E/NO CHANGE}T-MOBILE I (H1BRD-CFIBEREDIST-MOBILETRIBUTION I �., (E/NO CHANGE)EB INSULATEDNGRO ND OR AS SPECIFIED (N)T MOBILE JUMPER — _ — I`—_ JUMPERS fl III CABLE SQUID BY EQUIPMENT MANUFACTURER. (1 I I .' I 1---=-------------------- I I. RELIANT LAND SERVICES (N) 15 INSULATED GROUND OR AS SPECIFIED {.^;} OR (E) COAX/WAVEGUIDE/ OR FIBER. I I BY EQUIPMENT MANUFACTURER. - -- (HYBRD CHANGEFIBER DIT-MO ILE WWW RORANGE ORANGEWOOD PH.AVE.Se H ORANGE, A92868 - I (N) #6 INSULATED:GROUND OR AS SPECIFIED CABLE SOLID BY EQUIPMENT MANUFACTURER. —NO DATE: DESCRIPTION:— BY: II I A 10/20/14 PRELIM 90% CD BR � I >..... AT INDMDUAL SECTOR- 4'7(12"X1/4"SOLID COPPER. 0 11/06/14 100% CD SPV' E C^_AND FIBER RUNS. NO CHANCEY ANTENNA GROUND BUS AGB I N IN GROUND. L1 (E/ANC SHA'^E T-MOBILE COAX - I LE/NO CHANGE)CABLE TRAY OWER. o� CABLES I a II N LI I �e I ND PER SECTOR'8' I�(E/ CHANGE) ANTENNA GROUND BUS (ASS)AT BASE NEAR I I EQUIPMENT- 4"X12'X1 4 SOLID COPPER. ® � ©© I I I (E/NO CHANGE) 1" FLEX C. t 2 SOLID BARE TINNED COPPER - PER SECTOR'C m ® ® m ® A I I I CAD WELDED TO AGE!AND (N).MAIN GROUND ROD. 4= © U CROWN CASTLE BU NUMBER II II pas FT o 1 ® 823250 e CHANGE) MAIN GROUND ROD.VERIFY TIED TO I I GROUND RING AND MEETS 5 OHMS.GE 1"FLEX C. 1 2 SOLID BARE TINNED COPPER (E/NO CHANGE)T-MOBILE HCSCAD WELDED TO MGB AND (N) MAIN GROUND ROD. CABLE(1 PER SECTOR) SITE INFORMATION: GE MGB MOUNTED NEAREQUIPMENT CABINETS. 1 IE04116A GE INSDLAT GRGUNCM116 BANNER CONCRETE CLGW (E/NO CHANGE)T-MOBILE 19150 RIVERSIDE DR GE)TELCO GROUND BUS. CABINET LAKE ELSINORE,CA 92530 Z RIVERSIDE COUNTY r_ x - ' SEAL: APPROVED tE/_%C CHANCE) FOR Fr Z 1n ISSUANCE I I I #2 INSULATED GROUND OR AS SPECIFIED SCOTi FAZEKA,.,;;ASSOCIATESI I: BY EQUIPMENT.MANUFACTURER. BY ...._:_DATE TI ;� \e t ewcd fer.1 'OF SS/ (E/NO.CHANGE) QC/FIBER I f?reb nh co �" ' n-'inanoe. tlhere.: to the oe < CABLE RUN TO TERMINATE AT I I I y q s I a f'Lc.,,, 9 Perm t 1 ton 15 ,��,t,0\55.2F�Fcz r (E)CABINET ( I - ar,Prov Lv D'balld!n m . I phn r.Clty e Ion is I I. (E) COAX, WHERE OCCURS. g ncles. C61054 p The of a permit b rmit or rhIns shall not ons ' don mle CM7. War ..Odes or ordi al ariy v'Olatlon Off the d lto e rF F o ` autho�it tov. ! NO Permit re aP 4,able o s e ", P. u O �r d c At s sXal6b_va;ld, -the.provlslons 9 T-MOBILE `I c jON such GENERAL NOTES: v —_ _ SHEET TITLE: ' 1. SPLICE GROUND CONNECTIONS. � 2:'FCLLOW COAXIAL CABLE MANUFACTURES RECOMMENDATIONS (TYPICAL) i t. _ ••--"� �+ GROUNDING PLAN 3.ALL INSULATED GROUND WIRES TO BE STRANDED;AWG WIRE UNLESS NOTED OTHERWISE. _ SINGLE LINEGROUNDING\p71AGRAM 4. THIS IS TYPICAL FOR ONE SECTOR OF ANTENNAS. SEE.PLANS FOR NUMBER OF SECTORS. 5. NU%113ER OF COAX IS:DLAGRAMATIC. 6. EXISTING DIPLEXER'S AND EXISTING TMA'S NOT SHOWN FOR CLARITY. SHEET NUMBER: 7..;FOLLOW T-MOBILE STANDARD GROUNDING METHOD. COAX AND GROUNDING SYSTEM SCHEMATIC p SCALE: Eml 2 C ! FIBER COAX SINGLE LINE DIAGRAM � N.T.S. I I ...�.-.� ,. ...,ter,. _ ,� ._=;..t,_«,.r T_ y. hi 11 ITS. f'I 11�fI�Ililllfl6lT�T�[Illllll�lllllf�'Inllimllltll�Ifl�ill1flllllllllf�lIl�f��l �I. i.T TIT �i(r ,1 T —� -- — — R I l.' 677, ta Date: October 06,2014 Practical Solutions,Exceptional Service Brittany Honikel TECTONIC Crown Castle 1279 Route 300 5350 North 48th Street Suite 305" Newburgh, NY 12550 Chandler,AZ 85226 (845)567-6656 Subject: Structural Analysis Report Y p Carrier Designation: T-Mobile Co-Locate 700 CA Rank 1 Carrier Site Number: IE04116A Carrier Site Name: N/A Crown Castle Designation: Crown Castle BU Number: 823250 Crown Castle Site Name: CM116 Banner Concrete Con Crown Castle JDE Job Number: 309664 Crown Castle Work Order Number: 939026 Crown Castle Application Number: 264054 Rev.0 Engineering Firm Designation: TECTONIC Project Number: 6500.823250 Site Data: 29150 RIVERSIDE DR, Lake Elsinore, Riverside County,CA Latitude 330 41'44.714", Longitude-1170 20'37.9" 68 Foot-Monopole Tower Dear Brittany Honikel, TECTONIC is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 712038, in accordance with application 264054,revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case,to be: ll Existing+ Proposed Equipment APPROVED g �cient Capacity CiTY Note:See Table I and Table II for the proposed and existing loading,respectiy,IJI ? P E R dj i i I S:�uH�G C q TT FAZll 8,AS»OCIATES INC. BL This analysis has been performed in accordance with th( I CBC based upon an Itim to 3-second gust wind speed of 110 mph converted to a nominal 3i•3Lcond gust wind.speed-s 8 etJ a a-s� the required for use in the TIA-222-G Standard per Exception 5 of;Sectiontfift9.1 1'�ilidsltrer�{tctgttft' ILloriZaiton is C topographic category 1 and crest height of 0 feet anc �sl #egory II wetet�#sed iu�ittt3s taiys� .P i rpt ;: t pending , ,C?n� to sue a tauilding p ,rm p 9 All modifications and equipment proposed in this rel5ort_sUha i e rnstall i(n*sgp(d#Te"Qhb%ttached drawings for the determined available structural caW86 to be effective. rmit based on We at TECTONIC appreciate the opportunity of pro ' ` ' mtibufti§ b 181 a1 g et off° I i�rj�ento Castle. If you have any questions or need furth hill sFo$®ng���]� I ea etgi�e��OF��ble . tW?� s eve any vi to Structural analysis prepared by:Gabrielle C e`f#4 ory nce. No permit presumed t0 such a ut �r , t Le or cancel the provisions of such Respectfully submitted by: ,;O : § ill b d• * P 6-30-2016 R William W.Yang,P.E S.E. At Engineering Manager t �t tnxTower Report-version 6.1 A.1 li October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 2 r TABLE OF CONTENTS 1) INTRODUCTION 2 ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2- Existing Antenna and Cable Information Table 3-Design es gn Antenna and Cable Information 3)ANALYSIS PROCEDURE Table 4-Documents Provided 3.1)Analysis Method 3.2)Assumptions R 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Table 6—Tower Components vs. Capacity 4.1) Recommendations 5 APPE NDIX A tnxTower Output 6)APPENDIX B Base Level Drawing 7)APPENDIX C Additional Calculations �i i I tnxTower Report-version 6.1.4.1 II I II I I L.L--Li----L-L I J 11 _E1-IL_LLL_1J1 y i - U October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 3 I 1) INTRODUCTION This tower is a 68 ft Monopole tower designed by VALMONT in June of 1996. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-E. 2)ANALYSIS CRITERIA -222- rf performed for this tower in accordance with the requirements of TIA G The structural analysis was e o Y p q Structural Standard for Antenna Supporting Structures and Antennas using a 3-second gust wind speed of 85 mph with no ice and 60 mph under service loads, exposure category C with topographic category 1. The tower is located in an area where the earthquake spectral response acceleration at short period, Ss, is greater than 1.0.As such, the total seismic shear was calculated, as shown in"Appendix C—Additional Calculations,"and wind load was found to govern. Table 1 -Proposed Antenna and Cable Information �I Center f/ r / /? '.Number f Number Feed Mounting Ltne fAnfenna of f Antenna Model f of deed Line . Note -Level (ft) Elevation ;Manufacturer ,, r- f ) ; Antennas - / ; s Lines Size(in) 3 Horizontal cross arm (3" square tube) LNX-6515DS-A1M w/ 3 commscope Mount Pipe 68.0 71.0 3 ericsson ERICSSON AIR 21 B2A 1 1-1/4 - 134P w/Mount Pipe 3 ericsson ERICSSON AIR 21 B4A _ 62P w/Mount Pipe I 3 ericsson RRUS 11 B12 I � Table 2-Existing Antenna and Cable Information Center F r Numbr f 1 Number Feed ' MOUntlll Mlle Antenna . f`fr f�r � g of Antenna Model of Feed �t Line Note Level(ft) Elevations Z�/7.rx,' Manufacturer r ,, IN 1 r AIR, i r / rf /LIIIeSrr SIZe(II� ✓,l '.r s,; err/E;-.1c?,.!' Al f-oa - 1,?fi F { 6 ericsson AIR 21 w/Mount Pipe 1 7/8 2 71.0 3 ericsson AIR 33 w/Mount Pipe 68.0 1 andrew ETW20OVS12UB I 68.0 2 andrew ETW20OVS12UB 12 7/8 1 I 1 crown mounts NA 508-3 Notes: 1) Existing Equipment 2) Equipment To Be Removed Table 3 -Design Antenna and Cable Information )t f Center x r / it ge i f F r fr r .; s } Number ' Number f Feed Mounting Line, /, f �, 4ntenna / f�f �a . / r/ r r,of J Antenna Mode " of Feed Line Level (ft) Elevation Manufacturer / Antennas ; : , ,. ,Fr ^ f, '�` LIneS/ $IZe(In) 44 6 generic 12.5"x 12" 1-NA ,. 1 68.0 72.5 6 generic 60"X 8"antennas 111 I tnxTower Report-version 6.1.4.1 II � III' I � I f li ' 1111 III I'III I L�1JL_��u_ �. October06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 4 3)ANALYSIS PROCEDURE Table 4 Documents Provided r' r rr'r/ r: r✓ r' ,� `t / f`"% - ' ,1.r �w r; ,, f % f ,5' ,rE r' K Remarks r„ Reference Source document r rr s �r'� rr" F„r�Fr�c;r ,,,r„'� r.,rr� fA";"� ,.vof�✓'.f„ � 4-GEOTECHNICAL REPORTS Zeiser Kling Consultants, Inc. ( 31541118 CCISITES 4-TOWER FOUNDATION Valmont Industries, Inc.7 3923774 CCISITES DRAWINGS/DESIGN/SPECS 4-TOWER MANUFACTURER Valmont Industries, Inc. 3541119 CCISITES N DRAWINGS 3.1) Analysis Method tnxTower(version 6.1.4.1), a commercially available analysis software package,was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) The existing base plate grout was not considered in the analysis. are not valid or have been made in error. ' may be affected if an assumptions I sis This ana y Y . Y integrity of the tower. n the structural TECTONIC should be notified to determine the effect o9 Y ' III � I tnxTower Report-version 6.1.4.1 �IL I 68 Ft Monopole Tower October 06 , 2094 p Structural Analysis CC/BU No 823250 L Project Number 6500.823250,Application 264054, Revision 0 Page 5 4)ANALYSIS RESULTS Table 5 Section Capacity(Summary) �Sectiorl ia�:,.,,;:.:k 9r /�::.r J� Elevation ft Com onent T e Critical rrJr � ) p Yp Size<,,, x P K SF P allow {a!F r No � ) " J.•;,. gyp',,,;,, ,,%IR ,r'r" J' Element K C8 aClt L1 68-20 Pole TP26.55xl9.87x0.31 1 6.17 1897.44 23.4 Pass 12 20-0 Pole TP30.8x25.23x0.44 2 -10.89 3156.36 21.4 Pass Summary Pole(L1) 23.4 Pass Rating__ 23.4 Pass Table 6 Tower Component Stresses vs. Capacity—LC5 ~ ,l rfq,j r :%, n r .ry J nJz<".;err y .su --Note ' ,/ood ponen �� Elevation ft ' 0/ C rl, ,.'r !! fj ! ( ) o a �rClty I '''�-ir'PaSS Fall ` e'lg! r�� p rr�'J ! 1 h Ancor Rods I� An chor— I � 0 19.0 Pass 1 Base Plate 0 24.4 Pass 1 Base Foundation 0 48.8 Pass r ,11 r y,J rr r ,mil rrlr" ..r, r r! ! o J "+ ''f' /r F,J'.. FE,<, l ,.f. fi�,x.� l!'i ,, r� J Jrf Stru r rv!. ' s cture Rating (maxfrom all components) r� r 48 ga/ ! !r!'! Notes: 1) See additional documentation in"Appendix C-Additional Calculations"for calculations supporting the%capacity consume d. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the existing and proposed loads. No modifications at ons are required at this tim e. r I i j 1 i tnxTower Report-version 6.1.4.1 i I l� IIr I IIr ICI October 06 2014 68 Ft Monopole Tower Structural Analysis p y CCI BU No 823250 Project Number 6500.823250 Application 264054 Revision 0 Page 6 PP � J APPENDIX A TNXTOWER OUTPUT f tnxTower Report-version 6.1.4.1 i 'll I �I 1 J1r l�J J I[ I T- 1 DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION 68.0 r ERICSSON AIR 21 134A B2P w/Mount 68 WX-6515DS-AlM w/Mount Pipe 68 ..:-. ,_ Pipe ETW200VS12UB 68 ERICSSON AIR 21 B4A 132P w/Mount 68 ETW20OVS12UB 68 Pipe ETW200VS12UB 68 ERICSSON AIR 21 134A 62P w/Mount 68 Pipe RRUS 11 812 68 ERICSSON AIR 21 132A B4P w/Mount 68 RRUS 11 B12 68 Pipe RRUS 11 B12 68 ERICSSON AIR 21 132A 134P w/Mount 68 NA 508-3 - 68 Pipe Horizontal HSS 3x3x1/4 68 ERICSSON AIR 21 B2A 134P w/Mount 68 Horizontal HSS 3xWA 68 Pipe Horizontal HSS 3x3x1/4 68 X-6515 S-AlM w e 68 W D /Mount Pipe 4'x2"STD Pipe 68 III WX-6515DS-Al M w/Mount Pipe 68 4'x 2"STD Pipe 68 4'x 2"STD Pipe 68 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 165 ksi 180 ksi TOWER DESIGN NOTES 1. Tower is located in Riverside County,California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. o N M g 5. Tower Structure Class IL zC5 U36. Topographic Category 1 with Crest Height of 0.00 ft 7. TOWER RATING:23.4% O a 20.0It d o N M N N N ALL REACTIONS ARE FACTORED AXIAL 11K SHE MOMENT 8 K 409 kip-ft 0.0 ft TORQUE 0 kip-ft N REACTIONS-85 mph WIND 0 I TECTONIC ob:6500.823250 { 1279 Route 300 Project:BU 823250-CM116 Banner Concrete Con w�.ere i se;�r.,n..E,earn r:a sarwc� Client:Crown Castle Drawn by:Gabrielle CUstod10 April:Newburgh, NY 12550 Phone:(845)567-6656 code:TIA-222-G Date:1010A114 scale: NTS FAX: 845 567-8703 Path: Dwg No.E-1 A/ � L October 06, 2014 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 7 I Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 3) Tower is located in Riverside County, California. 4) Basic wind speed of 85 mph. 5) Structure Class IL 6) Exposure Category C. 7) Topographic Category 1. s) Crest Height 0.00 ft. 9) Deflections calculated using a wind speed of 60 mph. 10) A non-linear(P-delta) analysis was used. 11) Pressures are calculated at each section. 12) Stress ratio used in pole design is 1. 13) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. .I Options. Consider Moments Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification 4 Use Clear Spans For Wind Area Ignore Redundant Members in FEA 4 Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression 4 Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate lee 4 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients q Consider Feedline Torque Use Special Wind Profile 4 Project Wind Area of Appurt. Include Angle Block Shear Check � , W Include Bolts In Member Capacity Autocalc Torque Arm Areas ,,,;,�fsf� s r �es",,L.�� Leg Bolts Are At Top Of Section SR Members Have Cut Ends a Include Shear-Torsion Interaction SecondaryHorizontal Braces Le Sort Capacity Reports B Component Always Use Sub-Critical Flow 9 p Y Y Y I Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Use TIA-222-G Tension Splice Capacity Exemption Tapered Pole Section Geometry Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in L1 68.00-20.00 48.00 5.00 12 19.87 26.55 0.31 1.25 A572-65 (65 ksi) L2 20.00-0.00 25.00 12 25.23 30.80 0.44 1.75 A572-65 (65 ksi) i' Tapered Pole Properties Section Tip Dia. Area I r C I/C J It/Q w WA in inz in' in in in3 in' in2 in L1 20.57 19.71 962.26 7.00 10.29 93.49 1949.80 9.70 4.49 14.333 27.49 26.44 2323.43 9.39 13.75 168.94 4707.89 13.01 6.28 20.053 L2 27.27 34.96 2742.55 8.87 13.07 209.86 5557.15 17.21 5.59 12.756 31.89 42.82 5038.57 10.87 15.95 315.81 10209.50 21.08 7.08 16.166 tnxTower Report-version 6.1.4.1 I i i 4 t October 06, 2014 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054,'Revision 0 Page 8 k Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Ar Factor Stitch Bolt Stitch Bolt (per face) Ar Spacing Spacing Diagonals Horizontals ft ftz in in in L1 68.00- 1 1 1 20.00 L2 20.00-0.00 1 1 1 Feed Line/Linear A ppurtenances Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield _ Type Number Leg ft plf LDF5-50A(7/8") C No Inside Pole 68.00-0.00 12 No Ice 0.00 0.33 ASU9323TYP01(1- C No Inside Pole 68.00-0.00 1 No Ice 0.00 1.05 1/4 I Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 68.00-20.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.24 L2 20.00-0.00 A 0.000 0.000 0.000 0.000 0.00 B 0.000 0.000 0.000 0.000 0.00 C 0.000 0.000 0.000 0.000 0.10 Feed Line`Center:of Pressure Section Elevation CPx CPZ CPX CPZ Ice Ice ft in in in in L1 68.00-20.00 0.00 0.00 0.00 0.00 L2 20.00-0.00 0.00 0.00 0.00 0.00 Shielding Factor Ka I Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. jI Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert It ft ft2 ft2 K It ft j **Level 68'** ERICSSON AIR 21 134A A From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 132P w/Mount Pipe 0.00 tnxTower Report-version 6.1.4.1 ..ILA ..... _LLI:._. - 11 1 i L !. 11 LL_L_Jl_ I.11.-LL_L L Imo_ ----- --�--- 1. - ---- -------1---1�I.L i October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 page g Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 3.00 ERICSSON AIR 21 134A B From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 132P w/Mount Pipe 0.00 3.00 ERICSSON AIR 21 64A C From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 132P w/Mount Pipe 0.00 3.00 ERICSSON AIR 21 132A A From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 134P w/Mount Pipe 0.00 3.00 ERICSSON AIR 21 132A B From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 B4P w/Mount Pipe 0.00 3.00 ERICSSON AIR 21 132A C From Leg 4.00 0.0000 68.00 No Ice 6.83 5.64 0.11 B4P w/Mount Pipe 0.00 3.00 LNX-6515DS-AlM w/ A From Leg 4.00 0.0000 68.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 3.00 LNX-6515DS-Al M w/ B From Leg 4.00 0.0000 68.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 3.00 LNX-6515DS-Al M w/ C From Leg 4.00 0.0000 68.00 No Ice 11.68 9.84 0.08 Mount Pipe 0.00 3.00 ETW20OVS12UB A From Leg 4.00 0.0000 68.00 No Ice 0.89 0.36 0.01 0.00 0.00 ETW20OVS12UB B From Leg 4.00 0.0000 68.00 No Ice 0.89 0.36 0.01 0.00 0.00 ETW20OVS12UB C From Leg 4.00 0.0000 68.00 No Ice 0.89 0.36 0.01 ) 0.00 3.00 RRUS 11 B12 A From Leg 4.00 0.0000 68.00 No Ice 3.31 1.36 0.05 0.00 3.00 RRUS 11 B12 B From Leg 4.00 0.0000 68.00 No Ice 3.31 1.36 0.05 0.00 3.00 RRUS 11 812 C From Leg 4.00 0.0000 68.00 No Ice 3.31 1.36 0.05 0.00 3.00 t, NA 508-3 C None 0.0000 68.00 No Ice 13.71 13.71 0.40 Horizontal HSS 3x3xl/4 A From Leg 4.00 0.0000 68.00 No Ice 3.50 0.09 0.05 0.00 0.00 Horizontal HSS 3x3xl/4 B From Leg 4.00 0.0000 68.00 No Ice 3.50 0.09 0.05 0.00 0.00 Horizontal HSS 3x3xl/4 C From Leg 4.00 0.0000 68.00 No Ice 3.50 0.09 0.05 I 0.00 0.00 i 4'x 2"STD Pipe A From Leg 4.00 0.0000 68.00 No Ice 0.87 0.87 0.01 0.00 0.00 4'x 2"STD Pipe B From Leg 4.00 0.0000 68.00 No Ice 0.87 0.87 0.01 0.00 i 0.00 4'x 2"STD Pipe C From Leg 4.00 0.0000 68.00 No Ice 0.87 0.87 0.01 0.00 0.00 tnxTower Report-version 6.1.4.1 I l f , h 1 II I October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 I Project Number 6500.823250,Application 264054, Revision 0 Page 10 !I li Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K PIf L168.00- 0.24 3.77 A 1 1 18 1 1 96.115 1.95 40.71 C i 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 L2 20.00- 0.10 3.31 A 1 1 15 1 1 49.299 0.81 40.50 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 93.01 kip- 2.76 ft Tower Forces- No Ice - Wind 60 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K PIf L168.00- 0.24 3.77 A 1 1 18 1 1 96.115 1.95 40.71 C 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 L2 20.00- 0.10 3.31 A 1 1 15 1 1 49.299 0.81 40.50 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 93.01 kip- 2.76 ft 'I Tower Forces - No Ice -Wind 90 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L168.00- 0.24 3.77 A 1 1 18 1 1 96.115 1.95 40.71 C I. 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 L2 20.00- 0.10 3.31 A 1 1 15 1 1 49.299 0.81 40.50 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 93.01 kip- 2.76 ft I • Tower Forces - Service =Wind Normal To Face tnxTower Report-version 6.1.4.1 L-L-I--LI__I-11.1-L1 I October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 11 Ir Section Add Self F e CF qz DF DR AE F W Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K Pff L168.00- 0.24 3.77 A 1 1 8 1- 1 96.115 0.87 18.15 C j 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 il. L2 20.00- 0.10 3.31 A 1 1 7 1 1 49.299 0.36 18.05 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 41.46 kip- 1.23 ft 1 Tower Forces - Service - Wind 60 To Face i � I Section Add Self F e CF qz Dr DR AE F W Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L168.00- 0.24 3.77 A 1 1 8 1 1 96.115 0.87 18.15 C 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 L2 20.00- 0.10 3.31 A 1 1 7 1 1 49.299 0.36 18.05 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 41.46 kip- 1.23 ft J' Tower Forces - Service -Wind 90 To Face 1 , Section Add Self F e CF qz Dr DR AE F W Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K Pff L168.00- 0.24 3.77 A 1 1 8 1 1 96.115 0.87 18.15 C 20.00 B 1 1 1 1 96.115 C 1 1 1 1 96.115 L2 20.00- 0.10 3.31 A 1 1 7 1 1 49.299 0.36 18.05 C 0.00 B 1 1 1 1 49.299 C 1 1 1 1 49.299 Sum Weight: 0.34 7.08 OTM 41.46 kip- 1.23 ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Case r Fo ces Forces o ces Forces Overturning Overturning Torques X Z Moments,Mx Moments,M, K K K kip-ft kip-ft kip-ft Leg Weight 7.08 f00, Bracing Weight 0.00 fF fir,' /r Total Member Self-Weight 7.08 0.00 0.00 Total Weight .` 0.00 0.00 Wind 0 deg-No Ice 0.00 -5.04 -253.11 -0.02 -0.00 Wind 30 deg-No Ice bud 2.52 -4.37 -219.21 -126.58 -0.00 tnxTower Report-version 6.1.4.1 7 ,_u l October06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 12 Load Vertical Sum of Sum of Sum of Sum of Sum of Case Forces Forces Forces Overturning Overturning Torques X Z Moments,Mx Moments,M, K K K kip-ft kip-ft ki -ft Wind 60 deg-No Ice 4.37 -2.52 -126.57 -219.23 0.00 Wind 90 deg-No Ice 5.04 -0.00 -0.02 -253.13 0.00 I Wind 120 deg-No Ice � � �� 4.37 2.52 126.54 -219.21 0.00 Wind 150 deg-No Ice �; 2.52 4.37 219.19 -126.55 0.00 Wind 180 deg-No Ice 1 -0.00 5.04 253.11 0.02 0.00 Wind 210 deg-No Ice r -2.52 4.37 219.21 126.58 0.00 ��r zrf Wind 240 deg-No Ice f 4.37 2.52 126.57 219.23 0.00 v Wind 270 deg-No Ice -5.04 0.00 0.02 253.13 -0.00 � r,`, Wind 300 deg-No Ice -4.37 -2.52 -126.54 219.21 -0.00 Wind 330 deg-No Ices -2.52 -4.37 -219.19 126.55 -0.00 ffrx Total Weight 9.08 0.00 0.00 = Wind 0 deg-Service 0.00 -2.25 -112.84 -0.01 -0.00 Wind 30 deg-Service %`s 1.12 -1.95 -97.73 -56.43 0.00 Wind 60 deg-Service r 1.95 -1.12 -56.43 97.74 0.00 Wind 90 deg-Service 2.25 -0.00 -0.01 -112.85 0.00 Wind 120 deg-Service r , 1.95 1.12 56.41 -97.73 0.00 Wind 150 deg-Service „� 1.12 1.95 97.72 -56.42 0.00 Wind 180 deg-Service y} -0.00 2.25 112.84 0.01 0.00 Wind 210 deg-Service -1.12 1.95 97.73 56.43 0.00 Wind 240 deg-Service 4 -1.95 1.12 56.43 97.74 0.00 Wind 270 deg-Service -2.25 0.00 0.01 112.85 -0.00 Wind 300 deg-Service -1.95 -1.12 -56.41 97.73 -0.00 Wind 330 de -Service -1.12 -1.95 -97.721 56.42 -0.00 i Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service I, 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service tnxTower Report-version 6.1.4.1 October06, 2014 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 13 Comb. Description No. 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft 1-1 68-20 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 24 -6.17 113.41 196.43 Max.Mx 8 -6.17 -226.87 0.03 Max.My 2 -6.17 -0.03 226.83 j Max.Vy 8 6.49 -226.87 0.03 Max.Vx 14 6.49 0.03 -226.83 Max.Torque 14 -0.00 L2 20-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 24 -10.89 204.41 354.06 Max. Mx 20 -10.89 408.88 -0.03 Max. My 14 -10.89 0.03 -408.85 Max.Vy 8 8.07 -408.88 0.03 Max.Vx 2 -8.07 -0.03 408.85 Max.Torque 14 -0.00 Maximum ReactiorIs Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 20 10.89 8.07 -0.00 Max.H, 21 8.17 8.07 -0.00 Max.H. 2 10.89 -0.00 8.07 Max.Mx 2 408.85 -0.00 8.07 Max. Mz 8 408.88 -8.07 0.00 Max.Torsion 22 0.00 6.99 4.03 Min.Vert 13 8.17 -4.03 -6.99 Min.H. 8 10.89 -8.07 0.00 Min.Hz 14 10.89 0.00 -8.07 Min.Mx 14 -408.85 0.00 -8.07 Min.M= 20 -408.88 8.07 -0.00 Min.Torsion 14 -0.00 0.00 -8.07 Tower Mast Reaction Summary Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,Mx Moment,M. K K K kip-ft kip-ft kip-ft Dead Only 9.08 0.00 0.00 0.00 0.00 0.00 1.2 Dead+1.6 Wind 0 deg- 10.89 0.00 -8.07 -408.85 -0.03 0.00 No Ice 0.9 Dead+1.6 Wind 0 deg- 8.17 0.00 -8.07 -407.86 -0.03 0.00 No Ice 1.2 Dead+1.6 Wind 30 deg- 10.89 4.03 -6.99 -354.09 -204.47 0.00 No Ice 0.9 Dead+1.6 Wind 30 deg- 8.17 4.03 -6.99 353.23 -203.97 0.00 No Ice 1.2 Dead+1.6 Wind 60 deg- 10.89 6.99 -4.03 -204.45 354.12 -0.00 No Ice 0.9 Dead+1.6 Wind 60 deg- 8.17 6.99 -4.03 -203.96 -353.26 -0.00 No Ice tnxTower Report-version 6.1.4.1 -IJyL_ LLj II II I ' 1Ii[LL.II Il LL I. `I _ October 06, 2014 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 14 Load Vertical Shear Shear Overturning Overturning Torque x � 5 9 rp Combination Moment,Mx Moment,M. K K K kip-ft kip-ft kip-ft 1.2 Dead+1.6 Wind 90 deg- 10.89 8.07 -0.00 -0.03 -408.88 -0.00 No Ice 0.9 Dead+1.6 Wind 90 deg- 8.17 8.07 -0.00 -0.03 -407.90 -0.00 No Ice 1.2 Dead+1.6 Wind 120 deg 10.89 6.99 4.03 204.40 -354.09 -0.00 -No Ice 0.9 Dead+1.6 Wind 120 deg 8.17 6.99 4.03 203.90 -353.23 -0.00 -No Ice 1.2 Dead+1.6 Wind 150 deg 10.89 4.03 6.99 354.06 -204.41 0.00 -No Ice 0.9 Dead+1.6 Wind 150 deg 8.17 4.03 6.99 353.20 -203.92 0.00 -No Ice 1.2 Dead+1.6 Wind 180 deg 10.89 -0.00 8.07 408.85 0.03 0.00 -No Ice 0.9 Dead+1.6 Wind 180 deg 8.17 -0.00 8.07 407.86 0.03 0.00 -No Ice 1.2 Dead+1.6 Wind 210 deg 10.89 -4.03 6.99 354.09 204.47 0.00 -No Ice 0.9 Dead+1.6 Wind 210 deg 8.17 -4.03 6.99 353.23 203.97 0.00 -No Ice 1.2 Dead+1.6 Wind 240 deg 10.89 -6.99 4.03 204.45 354.12 -0.00 -No Ice 0.9 Dead 1. Win -6 d 240 de 8.17 6.99 4.03 203.96 353.26 0.00 9 -No Ice 1.2 Dead+1.6 Wind 270 deg 10.89 -8.07 0.00 0.03 408.88 -0.00 -No Ice 0.9 Dead+1.6 Wind 270 deg 8.17 -8.07 0.00 0.03 407.90 -0.00 -No Ice 1.2 Dead+1.6 Wind 300 deg 10.89 -6.99 -4.03 -204.40 354.09 -0.00 -No Ice 0.9 Dead+1.6 Wind 300 deg 8.17 -6.99 -4.03 -203.90 353.23 -0.00 -No Ice 1.2 Dead+1.6 Wind 330 deg 10.89 -4.03 -6.99 -354.06; 204.41 -0.00 -No Ice � I 0.9 Dead+1.6 Wind 330 deg 8.17 -4.03 -6.99 353.20 203.92 -0.00 ' -No Ice Dead+Wind 0 deg-Service 9.08 0.00 -2.25 -113.75 -0.01 -0.00 Dead+Wind 30 deg-Service 9.08 1.12 -1.95 -98.51 -56.89 -0.00 Dead+Wind 60 deg-Service 9.08 1.95 -1.12 -56.88 -98.52 0.00 Dead+Wind 90 deg-Service 9.08 2.25 -0.00 -0.01 -113.76 0.00 Dead+Wind 120 deg- 9.08 1.95 1.12 56.87 -98.51 0.00 Service Dead+Wind 150 deg- 9.08 1.12 1.95 98.50 -56.87 0.00 Service Dead+Wind 180 deg- 9.08 -0.00 2.25 113.75 0.01 0.00 j Service Dead+Wind 210 deg- 9.08 -1.12 1.95 98.51 56.89 0.00 Service Dead+Wind 240 deg- 9.08 -1.95 1.12 56.88 98.52 0.00 hl Service Dead+Wind 270 deg- 9.08 -2.25 0.00 0.01 113.76 -0.00 Service Dead+Wind 300 deg- 9.08 -1.95 -1.12 -56.87 98.51 -0.00 #I Service Dead+Wind 330 deg- 9.08 -1.12 -1.95 -98.50 56.87 -0.00 Service I I Solution Summary I Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -9.08 0.00 0.00 9.08 0.00 0.000% 2 0.00 -10.89 -8.07 -0.00 10.89 8.07 0.000% 3 0.00 -8.17 -8.07 -0.00 8.17 8.07 0.000% 4 4.03 -10.89 -6.99 -4.03 10.89 6.99 0.000% tnxTower Report-version 6.1.4.1 1.11 LUL I_L:_'L_ 1 1AJ _ -- ---- _ October 06, 2014 j 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 15 1 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 5 4.03 -8.17 -6.99 -4.03 8.17 6.99 0.000% 6 6.99 -10.89 -4.03 -6.99 10.89 4.03 0.000% 7 6.99 -8.17 -4.03 -6.99 8.17 4.03 0.000% 8 8.07 -10.89 -0.00 -8.07 10.89 0.00 0.000% 9 8.07 -8.17 -0.00 -8.07 8.17 0.00 0.000% 10 6.99 -10.89 4.03 -6.99 10.89 -4.03 0.000% 11 6.99 -8.17 4.03 -6.99 8.17 -4.03 0.000% 12 4.03 -10.89 6.99 -4.03 10.89 -6.99 0.000% 13 4.03 -8.17 6.99 -4.03 8.17 -6.99 0.000% 14 -0.00 -10.89 8.07 0.00 10.89 -8.07 0.000% 15 -0.00 -8.17 8.07 0.00 8.17 -8.07 0.000% f 16 -4.03 -10.89 6.99 4.03 10.89 -6.99 0.000% 17 -4.03 -8.17 6.99 4.03 8.17 -6.99 0.000% 18 -6.99 -10.89 4.03 6.99 10.89 -4.03 0.000% 19 -6.99 -8.17 4.03 6.99 8.17 -4.03 0.000% 20 -8.07 -10.89 0.00 8.07 10.89 -0.00 0.000% 21 -8.07 -8.17 0.00 8.07 8.17 -0.00 0.000% 22 -6.99 -10.89 -4.03 6.99 10.89 4.03 0.000% 23 -6.99 -8.17 -4.03 6.99 8.17 4.03 0.000% 24 -4.03 -10.89 -6.99 4.03 10.89 6.99 0.000% 25 -4.03 -8.17 -6.99 4.03 8.17 6.99 0.000% 26 0.00 -9.08 -2.25 -0.00 9.08 2.25 0.000% 27 1.12 -9.08 -1.95 -1.12 9.08 1.95 0.000% 28 1.95 -9.08 -1.12 -1.95 9.08 1.12 0.000% 29 2.25 -9.08 -0.00 -2.25 9.08 0.00 0.000% 30 1.95 -9.08 1.12 -1.95 9.08 -1.12 0.000% 31 1.12 -9.08 1.95 -1.12 9.08 -1.95 0.000% 32 -0.00 -9.08 2.25 0.00 9.08 -2.25 0.000% 33 -1.12 -9.08 1.95 1.12 9.08 -1.95 0.000% 34 -1.95 -9.08 1.12 1.95 9.08 -1.12 0.000% 35 -2.25 -9.08 0.00 2.25 9.08 -0.00 0.000% 36 -1.95 -9.08 -1.12 1.95 9.08 1.12 0.000% 37 -1.12 -9.08 -1.95 1.12 9.08 1.95 0.000% Non-Linear Convergence Results �I i Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00000001 3 Yes 4 0.00000001 0.00000001 4 Yes 4 0.00000001 0.00002158 5 Yes 4 0.00000001 0.00000001 6 Yes 4 0.00000001 0.00002158 7 Yes 4 0.00000001 0.00000001 8 Yes 4 0.00000001 0.00000001 9 Yes 4 0.00000001 0.00000001 10 Yes 4 0.00000001 0.00002157 ° 11 Yes 4 0.00000001 0.00000001 12 Yes 4 0.00000001 0.00002156 13 Yes 4 0.00000001 0.00000001 I1 14 Yes 4 0.00000001 0.00000001 15 Yes 4 0.00000001 0.00000001 16 Yes 4 0.00000001 0.00002159 17 Yes 4 0.00000001 0.00000001 18 Yes 4 0.00000001 0.00002158 19 Yes 4 0.00000001 0.00000001 " 20 Yes 4 0.00000001 0.00000001 21 Yes 4 0.00000001 0.00000001 22 Yes 4 0.00000001 0.00002156 23 Yes 4 0.00000001 0.00000001 24 Yes 4 0.00000001 0.00002157 25 Yes 4 0.00000001 0.00000001 1 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00000001 tnxTower Report-version 6.1.4.1 I I, l i f 1 r I October06, 2014 it 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 16 ji is 28 Yes 4 0.00000001 0.00000001 29 Yes 4 0.00000001 0.00000001 30 Yes 4 0.00000001 0.00000001 31 Yes 4 0.00000001 0.00000001 32 Yes 4 0.00000001 0.00000001 33 Yes 4 0.00000001 0.00000001 34 Yes 4 0.00000001 0.00000001 35 Yes 4 0.00000001 0.00000001 36 Yes 4 0.00000001 0.00000001 37 Yes 4 0.00000001 0.00000001 'i I Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 68-20 3.010 28 0.3722 0.0000 L2 25-0 0.419 28 0.1492 0.0000 I , II " � I Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0ft 68.00 ERICSSON AIR 21 B4A B2P w/ 28 3.010 0.3722 0.0000 53781 Mount Pipe Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 68-20 10.824 6 1.3384 0.0000 L2 25-0 1.507 6 0.5365 0.0000 I I Critical Deflections and Radius of Curvature -'Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load ° ° CurvatureI ft Comb. in ft 68.00 ERICSSON AIR 21 134A B21P w/ 6 10.824 1.3384 0.0000 14968 Mount Pipe i Compression Checks r Pole Design Data tnxTower Report-version 6.1.4.1 it I I __ October 06, 2014 68 Ft Monopole Tower Structural Analysis CCI BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 17 I ' Section Elevation Size L Lu KI/r A P. �Pn Ratio ,j No. Pu It It ft inz K K Wn L1 68 20(1) TP26.55x19.87x0.31 48.00 0:00 0.0 25.74 6.17 1897.44 0.003 'I L2 20-0(2) TP30.8x25.23x0.44 25.00 0.00 0.0 42.82 -10.89 3156.36 0.003 i I i Pole Bending Design Data Section Elevation Size M x Ratio M Y +MnY Ratio i N0. M M ux u Y ft kip-ft kip-ft +Mnx kip-n kip-ft �Mny L1 68-20(1) TP26.55x19.87x0.31 226.88 983.09 0.231 0.00 983.09 0.000 L2 20-0(2) TP30.8x25.23x0.44 408.90 1939.87 0.211 0.00 1939.87 0.000 I Pole Shear Design Data Section Elevation Size Actual Vn Ratio Actual +Tn Ratio No. Vu u Tu V T u I ft K K �Vn kip-ft kip-ft �Tn j L1 68-20(1) TP26.55xl9.87x0.31 6.49 948.72 0.007 0.00 1993.40 0.000 L2 20-0(2) TP30.8x25.23x0.44 8.07 1578.18 0.005 0.00 3933.44 0.000 i Pole Interaction Design Data I ' Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. Pu M x MAY Vu Tu Stress Stress ft +Pn +M. Vn +Tn Ratio Ratio L1 68-20(1) 0.003 0.231 0.000 0.007 0.000 0.234 1.000 i 4.8.2 L2 20-0(2) 0.003 0.211 0.000 0.005 0.000 0.214 1.000 4 8 2 /" V i I i Section Capacity Table Section Elevation Component Size Critical P OPa„m % Pass No. ft Type Element K K Capacity Fail j L1 68-20 Pole TP26.55x19.87x0.31 1 -6.17 1897.44 23.4 Pass L2 20-0 Pole TP30.8x25.23x0.44 2 -10.89 3156.36 21.4 Pass Summary Pole(1-1) 23.4 Pass RATING= 23.4 Pass � I I I , i tnxTower Report-version 6.1.4.1 , l .L. 11L1 _LL LL_1 IL-I I I I I 2 October 06, 2014 68 Ft Monopole Tower Structural Analysis CC/BU No 823250 Project Number 6500.823250,Application 264054, Revision 0 Page 18 I Ii ij I� I iI APPENDIX B BASE LEVEL DRAWING I I JI tnxTower Report-version 6.1.4.1 I� rl�T1l 1, ��11 �) I� �� I,. _� �_ 1,�1 '' I �I Q4 Q1 I Q3 Q2 ' (PROPOSED) (1) 1-1/4" TO 68 FT LEVEL (INSTALLED-TO BE REMOVED) A � _ (1) 7/8" TO 68 FT LEVEL (INSTALLED) (12) 7/8" TO 68 FT LEVEL BUSINESS UNIT: 823250 TOWER ID: C_BASELEVEL 1L_lt _ III' 68 Ft Monopole Tower Structural Analysis October 06, 2014 Project Number 6500.823250 Application CC/BU No 823250 pp cation 264054, Revision 0 Page 19 APPENDIX C ADDITIONAL CALCULATIONS I I 3 I i i I i �I,II III L � I,II, h , tnxTower Report-version 6.1.4.1 --- IIsI—J— tu-1Ll u—u i Stiffened or Unstiffened, Ungrouted, Circular Base Plate -Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BU#: 823250 Mu: 409 ft-kips Site Name: CM116 Banner Concrete Con Axial,Pu: 11 kips App#: 264054 Rev 0 Shear,Vu: 8 kips Pole Manufacturer.: Other Eta Factor, r) 0.5 TIA G(Fig.4-4) Anchor Rod Data Ilf No stiffeners,Criteria: . AISC LRFD <-Only Applcable to Unstiffened Cases Qty: s Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Non-Rigid Strength(Fu):, 100 ksi Max Rod(Cu+Vu/I): 49.5 Kips AISC LRFD Yield(Fy):i 75 ksi Allowable Axial,(D*Fu*Anet: 260.0 Kips cp*Tn Bolt Circle:k 53.19 in Anchor Rod Stress Ratio: 19.0% Pass Plate Data Diam: 59.19 in Base Plate Results Flexural Check Non-Rigid Thick: 2.375 in Base Plate Stress: 13.2 ksi AISC LRFD Grade: 60 ksi Allowable Plate Stress: 54.0 ksi q*Fy Single-Rod B-eff: 12.38 in Base Plate Stress Ratio: 24.4% Pass Y.L.Length: 43.37 Stiffener Data(Welding at both sides) n/a Config: 0 Stiffener Results Weld Type: Horizontal Weld: n/a Groove Depth: <--Disregard Vertical Weld: n/a Groove Angle: <--Disregard Plate Flex+Shear,fb/Fb+(fv/Fv)A2: n/a Fillet H.Weld: in � + + n . PlateTension Shear,ft/F t (fv/Fv) 2. n/a Fillet V.Weld: in Plate Comp. : n/a AISC Bracket):) Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a Notch: in Grade: ksi Weld str.: ksi i Pole Data /'' ,.:, Diam. 30.8 in Thick: 0.438 in i i Grade: 65 ksi #of Sides: 12 T"IF Round Fu 80 ksi A $N Reinf.Fillet Weld 0 "0"if None o ! > r r l *0=none,1=every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes j i i rl i Ali j CC[plate v2.0 P Analysis Date: 10/6/2014 L I CAISSON Version 12.50 8:51:07 AM Monday, October 06, 2014 ci Tectonic Engineering f * CAISSON - Pier Foundations Analysis and Design - Copyright Power Line Systems, Inc. 1993-2011 I Project Title: 6500.823250 ff Project Notes': BU 823250 - CM116 Banner Concrete Con 4 1-. Calculation Method: Full 8CD ******* I N P U T D A T A Pier Properties Diameter Distance Concrete Steel r of Top of Pier Strength Yield r above Ground Strength r ------(ft)- ----(ft) (ksi) -----(ksi) ---- 7.00 0.50 3.00 60.00 Soil Properties Layer Type Thickness Depth at Top Density CU KP PHI - of Layer (ft) (ft) (lbs/ft'3) (psf) (deg) 1 Clay 3.50 0.00 110.0 2 Clay 3.50 3.50 110.0 1600.0 3 Clay 8.00 7.00 110.0 1600.0 4 Sand 3.00 15.00 110.0 2.561 26.00 i Design (Factored) Loads at Top of Pier Moment Axial Shear Additional Safety Load Load Factor Against �- Soil Failure (ft-k) (kips) (kips) ----------------------------------------------- L 409.0 11.0 8.00 9.00 Soil Lateral Capacity = 14.8% ******* R E S U L.T S i Tectonic Engineering Page 1/3 L rk rk. 4ca.o0(" S.43 Mom£ -.--`-----------"-'-"' _--'"'c-''"'-" V k �K � f `. r r � � •'�,��, " �� �� �(�: is ' C 3 i�,✓��StrcR4119 Et3cnsipn: �., � t " ��, .FA(7s1FfS+4Q 332.7 3IMP, i i IIp "a•, as.74(IdPSM - 4 $^?(4 ia2SRklfiG' 'Z,9&i CCJ471i hr+taQ t. r t " ,.� '�'St:S4(Itl - ' .,..... 117.. It$$. 3(}@Q.s3(A� =_c_A-�=.. '_ ai6.53CR• I SOL REACTIONS DMSROA SFI=_AREMAGRAM MOMENTOMISRAM Calculated Pier Properties Length Weight Pressure Pressure Total Due To Due To End-Bearing Axial Load Weight Pressure I (ft) (kips) (Psf) (Psf) (Psf) --------------------------------------------------------------- 18.500 106.795 285.8 2775.0 3060.8 t Ultimate Resisting Forces Along Pier - Type Distance of Top of Layer Thickness Density CU KP Force Arm to Top of Pier (ft) (ft) (lbs/ft^3) (Psf) (kips) (ft) --------------------------------------------------------------------------------------------------- Clay 0.50 3.50 110.0 0.00 2.25 Clay 4.00 3.50 110.0 1600.0 313.60 5.75 Clay 7.50 4.29 110.0 1600.0 384.07 9.64 Clay 11.79 3.71 110.0 1600.0 -332.73 13.64 Sand 15.50 3.00 110.0 - 2.561 -292.84 17.05 f Tectonic Engineering Page 2/3 I- Shear and Moments Along Pier F Distance below Shear Moment Shear Moment Top of Pier (with Safety Factor) (with Safety Factor) (without Safety Factor) (without Safety Factor) (ft) (kips) (ft-k) (kips) (ft-k) F ----------------------------------------------------------------------------_-------------------------------------------- F 0.00 72.1 4024.1 8.0 447.1 1.85 72.1 4157.5 8.0 461.9 k 3.70 72.1 4290.9 8.0 476.8 r 5.55 -66.8 4316.7 -7.4 Maximum Moment = 479.6 7.40 -232.5 4039.8 -25.8 448.9 9.25 -398.3 3456.3 -44.3 384.0 11.10 -564.1 2566.1 -62.7 285.1 12.95 -521.3 1490.6 -57.9 165.6 14.80 -355.6 679.5 -39.5 75.5 16.65 186.9 176.0 -20.8 19.6 18.50 0.0 -0.0 0.0 -0.0 i F r i i i Tectonic Engineering Page 3/3 i _ ._. Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 823250 TIA Revision: G Site Name: CM116 Banner Concrete Con Max. Factored Shaft Mu: 479.6 ft-kips(*Note) App#: 264054 Rev 0 Max. Factored Shaft Pu: 11 kips Max Axial Force Type: Comp.- * Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M (WL) 1.3 <----Disregard For P(DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 479.E ft-kips Pier Properties 1.00 Pu:1 11 1 kips Concrete: Pier Diameter= 7.0 ft Material Properties Concrete Area= 5541.8 in2 Concrete Comp. strength,f'c= 3000 psi Reinforcement yield strength,Fy= 60 ksi Reinforcement. Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie=1 3.00 lin Reinforcement yield strain = 0.00207 Horiz. Tie Bar Size= 4 Limiting compressive strain= 0.003 Vert. Cage Diameter= 6.34 ft ACI 318 Code Vert. Cage Diameter= 76.13 in Select Analysis ACI Code= 2008 Vertical Bar Size=0 Seismic Properties Bar Diameter= 0.88 in Seismic Design Category= E Bar Area= 0.45 inZ Seismic Risk= High Number of Bars= 12 As Total= 5.4 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0010 0.10% (Run) ACI 10.5 ACI 21.10.4 and IBC 1810. Re sults: Min As for Flexural Tension Controlled Shafts: Governin Orientation Case: 2 9 O3 rtc/F ( q ( ) Y S f' : 0.0027 E E 200/Fy: 0.0033 Mu r Mu Case 1 Case 2 Dist. From Edge to Neutral Axis: 5.18 in Extreme Steel Strain, et: 0.0426 Minimum Rho Check: ct> 0.0050,Tension Controlled Actual Re 'd Min. Rho: 0.33% Flexural Reduction F qactor,cp: 0.900 1, Provided Rho: 0.13% Adjusted Rho: 0.10% ACI 318,section 10.5.3 Check Applied r Ref. Shaft Max Axial Capacities Max(Pn or Tn) Max Pu = ((p=0.65) Pn. Output Note: Negative Pu=Tension Pin per ACI 318 (10-2) 7509.71 kips For Axial Compression, cp Pin = Pu: 11.00 kips at Mu=((�=0.65)Mn= 4607.77 ft-kips Drilled Shaft Moment Capacity, cpMn: 982.36 ft-kips Drilled Shaft Superimposed Mu: 479.60 ft-kips Max Tu, ((p=0.9)Tn = 291.6 1 kips at Mu=(�=(0.90)Mn= _0.00 ft-kips (Mu/cpMn,Drilled Shaft Flexure CSR: 48.8% Drilled_Shaft_Moment_Capacity, DSMC,Version 1.1 -Effective 04/01/2010 Analysis Date: 10/6/2014 'I I i i '� sir T 1 l l [ � 1 ' i 1 W.I O.6500.823250 Pn[t�Ec4ninr.Lxra li�rwe CM116 Banner Concrete Con BY:GC Seismic Check Tower Information Geographic and Site Information Tower Type: Monopole City: Lake Elsi Wore j Structure Hel ht `I 68 State: California 9 ft Top Face Width 1.6E ft County: Riverside Bottom Face Width 27 ft Latitude: 33.69575389 Longitude: -117.3438617 1/3 of Structure Height 22. 7 It Seismic Information Structure Classification II (Table 2-1,TIA-222-G) Im portance ortance Factor for 1 (Table 2-3,TIA-222-G) Earthquake Load 1 (Section 2.3.2,TIA-222-G) Site Soil Classificaiton p S, 2.272 (USGS) S, 0.904 (USGS) Seismic Design Category E (2012 IBC) Fa 1 (fable 2-12,TIA-222-G interpolation allowed) Fv 1.5 - (Table 2-13,TIA-222-G,interpolation allowed) S0g 1.515 (Eq 2.7.6,TIA-222-G) SDi l 0.904 (Eq 2.7.6,TIA-222-G) Equivalent Lateral Force Procedure PerASCE 07-10-15.6.6 Self-supporting and guyed telecommunication towers shall be designed to resist seismic lateral forces determined from a substantiated analysis using reference documents in CH 23. There are no reference documents listed for telecommunication structures,therefore the design code for antenna supporting structures,TIA-222-Rev G was used. 'I I E '21000 - ksi(Modulus of elasticity) 9 386 in/s`(gravity) I,op 962.3 in*(Moment of Inertia) lba 5038.E in°(Moment of Inertia) lase 3000.4 in"(Moment of Inertia) W 9.08 kips(weight of the structure including appurtenances) W. 1.77 kips(weight of discrete appurtenances in the top third of the structure) WL 7.31 kips(VA-Wu) L 816 in(height of the structure) fr(fundamental frequency) 1.1E (Eq 2.7.11.2,TIA-222-G) - I R l 1.50 (2.7.8.1 tubular pole,TIA-222-G) Y Section 2.7.7.1-Total Seismic Shear V. 9.17 kips,(SGs*W*I/R) V.(Max) 6.34 kips,(for ground mounted structures;f,*SDI*W*I/R) Vs(Min) 2.74 kips (if Vs(Max)is used Vs shall not be less than 0.044*SDS*W*I,if S1 is greaterthan or equal to 0.75 Vs shall also not be less than 0.5*S1*W*I/R) Controling Vs 6 34 kips Weight Calculations *I' I Discrete Appurtenances z(ft) w,(k) Antennas @ 68' 68 1.6E 'Ill Linear Appurtenances Base Shear from Wind Load(no ice): g.p Coax 45.3-68 56.65 b.11 50%of Base Shear from Wind Load: 4 0 Coax 0-45.3 22.65 _..0.23 Base Shear from Seismic: tl!III Structure Components 6.3 Perform Seismic Check Tower Section 34 7.08 Total 9.08 I Seismic BaseShear.xlsm IIII Tj Ili I II, I'll IIIIII _ L -LLLLLLLI I _LILL -L---L--A I U, I III I� i - W.O.6500.823250 r CM116 Banner Concrete Con kac:inl5dutian:.Exw:Banal S-k. BY:GC b j Seismic Check Tower Information Geographic and Site Information Tower Type: Monopole City: Lake Elsinore ,i Structure Height 68 ft State: California Top Face Width 1.66 ft County: Riverside j Bottom Face Width 2.57 ft Latitude: 33.69575389 Longitude: 117.3438611 Seismic In 1( Structure Classification II (Table 2-1,TIA-222-G) Importance Factor 1 (Table 2-3,TIA-222-G) Earthquake Load 1 (Section 2.3.2,TIA-222-G) Site Soil Classification D i Ss 2.272 (USGS) S1 0.904 (USGS) Seismic Design Category E (2013 CBC) Fa 1 (Table 2-12,TIA-222-G interpolation allowed) Fv 1.5 (Table 2-13,TIA-222-G,interpolation allowed) Sds 1.515 (Eq 2.7.6,TIA-222-G) Sd1 0.904 (Eq 2.7.6,TIA-222-G) I Equivalent Modal Analysis Procedure(Method 2) Per ASCE 07-10-15.6.6 Self-supporting and guyed telecommunication towers shall be designed to resist seismic lateral forces determined from a substantiated analysis using reference documents in CH 23. There are no reference documents listed for telecommunication structures,therefore the design code for antenna supporting structures,TIA-222-Rev G was used. E 29000 ksi(Modulus of elasticity) z in/s (gravity) 386 (g y) 9 I I,P 962.3 in"(Moment of Inertia) Imt 5038.6 in°(Moment of Inertia) I-g 3000.4 in"(Moment of Inertia) W 9.08 kips(weight of the structure including appurtenances) Wu 1.77 kips(weight of discrete appurtenances in the top third of the structure) Wi. 7.31 kips(Wt-Wu) L 816 in(height of the structure) ft(fundamental frequency) 1.16 (Eq 2.7.11.2,TIA-222-G) R 1.50 (2.7.8.1 tubular pole,TIA-222-G) SA 1.048 (2.7.8.1,TIA-222-G) Sam(a'(SJz+b'(Sos)z)/(((S)z+c'(Sos)z)Vz) Force Calculations w.(k) z(ft) h(ft) a b c Saz Fsz Factored Seismic Force(k) Discrete Appurtenances Antennas @ 68' 1.66 68 ` 68 1.89 1.98 1.14 3.43 3.80 3.80 Linear Appurtenances Coax 45.3-68 0.11 56.65 68 1.31 0.14 0.35 1.28 0.10 0.10 Coax 0-45.3 0.23 22.65 68 0.21 0.06 0.02 0.35 0.05 0.05 Structure Components Tower Section 7.08 34 68 0.47 -0.01 0.01 0.48 2.26 2.26 Totals 9.08 6.20 6.20 Wind Seismic Axial(kips) - 11.0 11.0 j Shear(kips) 8.0 6.0 Moment(kip-ft) 409 345.0 Tower Rating% 23.4 19.6 GOVERNS I I I I� I I � p Seismic Base Shear.xlsm 1 - I, JT h '' Design Maps Summary Report Page 1 of 2 Design Maps Summary Report User-Specified Input Report Title 6500.823250 Tue September 30, 2014 22:46:17 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.695750N, 117.34386°W Site Soil Classification Site Class D -`Stiff Soil" Risk Category I/II/III +, -Znjisett�h�>>ur� tn 9 m 000m LM «x - r s ltp iE[ Sa Ttauca Feat ' ' �a " taT * Mlsrm SprP�g9 Elslrlare , }� k �. Lakeland E R I� garl(a .;� . w < �, , vlliages , x 1 5, AP �r1s�pU , 020 ! Map$uest i USGS-Provided Output % = 2.272g S,,s = 2.272g Sns = 1.515g l Sl = 0.904 g S,,1 = 1.357 g Sol = 0.904 g i For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. ; 'I MCEa Response Spectrum Design Response Spectrum ><.as 2.aa �.60 IIII� a.a7 1.4� I 1.ii4 1_28 1.61 l.lz l 111A .15 Yll a,40 0a a.c4 .c� `"��. a,ra c.46 o,az I 0.23 o.as 0.00 1 4 i i i 0,00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 2.40 1.60 1,20 2.00 0.00 0.20 0.40 0.60 0,40 1.00 1.20 1.40 1.60 1.20 2,00 Period,T(sec) Period.T(sec) � I III http://ehp2-earthquake.wr.usgs.gov/de signmaps/us/summary.php?template=minimal&latit... 9/30/2014 �ii i� lid l Il I L TT I T I Full i