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Specifications -,-•. , .. L. i `� y 1 111. g - . (3) • ;I R ECEIVED x o , ><.cin.gular . ( tItP JUN 17 200 1 FAFFLE V S M CI ��aE -u� • • Ill BUILDI D V1S ON : v , S w v - • eNii � I raising th ba r..dI E .� , 3 530 PFAFFLE �. CINGULAR. FORMERLY AT &T WIRELESS SERVICES TIGARD OR 97223 ' ° ± � � 0.6 PROPRIETARY _ INFORMATION DRIVING DIRECTIONS: ' THE INFORMATION CONTAINED IN THIS SET OF FROM PORTLAND INTERNATIONAI AIRPORT. TAKE PARKING EXIT (LEFT) ONTO NE AIRPORT WAY, TAKE RAMP IIf Si I C - C..) CONSTRUCTION DOCUMENTS IS PROPRIETARY BY (RIGHT) ONTO 1 -205 [VETERANS MEMORIAL HWY], AT EXIT 21B, TAKE RAMP (RIGHT) ONTO 1 -84 [US -30), I, . .� a NATURE. ANY USE OR DISCLOSURE OTHER THAN TURN LEFT ONTO RAMP, TAKE RAMP (LEFT) - ONTO 1 -5, AT EXIT 294, TAKE RAMP (RIGHT) ONTO SR -99W [SW; THAT WHICH RELATES TO CINGULAR WIRELESS. LLC. BARBUR" BLVD], BEAR RIGHT (WEST) ONTO SW PFAFFLE ST, I j ‘ (D - (P SERVICES IS STRICTLY PROHIBITED. - ARRIVE 8530 SW PFAFFLE ST, PORTLAND, OR 97223 [8530 SW PFAFFLE ST, PORTLAND, OR 97223) I G' 1 ) VICINITY MAP . GENERAL LOCATION MAP PROJECT INFORMATION SHEE `. " W "� ,, i • • Cie `+ "R SCOPE OF WORK • l ( ' T1 TIRE SHEET �. MN, iiiii , �J w . l ' �(,II . ANTENNA ECONFTON FOR CINGULAR UMIS - Ii:: � � t�; " • S - -' � � ' � 01 GENERAL NOTES, SYMBOLS 8 ABBREVIATIONS g w Ct M�I O POLE ELEVATION 9 ANTENNA LAYOUT r id —j f , 1 j , a SHELTER/EQUIPMENT ROOM PLAN i : i ,I,, „ 1111, ..:�,- , I TE :1 C9 NOTES 8 DETAILS 0in ' y °' ` �� l "r i , ; CODE INFORMATION; El GROUNDING DETAILS •' _ I. ... - RF1 RF SWEEP TEST REQUIREMENTS r IIIGi -°�' RF2 SECTOR CONFIGURATION DETAILS ?< ��. - - s -- BUILDING CODE: INTERNATIONAL BUILDING J II CODE 200.1 RF9 RF DATA SHEET ..:V0111* \ ft — 11 �12 `,' CON STRUCTION TYPE: V -B • • r< ; } i i' OCCUPANCY: 8 •• s • o . I L Off■ 1 `� ) EXISTING BUILDING USE:. TELECOMMUNICATIONS j ' \ , 1 \ " \ - PROPO BUILDING USE: TELECOMMUNICATIONS - - • ,;. ;,1- `-. �? ti 11111 i ,°. \� : ®■ ,: < - - ‘7111 •TM, �easED oN Nao ea) 4 ,00J. ,..,..... 1 \ � X11 , i 1 I ` � E ) Y LATITUDE 49.477882 N � L- --J 1 1) 1 ; (1 LONGRUDE -1 Y2.784 W �r�a m oni s ir §r; sunE :oo \ .o . _ \ ` ' I VIIONE (1237 67 4. � � ` DATE: PON ` `� , BUILDING CODES AND STANDARDS DRAWN BY: OB/08/05 i t / I +f �� .. ._ _ _ � . 1111 t CHECKED BY: EJc APPROVAL /SIGN OFF OF CONSTRUCTION DRAWINGS . TRAFFI REQUIC IS ARE UNCHANGED. REVISIONS 3 SKiNAGE IS PROPOSED. ALL WORK AND MATERIALS SHALL BE PERFORMED DATE DESCRIPTION W CONSULTANT GROUP SIGN OFF DATE SIGNATURE CINGULAR SIGN OFF DATE SIGNATURE AND INSTALLED IN ACCORDANCE WITH THE CURRENT EDITIONS OF THE FOLLOWING. CODES AS ADOPTED OWES ISSUED FOR PON CONSTRUCTION COORDINATOR • COMPLIANCE BY THE LOCAL GOVERNING AUTHORITIES. NOTHING IN ;ma 90X CD WEN • LANDLORD'S REPRESENTATIVE CONSTRUCTION MANAGER I PROJECT DESCRIPTION THESE PLANS IS BE CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES: PROJECT MANAGER DEPLOYMENT MANAGER ' 1. OREGON MECHANICAL CODES 2003 THIS PROPOSAL IS FOR THE MODIFICATION OF AN EXISTING UNMANNED 2. OREGON PLUMBING CODES 1997 SITE ACQUISITION E-91 1 ENGINEER: Y N [INITIAL: TELECOMMUNICATIO . CONSISTING OF REMOVING/REPLACING (8) EXISTING 3. INTERNATIONAL BUILDING CODE 2003 I 1 ' TELECOMMUNICATIONS FACILITY ANTENNAS. WITH (6) NEW DEW ANTENNAS. PLUS THE ADDITION OF (1) NEW LUCENT 4. NATIONAL ELECTRICAL CODE 2002 SITE NUMBER UMT ZONING EQUIPMENT ENGINEER I S EQUIPMENT CABINET WITHIN EXISTING SHELTER. 5. LOCAL BUILDING CODES INTERCONNECT 1 B. CITY /COUNTY ORDINANCES PR72 OPERATIONS I ALONG WITH ANY OTHER APPUCABLE LOCAL AND PFAFFLE , STATE LAWS AND REGULATIONS. 8530 SW PHAFFLE ST. - RF ENGINEER I ( - TIGARD, OR 97223 RF ENGINEER MANAGER II • SITE AQUISRION MANAGER I - T1 REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO - EACH REDUNE NOTE AS DRAWINGS ARE BEING REVIEWED ' .0 a ° . SS313HIM _ Je n I •.._ . . E p 3 @8 z. � . A I i = z N a � IL Tn I I ■ ■■ -•. P , tiro 1_ - 1 / 1 i 1 I ) a W R 111 li III . g5 i N 1 i 1 1 l I • 7 ' ' ! ' l • 1 t g,/ 1114 li t, 1 12gEngiel Phi k§ iii I C= Ola a8 , F2 1 g$ w I I . r~ L iIi i iii t x d R I i!h ! 25 igi g -. d : 0 W 1 155g m iffti s al_$�3 ld 1 88 !iiGlB& 1 o 1 a 1 � a o 1 11 15 Y '' : ! i " h q i L i 0 ° eg h 1-it '' /1 R a L oI il[� nOld II Ill ,- • a h i; 1 3 dig I hbt R a • m iii. 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Milk AO R I , ag , < . . 01417 Ii pa it 6 1 i t d °I _ p 0 PUP Pa 1! fig 1 ild g 4 [ . 1 . ;:11 9 • ' I i i g s ill- 'N i 1 1 1 i& 1010 ' iigi .. 5 1 0 i 1 t 416 gl -- *74 ilg - igg i 1 i 1 11r5 ' '' ' ' 11 1 PTO 141 . - Ill i l i i II � �l 1 PI 1 � i I I s R li Is r li 111 ii 11 s'iz%g Ilil o _X IlI_ _RXN: %X Ili NR$ la _ s 8 . X V g l8 V4 3 $1 N N. die 4 VW I r 4 ° 4 Pi 4 j d d 1� d d 4 d d r: d a .. A H 2 4 r L THIS IS NOT A SITE SU RVEY I W ALL PRO BOUND O RIENTATION RUE N ORTH AND S TREE T HALf- YR01H5 HAVE BEEN OBT AI NED OF FROM P ARCEL W1PS MONO CWIXAAR ALPB21 / A ERIAL PHOTOS AND ARE APPRO REPLACED OF PER D D i IL Di SECTOR) COSTING BO' -0 HIGH MONOPOLE ),� pR oSTh gNDIMR ANTRIM _ I• / T.O. DOMING CINGUIAR ANTEl -2. 83 Y �a�, / , / / - •�,� // .� if / / `�` ` \ \ \ \•' \f.• ��;. .. ;;;: NTENNAS CJ.8, 2 PER 0 66' PROPME MI RI AM A NTRU AB C.L. OF EXISTING mow ok s _� AN9 NTENNA 8.4. COMM AMMO @.0. EXLSTING CNWIAR -10'illeiND • �� / / �� ;,` / :,.,;_,•� \, � y /.■ ... \ \ ��'.- :,..'.• :--, hi.. ... v ExanNG CNGULAR Lucent Mc� � ANIMAS TO RERAN ___ _ _ __ (TYP OF 2 PER SECTOR) oin o o� Ioi 4 i =..- Egan AMMO (TVP OF a -- - -_- 2 PAM PER SECTOR) vv 1 1 1 EXISTING ANTENNA PLAN Iiii , .I"'°' , If i 1 h II n I, e THIS IS NOT A SITE SURVEY b ......• ALL PROPERTY BOUNDARIES, ORIENTATION OF TRUE NORTH AND STREET NAV- WIDTHS HAVE BEEN OBTAINED FROM PARCEL W�PSI T•1218{ ANILUN 1D REPLACE S / AERIAL PHOTOS AND ARE APPROXIMATE. C pOgLBp ANIEN1 (1YP ar a g s ANrt11NL PER RECTO • • • 1 AIM ■SHIM lk . I - ` - OOSi21G BO' -O HIGH ■ ■ , MONOPOLE ` 4,4;,,,,y, - // ij // \ ` v \ \`. - " �` EX6RWC CNCULAR ANTENNAS y �, \ 4 f $/ , ,,p,. ANTENNA NOTE SECTOR DATE: PON 1. CONTRACTOR TO WRY EXISTING / %� ; . '��� ' \ \\ � ' \ \\ \ MOTIONS PRIOR TO CONSTRUCTION. DRAWN BY: 06/08/05 ', 4 // / • j �,�� � t / f ` `♦ 2. PROPOSED ANTENNAS TO BE PAINTED TO �.. / / / / ��� . . . i j�i::: , ,` \ \ 1 \` CHECKED 8Y EJC MATCH EXISTING SITE COMMONS. ` / / /,`� \` �_ ,/ ,�, I , / ; •.•4, \ \`�' n, 3. REFER TO PLAN FOR ANTENNA SWAP // \ \I % `` \ `' ll ,! / / % . l ! // \ \ \` �/ REVISIONS LOCATIONS (10) PROPOSED 1 S/8 COAX TO BE ADDED PER COAX SCHEDULE 2/RF2. i ..� %. �C \r'l► /L,:_ / ., / /1.- ,, EXISTING 80' -0 HIGH DATE DESCRIPTION BY L __ MONOPOLE _ _ F. OWN E ISSUED FOR III nee SOS CD MU _ DUSTNO CINGIAAR ANTENNA I3TRUCTURAL NOTE ( _ ___D nun. BY �POS BE ADDITIONAL LOADING TO BE VERIFIED - —� Q l� ANTENNAS STRUCTURALLY ADEQUATE (BY OTHERS) — _ — r(� y � _ SITE NUMBER _ , ....77E1 00 PR72 `• = : lib PFAFFLE 8530 SW PHAFPIE ST. TIOARD, OR 97223 . ,•• - OCPMD 12 / 1 r - F - CF C 1 2 PROPOSED ANTENNA PLAN • =_ -' , 3 PROPOSED EAST ELEVATION •■ ... SC 3/8,40 L I. PRIOR TO INC SUH�1W OR 9105, 701E KM CONTRACTOR 0411 MT Tit CELL SITE TO CONTRACTOR SWILL PROVIDE NEW BRANCH CIRCUIT CONNECTION TO NEW COACIOR TO ROUTE / MOLL I UMW 22 ANW SOLD COPPER TROY OEM 7 FMWNAQI WITH 112 COSMO CONDITIONS AND TO 00101021 1100 IRE R00 CAN BE L ACCOMW19Im �� a ODKIRACI ORAWNOS. ANY DISLTCPAN.Y ROUND SOIL BE 9R000Nr W THE EQUIPMENT CABIN CONTRACTOR TO VERIFY NEW ELECTRICAL LOAD WITH OMR HALL =Mom TO 1111 cATIKT. , COIL NO TAPE 10 -TOOL PISTIL RIR commences ST =M EM MA =TENN= W 2. CONMACTOR CAM= T o + CONTRACTOR SHALL PROVIDE REQUIRED =CUT NEARER AT DISTINO IX WOW All. DISTRIBUTION EQUIPMENT FOR POWER CONNECTION TO NEW EQUIPMENT. VERIFY t:ONTM0101 W ROTE Sam E -tA mor 031210 c oA WIL 1100 CONIRACIOI SHALL POTTY n OOITRACTOI 94 AN1 OLSdOAN002 PODIA 10 ORDERING MAMA ELECTICAL LOAD WITH EQUIPMENT PROVIDED. OG®dt. art, can Ai7ME 10 -s FOOL A 1 A F91 CONI 9r P EOUd' Wrt MR OR NOCEmRO TIM CONSLRIRIOL �� ♦w� S. THE 0050 0 CELL are IS 0 Fur. COMER= = OPERATOR ANT CONSTRUCTION 90291 BY CONTRACTOR SHALL INCREASE EDOSING TINO ELECTRICAL SERVICE SIZE TO DOSING V CONTRACTOR SHALL NOT DISRUPT DC E1®040 I OIOYL OPERIM./ ARK WORM ON EOM EQUIPMENT AND NEW EQUUMENT AS REQUIRED. CONTRACTOR DWI VERDI' FOMENT *P P R O p R I M W N J O T T E N M C COORDINATED o WSW L O W W TRAFFIC PERMS A $ 1111, NI EXISTING EQUIPMENT ELECTRICAL LOAD AND ELECTRICAL LOAD OF NEW O CONTMGIOR 10 ROWE / T N 10.40M 1110 FOR If WNW TO �i9R. EQUIPMENT CABINET. MILT. OIl. COI. MN A 0110 THE CELL HIE IS ACrr& ILL SMETI PRECARIOUS RUST SI TMTNI MEN WORM AROUND NON LEVELS OF Or1TRmYOC10 AAONT0IL EDIWTDAT SNOAD BE 011150mm PRIOR TO CONTRACTOR SHALL PROVIDE EMPTY RACEWAY WITH PULL WIRE FROM EXISTING �A FERMIUM NM WOM NAT OILED REPOSE M[ WO RO2 9401 TO 9401000 PERSONA. Ns EXPOSURE TELEPHONE DEMMMATTON ENCLOSURE TO NEW EQUIPMENT CABINET. VERIFY EQUIPMENT NOTES • MITI_ MONITOR ARE *9400 TO 9E WORN TO HEIR OP ANY ONCE OLIS OR0AME ME L& RACEWAY SIZE REQUIRED WUN EQUIPMENT PROVIDED. L CONTRACTOR PAL 01[1•0 AMR. ROOMS OF C9OUT. MU AND 71 GOES C OUA0M0 CAW AS 2M09N ON III! AND/011 PO EA. 01000110 MO 100 MI 0 RAN CRAM. CONTRACTOR INAL. GENERAL ELEC 1 RIVAL NOTES ES NILO DOMINO THE A0IW TS ROUMMIO WITH THE CD OR T A9 NECESSARY. CONTRACTOR SHALL l COWRY WALLY I. CONTRACTOR SIYLL WALLY NO PROPERLY DISPOSE OF ALL SCRAP 1010018 SIDN AS MIA • GHEE MO 01102 006 RD/OWD PROM NE MIND P0011'. ANIENG9 RIMED SWILL 9E RETURNED 10 114E COWS MUM LOCATION. GENERAL NOTES . LUC." T T eO THIS IS NOT A SITE SURVEY M N 00=11 111111FWEW ALL PROPERTY BOUNDARIES. ORIENTATION OF TRUE NORTH AND COW VW a 0) STREET HALF- WIDTHS NAVE BEEN OBTAINED FROM A TM PARCEL MAP AND COSTING DRAWINGS AND ARE APPROXIMATE. fel Aft dlk 104747 tr -r r-Q' r r-G it r-D' i % f///////.%!/// J!%// / / / WAR; % / /! / /f /! / / / / /! / / / / /! / I / b I T9O I0/ I N M ABINET CABINET csll Be0/Ii4Y 1 cA�¢T a .H ',(..• "I. HVAC \ \ \ �� ■ \ \ \ / E. 9999 EN • I ■■■, COPD 1? I r ■■ I I MORE. 14 910 -995, ` 7720 MO 2 ! y 1 3.-.3. NORTEL NORTEL NDRTEL NORM ' HMO DATE: PDN 1 . DOSING DC PCME DRAWN at 08/08/05 V. BATTERY OUSTING PLANT TELL • 1? CHECKED Ett REVISIONS EJC /!/ 1!//! f//////!!/ f/! f////!/////!®/! l ////! !f / / / / / / / / /I / / / / / / / / / / / / / / / /AGY % DATE DESCRIPTION AY 08/08 ISSUED FOR T 2gay 00N CO RENEW SITE NUMBER 27•-0• PR72 PFAFFLE 8530 SW PHAFFI.E ST. TIGARD. OR 97223 C2 1 I EOUIPMENT ROOM PLAN ItiFif= v U.. , L. 1.1._.10.3" ANTENHA PIPE MOUNT 5.48' '�41 I - OPf10NAL DOUBLE W fir-- - .� _ BRACKET Cx `A rj��i. I PD SITE O PR OF 1DI0. AS 0) ICI 0 II 11 . I �ANTEraIA SOH ouLE II I p V p •MEL ANTENNA (TM) 7—. 1 ! ........... VERIFY WI M RF DATA !!! �1, SHEET PRIMARY IRA POSITION NNA PIPE NOWT m . ..... . . . .......' NOTES .�,.r `. SEE 12/A -5 VIII ANTE ... ........ ..,4 PIPE NWNT ( 7YP I ' 1). THE NUMBER OF CONNECTORS . !,' VALMONT MMRORECf PARE ���� 111NO r� RCM Wn IWI . ..... . __ — WILL VARY BASED ON ANTENNA " O /01478 OR APPROVED . ttPE PARTS: OLw. FRONT �1DE PERSPECTIV ITEM QTY DESCRIPTION it O 0 I KATHREIN 738548 BRACKET ` � Lucent OWNTILT KAORFAH ((OR I �C X1110 / / / � / ` _ ..._ _ � 1 D 7 36948 - ff I NO O » Ih MAUNA a NAINRON 742 -284 COAX TO JUMPER °t= WINO AREA WEIGHT - 0.313 � (18.5 KO) CONTRACTOR 10 VEINY EMT PARIS IbT MID ANIDDLL KIT. GROUNDING KIT lummox MOH YNNl POTURfRB SPECIMENS AND AND CABINETS C018IRMCTIN wow 1 I ULTRASITE FRONT ELEV. 2 ( PROPOSED ANTENNA DETAIL ° T 3 ! ANTENNA MOUNTING DETAIL ILTS 4 ! MHA MOUNTING DETAIL RICIALO WA 3/1311 THAWED RODS EMBEDDED 3' Mar Cd,CREIE SUB N. WIIN KILR MT68 BIIECTDII AOMS ANCHOR ' �� , r ,3.64• 1 ' •,1 ' -. SELL: e -- E.................. ---- INDOOR LUCENT UMTS INDOOR DIMENSIONS T ,I I,I'. CABINET DEPTH x WIDTH x HEIGHT b 1r, I INDOOR PRIMARY CABINET 23.6123.6'.74' (600mm a 600mm K 18BDmm) EXISTING FLOOR s UMTS INDOOR WEIGHT L j CABINET APPROX MAX. WGHT. MN II I I 111 T, `� ■■ 0 1 I 40.":::411/0 ' -" • ' •° - - ' ° PRIMARY CABINET ( 108 LOS 3/1311 HAG SECTION A -A O 1060 L85 HILT W) POWER CABINET (461 KG) 81 ULTRASITE PERSPPERSPECTIVE 4 y7 ' pp, 59 SUITE ,� P.C. • — L PNONE (41 610 -BBS1 i BATTERY CABINET 1800 LBS DATE PDN A (817 KO) 23.8' 21„ DRAWN BY: 08/08/05 LUCENT UMTS INDOOR MINIMUM CLEARANCES 3 0.3" CHECKED EPA EJC 13* 17.7' 3' = I DIRECTION MINIMUM CLEARANCE 24.4" 8 REVISIONS e . DATE DESCRIPTION IR CABINET REM 0' O AND WALL (Om) • tint. CO 6 RkY1LY1 °ON ci CABINET RIGHT /LEFT SIDE 0' • 0 0• •0 AND WALL (0mm) 13 R ABOVE THE 1575• 10 10" 5 5° 10" 10" 5° CABINET (400mm) . IOCAsou Of PIM ANCHOR �\ 22 HOLM (TIP OF 4) ROTA TD IN FRONT of THE 7.67' G ml�:2 SITE NUMBER ANCHOR NOTE ° CABINET (200mm) „ . 22 • PR72 A •°• o... • •°• * PFAFFLE =LEN RIGHT sty ZO 6530 SW PHAFFLE ST. EQUIPMENT ANCHOR PLAN 1 28.8° ,pF 1iG RD, OR 97223 \ 1° C3 51 UMTS INDOOR CABINET DETAIL I Tl 61 UMTS CABINET ANCHORING a 71 UMT CABINET DETAILS — 91 ULTRASITE MOUNTING PLINTH I IA NOTES: Lem 1. DO NOT INSTALL CABLE GROUND KR AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO ANTENNA GROUND BAR. 1) ANTENNA INCLUDES A FEMME 2. WEATHER PROOFING SHALL BE TWO -PART TAPE KIT. COLD DIN CONNECTOR SHRINK SHALL NOT BE USED. 2) JUMPER CABLE INCLUDES (2) -MANE MALE DIN _ DIN CONNECTORS CONNECTOR TO ANTENNAS J) SURGE DIN CONNECTORS ARRESTOR IN CLUDES (2) CONNECTOR WEATHERPROOFING ANTENNA INSWE OUTSIDE RX2 y V TX1 /RX1 KIT (TYP.) CABINET CABINET $ • JUM PER CABLE • V mom COAX JUMPER 4 A { ' 4 GROUND KI7 (7YP.) () �il ` il ANDREw CONNECTOR CONNECTOR I I APDFE �"- • WEATHERPROOFING •' SURGE ARRtsTOR toa oa #6 AWG APPROVED EQUAL N KR (TYP.) SEE NOTE 2 1 I �.� ANTENNA GROUND l / CONNECTOR ! BAR, WITHOUT L ANTENNA CABLE INSULATORS. BONDED MAIN COAX CABLE TO BTS EQUIPMENT DIRECTLY TO TOP OF FEMALE DIN CONNECTOR Lucent TBCI1110I0 I88 � TOWER. FEMALE OIN , M OR TOWER FEMALE DIN CONNECTOR CONNECTOR , ui,� uoMO M ALE OW CONNECTOR 1y JUMPER TO BE PROVIDED AND CONNECTION OF GROUND WIRE TQ INSTALLED BY CONTRACTOR GROUND BAR. TOWER /MONOPOLE 1 I GROUND BAR AT ANTENNAS 2 (NOT USED ° 3 I NOT USED 4 1CONNECTION DIAGRAM ( li ' A #6 AWG FROM NTENNA CABLE , ANTENNA CABLE I 1 12' GROUND TO 24' KR I 7/18' J ANTENNA GROUND BAR r ' ®A 2 p ° e ° • ° � = SEAL: p o ON WALL, ICE BRIDGE. FLOOR 0 • ° ° °T0 p WEATHERPROOFING KIT 2 1/211 MAX. • e OR ON ANTENNA it# Q SEE DETAIL 005 ° e p (SEE NOTE 3) TOWER I I I I , 1 CABLE GROUND KIT II II I I 1 LEGEND #8 AWG STRANDED COPPER GROUND 1 — COPPER GROUND BARro 'X 4-L 20', NEWTON INSTRUMENT CO. S EE NOTE 1 & 2) (GROUNDED TO GROUND BAR) `t , , * . ,0,, I,, CAT. NO. 8 -8142 OR EQUAL. HOLE CENTERS TO MATCH NEMA ( WIRE S --11-41--11--1 ^ HH N DOUBLE LUG CONFIGURATION. (ACTUAL GROUND BAR SIZE WILL ® `;vv C V /—T ` w ® VARY BASED ON NUMBER OF GROUND CONNECTIONS) CONNECTION OF CABLE GROUND KIT TO r M I 2- INSULATORS, NEWTON INSTRUMENT CAT. NO. 3061 -4 OR EQUAL ANTENNA CABLE 3- 5 /8' LOCKWASHERS, NEWTON INSTRUMENT CO. n .. . • TWO HOLE LUG, OR I liQ CAT. NO. 3015 -8 OR EQUAL EXOTHERMIC WELD TO BE GROUND CONDUCTOR 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS USED WITH ¢2 AWG BCW TO f SHALL BE ELIMINATED WHEN GROUND BAR IS 4- WALL MOUNTING BRACKET, NEWTON INSTRUMENT CO, DIRECT GROUND WIRE DOWN TO GROUND BAR, MUM B BUILDING SERVICE GROUND OR ELECTRICALLY BONDED TO CAT NO. A - 6056 OR EQUAL 2. GROUNDING KIT SHALL BE ANDREW SUREGROUNO TYPE KIT WITH - • GROUND RING METAL TOWER /MONOPOLE 5- 5/8 -11 X 1" HHCS BOLTS, NEWTON INSTRUMENT CO. TWO -HOLE LUG. 11111 11 ' I STRUCTURE CAT NO, 3012 - OR EQUAL 3, WEATHER PROOFING SHALL BE TWO -PART TAPE KIT, COLD SHRINK *GROUND BARS AT THE BOTTOM OF TOWERS/MONOPOLES 8- INSULATORS SHALL BE ELIMINATED WHEN BONDING DIRECTLY TO SHALL NOT BE USED. ■. I I I SHALL ONLY USE EXOTHERMIC WELDS. TOWER /MONOPOLE STRUCTURE. CONNECTION TO TOWER /MONOPOLE STRUCTURE SHALL BE PER MANUFACTURERS RECOMMENDATIONS. 5' GROUND BAR CONNECTION 6 IGROUND BAR DETAIL Km 7 I CABLE GROUNDING DETAIL ' 1 11351 BEET S5; 10 1. ALL. ELECTRICAL WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE 8. WHEN SUPPLYING POWER FROM AN EXISTING PANELBOARD, PROVIDE NEW DATE PON LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. CIRCUITRY PROTECTION DEVICE TO MATCH THE EXISTING PANELBOARD TYPE AND DRAWN BY: 06/08/05 A.I.C. RATING AND AS NECESSARY TO MEET THE CIRUIT REQUIREMENTS SHOWN 2. CONFORM WITH THE LATEST EDITION OF THE UNIFORM BUILDING CODE. THE ON THE DRAWINGS. NEW CIRUIT BREAKERS SHALL MEET THE REQUIREMENTS OF CHECKED BY: EJC REQUIREMENTS OF ALL APPUCABLE MUNICIPAL AND STATE CODES AND THE LATEST EDITION OF THE NATIONAL ELECTRICAL CODE. REGULATIONS. AND UTILITY GUIDELINES. REVISIONS 9. REARRANGE CIRCUITING AS NECESSARY TO ENSURE A BALANCED LOAD ACROSS 3. PERFORM ALL VERIFICATION, OBSERVATIONS. TESTING AND EXAMINATION OF ALL PHASES OF PANELBORADS INVOLVED WITH THE PROJECT. WORK PRIOR TO THE OREDERING OF ELECTRICAL EQUIPMENT AND THE ACTUAL DATE DESCRIPTION Bf CONSTRUCTION. ISSUE A WRITTEN NOTICE OF ALL THE FINDINGS TO THE 10. PERMANENTLY TAG EACH CONDUCTOR OF EACH SYSTEM IN EACH CONSTRUCTION MANAGER USING AU. MALFUNCTIONS, FAULTY EQUIPMENT AND PANELBOARD, PULL BOX, J -BOX, SWITCH BOX, ETC. WOG IS REM DISCREPANCIES, 11. ALL CIRCUIT BREAKERS, FUSES AND ELECTRICAL EQUIPMENT SHALL HAVE AN 4. MINIMIZE DISRUPTION TO EXISTING SERVICES WHERE NEW WIRING WILL BE INTERUPPTING SHORT CIRCUIT CURRENT RATING EXCEEDING THAT TO WHICH THEY CONNECTED TO THE EXISTING. ARRANGE WITH THE OWNER FOR A SHUTDOWN MAY BE SUBJECTED, (AS NOTED ON DRAWINGS), AND A MINIMUM 10,000 A.I.C. PERIOD SATISFACTORY TO BOTH PARTIES. 12. ALL INSULATED GROUND CABLE TO BE GREEN STRANDED COPPER. 5. ALL WIRING SHALL BE SIZED AS INDICATED, WITH A MINIMUM 600V THHN INSULATION. ALL NEW WIRING SHALL BE COLOR CODED COPPER, MINIMUM #12 13. PROVIDE A SEPERATE GROUND WIRE IN AU. RACEWAYS AND CABLES. SITE NUMBER AWG THHN AND MINIMUM #10 AWG OVER 75 FEET UNLESS NOTED OTHERWISE. WIRE SHALL BE RUN CONCEALED IN EMT UNLESS OTHERWISE NOTED. CONCEALED 14. ALL EXPOSED CIRCUITS SHALL BE AUGNED WITH EXISTING EQUIPMENT AND AC -90 CAN BE USED FOR DROP DOWNS FROM OUTLET TO EQUIPMENT AND IN STRUCTURAL ELEMENTS. CONDUITS SHALL NOT BE RUN PARALLEL TO HOT WATER PR72 PARTITIONS UNLESS PROHIBITED BY CODE OR OTHERWISE NOTED. AC -90 MAY BE OR STEAM LINES. WHERE THE CONDUITS CROSS OVER EXISTING CONDUITS OR RUN UP TO 20 FEET IN CEILNG SPACE. ALL AC - 90 AND CONDUIT SHALL BE UNES, THE CONDUITS SHALL BE FASTENED WITH A 4' SEPERATION, MINIMUM. PFAFFLE SUPPORTED AS HIGH AS POSSIBLE ABOVE CEILING TO ALLOW REMOVAL OF ALL CEILING TILES AND LUMINARIES ETC. CABLES ARE NOT PERMITTED TO REST UPON 15. ALL PANELBOARD DIRECTORIES INVOLVED WITH THE PROJECT SHALL BE 8530 SW RAFFLE ST, SUSPENDED CEIUNO. UPDATED AND REPRINTED TO REFLECT ALL CHANGES ASSOCIATED WITH TIGARD, OR 97223 ELECTRICAL INSTALLATION/ RENOVATION. 6. AU. WIRING, DEVICES AND EQUIPMENT SHALL BE NEW AND UL APPROVED. EQUIPMENT OF THE SAME TYPE SHALL BE OF THE SAME MANUFACTURER. 7. THOROUGHLY INVESTIGATE ALL EXISTING PANELBOARD(S) INVOLVED WITH THE PROJECT AND DETERMINE WHICH CIRCUITS SERVE THE AREA OF THIS PROJECT. El ENSURE CIRCUIT CONTINUITY OF ALL. EXISTED AREAS ARE NOT AFFECTED BY THE PROJECT. 9 I NOT USED I a 10 ELECTRICAL SPECIFICATIONS ' 121 NOT USED L ... SWEEP TEST REQUIREMENTS: . CU CINGULAR WIRELESS Ahdflekt-IXEDLIMLIBILL= TRANSMISSION UNE CONTINUITY TEST: °mm - PORTLAND, OR THIS TEST MEASURES THE RL OF THE TRANSMISSION LINE THIS TEST WILL VERIFY THE CONTINUITY OF THE RX PATH • s ANTENNA AND TRANSMISSION UNE TEST REQUIREMENTS TERMINATING INTO THE ANTENNA WITHOUT THE TMA AND BETWEEN THE BTS AND THE TMA FOR THE 15 VDC i DUPLEXER. NETWORK. ' REQUIRED EQUIPMENT. TEST FREQUENCIES: F1 =11350 F2 =1990 1. CONNECT A SHORT AT THE END OF THE LAST JUMPER 0) BEFORE THE TMA, OF THE LINE UNDER TEST. . 1 WILTRON /ANRITSU SITE MASTER S331A /B /C OR EQUIVALENT. 1. ENTER THE FREQUENCIES TO BE USED IN Fl AND F2. 2. CONNECT MULTI -METER TO LAST JUMPER BEFORE THE 1 OPEN, SHORT, LOAD. 2. RE- CALIBRATE TEST EQUIPMENT. BTS, RX 1 (YELLOW /GREEN). PLACE THE BLACK LEAD ON 1 DIN FEMALE TO N TYPE MALE ADAPTER (LOW LOSS). 3. CONNECT THE TWO JUMPERS GOING TO THE ANTENNA (BYPASS THE OUTER PART OF THE CONNECTOR AND THE RED LEAD • s 1 DIN' MALE TO N TYPE MALE ADAPTER (LOW LOSS). TMA) AND THE CABINET (BYPASS DUPLEXER) USING THE DIN (F) ON THE CENTER P,IN OF THE CONNECTOR. 2 DIN FEMALE TO DIN FEMALE ADAPTER (LOW LOSS). TO DIN (F) CONNECTORS. 3. VERIFY THE METER READS A • SHORT. 1 PHASE STABLE CABLE. 4. CONNECT THE ANTENNA TO THE LINE UNDER TEST. 4, REMOVE SHORT AND VERIFY METER READS OPEN. 1 TRUE -RMS MULTI- METER. 5. CONNECT TEST EQUIPMENT TO THE LAST TX JUMPER 5. R PASS /FAIVON SWEEP DATA SHEET. • (YELLOW /RED) BEFORE THE CABINET, OF THE LINE UNDER TEST. 6. RE- CONNECT JUMPERS TO TMA AND BTS. fRFQUFNCIES TO BF USFD, 6. PERFORM MEASUREMENT. VERIFY RESULTS WITH STEPS 10 7. REPEAT STEPS 1 THROUGH 6 FOR THE REMAINING THROUGH 13 . RECEIVE PATHS: PCS FREQUENCY BAND 1850MHZ- 1990MHZ 7. DISCONNECT TX' JUMPER, THEN CONNECT THE RX JUMPER (YELLOW /GREEN) TO DIN (F) ADAPTER .NOTE: EDIT AND SAVE ALL SWEEPS TO A 3.5" DISKETTE AND TRANSMIT FREQUENCY 1930MHZ- 194OMHZ 8. CONNECT TEST EQUIPMENT TO THE LAST RX JUMPER • EMAIL SWEEPS TO JAMES.FUGATE ®CINGULAR.COM • (YELLOW /GREEN )BEFORE THE CABINET, OF THE LINE UNDER PROVIDE A COPY OF Lucent LeP.h11 188 RECEIVE FREQUENCY 1850MHZ- 1880MHZ TEST ANTENNA 'SYSTEM TEST RESULTS WITH DISKETTE ON FINAL 9. PERFORM MEASUREMENT. VERIFY RESULTS WITH STEPS 10 SITE WALK. =ra TRANSMISSION I INF AND ANTENNA SYSTEM TES/ THROUGH 13. - • 10. VERIFY ANTENNA SYSTEM USING 1 5/8" WAVE -GUIDE HAS A QUESTIONS CONTACT: (1) INSERTION LOSS /CABLE LOSS RL LESS THEN -17DB, 200FT MAX. TERRENCE CHESSMORE 503-257-9700 (2) ANTENNA/TRANSMISSION LINE DISTANCE TO FAULT (RL) 11. VERIFY ANTENNA SYSTEM USING 7/8" WAVE -GUIDE HAS, A RL (3) ANTENNA SYSTEM RETURN LOSS LESS THEN -1608, 200FT MAX. (4) ANTENNA SYSTEM WITH DUPLEXER/TMA /ANTENNA RETURN LOSS 12. FOR SYSTEMS ABOVE 200FT 1 5/8 " RL - 15.5DB, 7/8" RL ' - • • (5) TRANSMISSION LINE CONTINUITY TEST -14DB. • 13. RECORD TEST RESULTS ON SWEEP DATA SHEET, THEN SAVE jNSFRflON LOSS - SWEEP TO A MEMORY LOCATION. . . THIS TEST WILL MEASURE THE CABLE LOSS OF THE TRANSMISSION 14. REPEAT STEPS 1 THROUGH 13 FOR THE REST OF THE LINE AND JUMPERS BETWEEN THE CABINET AND ANTENNA. ANTENNA SYSTEMS. - TEST FREQUENCIES: F1 =1850 F2 =1990 -'' _ - ANTENNA SYSTEM WITH DUPLEXER AND TMA RETURPLLOSS; . • • 1. ENTER THE FREQUENCIES TO BE USED IN Fl AND F2. THIS 'TEST MEASURES - THE RL OF THE COMPLETE ANTENNA - -' . 2. RE- CALIBRATE TEST EQUIPMENT. NETWORK ON • THE TX PATH. • 3. CONNECT THE TWO JUMPERS GOING TO THE, ANTENNA (BYPASS TX TEST FREQUENCIES: F1 =1930 F2 =1940 - - TMA) AND THE. CABINET (BYPASS DUPLEXER) USING THE DIN (F) 1 ENTER THE FREQUENCIES TO BE USED IN F1 AND F2. TO DIN (F) CONNECTORS. ' THE ANTENNA, OF THE LINE UNDER TEST. _ 4. CONNECT A SHORT 2. RE- CALIBRATE TEST EQUIPMENT AT THE. END OF THE LAST JUMPER BEFORE 3 REMOVE DIN (F) TO DIN (F) M FROM BOTH TOP AND BOTTOM • ' 5. CONNECT TEST EQUIPMENT TO THE LAST TX JUMPER JUMPERS. . - (YELLOW /RED) BEFORE THE CABINET, OF THE LINE UNDER TEST. 4. CONNECT TOP JUMPERS TO TMA AND CONNECT BOTTOM . . • 6. PERFORM MEASUREMENT, THEN DUE STEPS 10 THROUGH 12. JUMPER TO DUPLEXER. 7. DISCONNECT TX JUMPER, THEN CONNECT THE RX JUMPER 5. CONNECT TEST EQUIPMENT TO TX 1 (YELLOW /RED). . (YELLOW /GREEN) TO DIN (F) ADAPTER 6. PERFORM MEASUREMENT. 8. CONNECT TEST EQUIPMENT TO THE LAST RX JUMPER 7. VERIFY ANTENNA NETWORK USING I 5/8" WAVE -GUIDE HAS A (YELLOW /GREEN) BEFORE.THE CABINET, OF THE LINE UNDER TEST RL LESS THEN - 15.5DB, 200FT MAX. ■■• 1.6 • • 9. PERFORM MEASUREMENT, THEN DUE STEP 10 THROUGH 13. 8. VERIFY ANTENNA NETWORK USING 7/B" WAVE -GUIDE HAS A - Im■ No 10. ADD THE MAXIMUM PEAK TO THE MINIMUM VALLEY THEN DIVIDE RL LESS THEN - 14.5DB, 200FT MAX. ' _ BY TWO. THIS 'IS THE CABLE INSERTION LOSS. THIS - VALUE SHOULD 9. FOR ANTENNA NETWORK ABOVE 200FT 1 5/8" RL -14DB, �� NOT BE GREATER THEN -4D8. 7/B RL,- 12.SD8. - . • 11. PEAK MAX (MY) + VALLEY •MIN (M2)/2= CABLE' .INSERTION 10. RECORD TEST RESULTS ON SWEEP DATA SHEET, THEN SAVE U. ■ LOSS. SWEEP TO 'A MEMORY LOCATION. 111. ' ' 12. RECORD CALCULATED/MEASURED - VALUE ON SWEEP DATA 11. REPEAT STEPS 1. THROUGH 10 FOR THE REST OF THE TX • ' SHEET, THEN SAVE ,SWEEP TO A MEMORY LOCATION. • ANTENNA NETWORKS. - • 13. REPEAT STEPS 1' THROUGH 12 FOR THE REST OF THE _ - P.C. . TRANSMISSION LINES. ' ' • • :di f A'f l ' . II. 1 : ..t L.:.: 41 ' MI 200TH MEET r --sun am ANTENN ANSMISSI0N UNE DIS ANCE TO FAULT �1: T THIS TEST MEAS THE RL OF THE COMPLETE ANTENNA e 1 THIS TEST IS A PERFORMANCE VERIFICATION AND FAILURE ANALYSIS NETWORK ON •THE RX PATH. REMINDER THE TEST EQUIPMENT DATE: • . PDN TOOL FOR THE ANTENNA, TRANSMISSION UNES AND CONNECTORS. WILLTERMINATE INTO THE TMA ON THE RX PATH. DRAWN gY; 08/08/05. TEST FREQUENCIES: F1 =1850 F2 =1990 RX TEST FREQUENCIES: F1 =1850 F2 =1860 , . CHECKED BY: EJC 1'. ENTER THE FREQUENCIES TO BE USED IN Fl AND F2. 1. ENTER THE FREQUENCIES TO BE USED IN F1 AND F2. •. 2. RE- CALIBRATE TEST EQUIPMENT. 2. RE- CALIBRATE TEST EQUIPMENT ' _ • REVISIONS • .3. CONNECT THE TWO JUMPERS GOING TO THE ANTENNA (BYPASS 3. .REMOVE DIN (F) • TO DIN (F) FROM BOTH TOP AND BOTTOM' GATE DESCRIPTION 9T TMA) AND THE CABINET (BYPASS DUPLEXER) USING THE DIN (F) JUMPERS. TO DIN (F) CONNECTORS. • - , 4. CONNECT TOP JUMPERS TO TMA AND CONNECT BOTTOM . . JUMPER TO DUPLEXER. • _ UMW PDN 4. CONNECT THE ANTENNA TO THE UNE UNDER TEST. 5. CONNECT TEST EQUIPMENT TO RX 1 (YELLOW /GREEN). 5. CONNECT TEST EQUIPMENT TO THE LAST TX JUMPER 6. PERFORM MEASUREMENT. ' (YELLOW /RED) BEFORE THE CABINET, OF THE UNE UNDER TEST. 7. VERIFY ANTENNA NETWORK USING 1 5/8" WAVE -GUIDE HAS A . . 6. PERFORM MEASUREMENT, VERIFY RESULTS. WITH STEPS 10 RL LESS THEN - 16.5DB, 200FT MAX. ' THROUGH 13. 8. VERIFY ANTENNA NETWORK USING 7/8" WAVE -GUIDE HAS A - 7. DISCONNECT 'TX JUMPER; THEN CONNECT THE RX JUMPER RL 'LESS THEN - 15.5DB, 200FT MAX. (YELLOW /GREENE TO DIN (F) ADAPTER - ANTENNA NETWORK ABOVE 200FT 1 5/8'" RL -14DB, SITE NUMBER • 8. CONNECT TEST EQUIPMENT TO THE LAST RX JUMPER • 9. 7/B" FOR ANT NT - 13.5D8. (YELLOW /GREEN) BEFORE THE CABINET, OF THE LINE UNDER TEST. 10. RECORD TEST RESULTS ON SWEEP DATA SHEET, THEN SAVE PR72 9. PERFORM MEASUREMENT. REMENT. VERIFY RESULTS - WITH STEPS 10 SWEEP TO. A MEMORY LOCATION. '- THROUGH', 13. 11.REPEAT.STEPS 1 THROUGH 10 FOR THE REST OF THE RX PFAFFLE • 10. VERIFY EACH DIN CONNECTOR HAS A RL LESS THEN -32DB, ANTENNA NETWORKS. 8530 SW PHAFFLE ST. N TYPE -28DB. ,TIGARD. OR 97223 11. VERIFY THE TRANSMISSION LINE HAS A RL LESS THEN -45DB. - . 12. VERIFY THE ANTENNA HAS A RL LESS THEN - -17DB. - • 13. RECORD PASS /FAIL ON SWEEP DATA SHEET, THEN SAVE . . _ - _ R.F.1 SWEEP TO A MEMORY LOCATION. . 14. REPEAT STEPS 1 THROUGH 13 FOR THE REST OF THE . ._. ANTENNA'S AND TRANSMISSION LINES. lem. / EXISTING ( ANTENNA /1 NEWS NEW ANTENNA ANTENNA /1 (SEE 3 /RF - 2) (SEE 3 /RF - 2) (SEE 3 /RF - 2) (SEE 3/RF CO FOR DETAILS FOR DETAILS F DETAILS FOR DETAILS MKS EQEI 2Dffi5 PORTS ara3 EDffiS 11 11 AM11 D§ EBELIET EFIEINI H d bd •- INSTALL WEATHERPROOF KR NEW MHA LUCENT. PER R F1 NEW MHA LUCENT, PER RF AS REQUIRED ON EACH END ENGINEER SPECIFICATIONS ENGINEER SPECIFICATIONS N (TA OF JUMPER CABLE, P) (TTP) ) AS�R ON EACH END OF JUMPER CABLE. (TAP) • NEW ANTENNA JUMPER CABLE NEW ANTENNA JUMPER CABLE (E) TOP JUMPER CABLE (TAP) ) ) [E] TOP J UMPER CABLE ( TAP) le% (E) ANTENNA FEEDERS. (TAP) I [E] ANTENNA FEEDERS, AP) (SEE 2/RF - 2) FOR DETAILS I I „��(SEE 2 /RF - 2) FOR DETAILS ��� (E) GROUND KIT (TYP) NEW ANTENNA FEEDERS (TYP)� NEW ANTENNA FEEDERS (TT GROUND KR (TAP) I (Ti GROUND KIT ( (TV? L�ICenIT [E] GROUND TAIL (rTP) I [E] GROUND TAIL (TAP) rao (Ti NEW GROUND KR (TAP) NFaAR AN TENNAS MOUNTED--7r ' G MOUN [El CR MOUNTED) [E]__OR N E MOUNTED I OUNDNBA A W NEAR - - _ _ _ ACE - � GROUN EXTER IO D R KIT BU55 GROUBAR ND [E) EXTE RIOR B GROUND KfT USS GROUND M 1 IN j_ ,- TO BAR + 1[- SEN.: S - RF CABLE MINIMUM BEND RADIUS I [E] BRITON JUMPER NEW BOTTOM JUMPS _ I NEW BOTTOM JUMP li ANDREW HEUAX COAXIAL CABLE COAXIAL CABLE CABLE (TYP) CABLE (TAP) CABLE ) CABLE MODEL NUMBER NOMINAL SIZE MINIMUM BEND RADIUS FSA1 -50A 1/4' (0.251 1' (25 mm) EFX2 -50 3/8" (0.3757 1.75 (45 mm) F542 -50 3 /B" (0.375") 1' (25 mm) • (� (� E7 FSJ4-50B & FSJ4RN -508 1/2" (0.5") 1.25" (32 mm) _ eeaM 1F F1 1 T1 . 1 X. 10 . t 10 LDF4 -50A & LOF4RN -50A 1/2' (0.5") 5' (127 mm) ■� 7X1/RZ1 1x2/m (31x33/ ] MAW Ixt/Rxt TRZ/•STx3/Rx3 TX4/101 1x1/RXI TX2/Rx311C1/1403 1X4/RX4 LDF5-50A & LDFSRN -SOA 7/8" (0.875") 10 (254 mm) (E) t dlamMX VMTB N(l NEW W'19 116011113/1 B00Y4 _ VXL5 -50 _ 7/8 (0.875 5' (127 mm) ••M In • 0 Ual T NM umKer LDF6 - & LOF6RN - 1 1/4" (1.25' 15" (381 mm) -. ■ ' ' LDF7 -50A & LDF7RN -50A 1 5/8" (1.825 ") 20' (508 mm) ■■ II I I W TVP1n w1 TORRA VXL7 -50 1 5/8' (1.525') 15 (381 mm) N.T& Fl LDF12 -50 2 I/4' (2.251 24' (BiD mm) ■.' I I SECTOR A SECTOR B SECMR C ANTENNA CABLE COLOR CODM ERQhee 1224# �/ UNE UNE UNE UNE UNE LINE UNE UNE UNE UNE UNE UNE q20 2001H STREET ST+� AD 100 COAX 1 2 3 4 1 2 3 4 1 2 3 4 TO PROVIDE EASY IDEMIFICATION AND UNIFORfI MARRING OF 8803a • ANTDINA C.w.o. 111E FOUOWMD SMALL APPLY: PIM MN 870 -8651 [E] SIZE 7/8' 7/8' 7/8" 7/8' 7/8' 7/8" 7/6" 7/8" 7/8' 7/8' 7/8" 7/8 - (E] MANUFACTURER - - - - (ACATIONS: HAREM SHALL BE MADE BY USE OF 3M DATE PDN COLORED. 2 INCHES WE TAPE WISED AT TYPICALLY FOUR [E] LENGTH 9o' 90' 90' 90' 90' 90' 90' 90' 90' 90' 90' 90' PLACES ON ANTENNA CABLE RUNS AS FOUDWS: DRAWN BY: 06/06/05 /05 (E] CONNECTOR - - - - - - - - - _ - - _ CHECKED BY: EJC (N) SIZE - 7/8" 7/8" - - 7/8' 7/8" - - 7/8 7/6' - SECTOR COLOR CODE — (N) MANUFACTURER - ANDREW ANDREW - - ANDREW ANDREW - - ANDREW ANDREW - (N) LENGTH - 90' 90' - - Bo' 90' - - 90' 90' - SECTOR 1 FROM i p REVISIONS — TX 1 YELLOW/RED TMA AI/DUPLEX INSIDE CABINET DATE DESCRIPTION BY B'Y (N) CONNECTOR - - - - - _ - - - - - - - TX 2 YELLOW/YELLOW /RED TMA A2/DUPLOT INSIDE CABINET • �y��y �y R% 1 YELLOW /GREEN TAM AT/DUPLEX INSIDE CABINET BON CD REVIEW PON PON / COAX BCCHEEDULE Rx 2 YELLOW/YELLOW/GREEN TMA A2/DUPLEX INSIDE CABINET N.T.S. ANT 1 (1 -1) YEI-WW TIM AI/DUPLEX ANT 1 -1 SECTOR A SECTOR B SECTOR C ANT 2 (1 -4) YELLOW/YELLOW TIM A2/OUPLEX ANT 1 -4 - l 3 MA SECTOR 2 FROM 70 - 3 ANTENNA ANT ANT ANT ANT ANT ANT ANT ANT A ANT A ANT TX 3 BLUE /RED T 81 /DUPLEX INSIDE CABINET 1 2 - 4 7 2 3 4 1 2 3 4 TX 4 BLUE/BLUE/RED TMA B2 /DUPLEX INSIDE CABINET - - (] MINE - _ - - - - - - - - - RX 3 BLUE /GREEN TMA 8I/DUPLEX INSIDE CABINET SITE NUMBER (E) MODEL ALP9212N ALP9212N ALP9212N ALP9212N AP14- 850 - 085 -DTS AP14- 850 - 065 -DTS AP14 -850- 065 -DT5 AP14- 850 - 065 -DT5 ALP9212N ALP9212N ALP9212N - RX 4 BLUE/BWE/OREEN TAM B2/DUPLDf INSIDE CABINET (E) AZIMUTH 350' 350' 350' 350' 120' 120' 120' 120' 350' 350' 350' - ANT 3 (2 -1) BLUE TAM 131 /DUPLEX ANT 2 -1 PR72 (E) RAD CENTER 80' 60' 80' 80' 80' 80' B0' 60' BO' 80' 80' - ANT 4 (2 -4) BLUE/BLUE PAW/DUPLE( ANT 2 -4 (N) MAKE - KAINREIN KATHREIN - - KATHREIN KATHREIN - _ - KATHREIN KATHREIN - SECTOR 3 FROM TO PFAFFLE (N) MODEL - 800- 10121 800 -10121 - - 742285 742265 - - 800- 10121 800 -10121 - _ TX 5 _ ORANGE /RED TMA C1 /DUPLEX INSIDE CABINET 8530 SW PHAFFLE ST, (N) AZIMUTH - 357 350' - - 120' 120' - - - 255' 255' - TX 8 ORANGE /ORANGE /RED TMA C2 /DUPLEX INSIDE CABINET TIGARD. OR 97223 (N) RAD CENTER - 80' _ 80' - - 80' 80' - - - 80' - 80' - RX 5 ORANGE /GREEN TMA C1 /DUPLEX INSIDE CABINET — (N) MECH. DOWNTILT - 12' 12' - - 4 4' - - 10' 10' - RX 6 ORANGE /ORANGE/OREEN TIM C2 /DUPLEX INSIDE CABINET (N) DUMMY LOAD COUNT - - - - - - - - - _ - - ANT (3 - ORAN TMA C1 /DUPLEX ANT 3 - _ - ANT 5 3 -4 0 GE - E TIM C2/DUPLEX ANT 3-4 1:i ANTENNA ULE Q ANTEN LE CAB COLOR OODINO R F2 C N.L S, N.T.B. 5 4r ei EIi LE �J ARTINSON INC. NNGI NEERS JUN 17 2005 CITY OF TIGARD BUILDING DIVISION iShe Structural Calculations m° QaH m<ZUO6 f or 4 t4tE<ct V Z Cingular Wireless OR UMTS Po W u o ° a V c2 o l 1,• PR72 Pfaffle 8530 SW Pfaffle St., Tigard, OR 411 V a 0 • � June 13, 2005 CO5316 . cent. OVO 41 Expires 12/31/06 2200 SIXTH AVENUE, SUITE 601 PHONE 206 - 622 -4580 SEATTLE WASHINGTON 98121 FAX 206 - 622 -0422 , P I \ ( ETERSON .JTREHLE _MARTINSON, INC. CONSULTING ENGINEERS CO5316 June 13, 2005 Mr. K.V. Lew LSI Adapt, Inc. 615 8th Avenue South Seattle, WA 98104 Re: Cingular Wireless OR UMTS Antenna Change Out for PR72 Pfaffie Dear Mr. Lew: Calculations have been performed to analyze the existing monopole with the proposed antennas and all existing appurtenances. The additional TX lines, run on the interior of the pole, have been included as well. The antenna change out that is proposed (per attached RF sheet) for this cellular site can be adequately supported by the existing monopole. The existing foundation has also been found sufficient. The existing monopole is structurally adequate for the antenna change out. Appurtenance calculations and cut sheets have been attached for reference. Sincerely, PETERSON, STREHLE, MARTINSON, INC. ( "171,/ /I teven C. Streh e Enclosures 2200 . SIXTH AVE, SUITE 601 PSM@PSM-ENGINEERS.COM PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98121 FAX 206 - 622 -0422 e P ETERSON JTREHLE MARTINSON, INC. CONSULTING ENGINEERS June 10, 2005 PSM Job No. CO5316 Subject: Cingular OR UMTS Cingular Site: Pfaffle PR72 8530 SW Pfaffle St Tigard, Washington County, OR 97227 80 foot Communications Monopole Colocate Structural Analysis Report References: International Building Code 2003 TIA/EIA -222 -F Structural Standards for Steel Antennas Towers and Antenna Support Structures At the request of LSI Adapt, Inc., Peterson Strehle Martinson, Inc. has performed a structural analysis on the existing monopole and its foundation at the above - mentioned site. The 80' twelve -sided North American Pole Corporation monopole was analyzed for two loading conditions: 100% wind and 75% wind plus %2" of radial ice. Wind loads were determined using a fastest mile wind speed of 80 mph as designated in the TIA/EIA -222 -F and required by local jurisdictions. Our analysis included loads from the following appurtenances: RAD Centers: At elevation 80' — Cingular: -(4) ALP 9212 -N (existing) -(2) Kathrein AP 14- 850/065D (existing) -(2) Kathrein 742 -265 (proposed) -(4) Kathrein 800 -10121 (AP11 /16- 880 /1940 /088D /ADT/ (proposed) -(1) 13.42' Platform w/ rails (existing) This analysis is invalid if any other equipment is attached to the monopole or its foundation. In such a case, a separate, supplemental structural analysis will be necessary. The existing foundation is a drilled pier 5' -0" in diameter and 25' deep. The design concrete strength was 4,000 psi. Our analysis showed that the existing 80 -foot monopole is structurally adequate with the above appurtenances and loading criteria. The foundation and anchor bolts are structurally adequate as well. The original design base loads were: Overturning Moment: 1260.1 k -ft Shear: 19.8 kips Axial: 11.8 kips 2200 SIXTH AVE SUITE 601 PHONE 206- 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 PETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS The new base loads are: Overturning Moment: 520.6k -ft Shear: 9.5 kips Axial: 13.9 kips Summaries of load vs. capacity percentages are as follows: Monopole stress / allowable stress: 50.0% I OK Anchor bolt stress / allowable stress: new base loads < original base loads I OK Base plate stress/ allowable stress: new base loads < original base loads I OK Foundation Overturning Passive Pressure Required / Pp Allowed: 43.2% I OK Fill calculation — coax area / monopole area @ 80': 8.4% < 50% I OK Please call with any questions or comments. Sincerely, Peterson Strehle Martinson, Inc. 72 Robert Kulapaditharom Attachments: 1. Current monopole analysis calculations 2. Original monopole calculations and information 3. Geotechnical report 4. Appurtenance information 2200 SIXTH AVE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 + Y P ETERSON JTREHLE l"IARTINSON, INC. CONSULTING ENGINEERS Attachment 1 Monopole Analysis Calculations 2200 SIXTH AVENUE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 � !Y PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaffle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave. Suite 601, Seattle, WA 98121 SUBJECT: Average Property Values Office (206) 622 -4580 / Fax (206) 622-0422 SITE: Pfaffle PR72 In • ut Data: Number of sides, n 12 (for pole property calculation) Number of sides, n' 12 (8,12,16 only - Allowable stress calculation per EIA -TIA 222F) Yield strength of steel, ft 50 ksi MONOPOLE SECTION DATA (EIA TIA 222 -F) Pole elev. Diameter Wall Calculated values Member average values Ratio Allowed heights across flat thickness Area Mom trier Section M Area Mom Iner Section M. w / t Stress (ft) (In) (in) (in`) I (in') I (in') ow) - (in') I (in') (ksi) 0 36.21 0.313 36.1 5949.6 317.4 35.5 5684.5 307.8 31.05 30.00 5 35.11 0.313 35.0 5419.3 298.2 34.4 5170.4 288.9 30.10 30.00 10 34.01 0.313 33.9 4921.5 279.6 33.3 4688.3 270.5 29.16 30.00 15 32.91 0.313 32.8 4455.1 261.5 32.2 4237.1 252.8 28.22 30.00 20 31.81 0.313 31.6 4019.2 244.1 32.0 4168.2 250.1 27.28 30.00 20.1 32.57 0.313 32.4 4317.2 256.1 31.9 4125.3 248.3 27.93 30.00 24.58 31.58 0.313 31.4 3933.4 240.6 28.3 3549.1 217.1 27.08 30.00 24.59 31.58 0.250 25.2 3164.9 193.6 24.7 2991.3 186.3 33.85 30.00 30 30.39 0.250 24.2 2817.7 179.1 23.8 2669.1 172.7 32.57 30.00 35 29.29 0.250 23.3 2520.4 166.2 22.9 2375.9 159.7 31.40 30.00 40.25 28.14 0.250 22.4 2231.5 153.2 22.7 2306.7 156.6 30.16 30.00 40.26 28.75 0.250 22.9 2381.9 160.1 22.5 2255.9 154.3 30.81 30.00 45 27.71 0.250 22.1 2129.9 148.5 21.6 2007.0 142.6 29.70 30.00 50 26.61 0.250 21.2 1884.0 136.8 20.7 1771.0 131.2 28.52 30.00 55 25.51 0.250 20.3 1657.9 125.6 19.9 1554.2 120.2 27.34 30.00 60 24.41 0.250 19.4 1450.6 114.8 19.0 1355.9 109.7 26.16 30.00 65 23.31 0.250 18.5 1261.3 104.5 18.1 1175.3 99.7 24.98 30.00 70 22.21 0.250 17.7 1089.3 94.8 17.2 1011.5 90.1 23.80 30.00 75 21.11 0.250 16.8 933.7 85.5 16.3 863.6 81.0 22.62 30.00 80 20.01 0.250 15.9 793.6 76.6 21.44 30.00 PETERSON STREHLE MARTINSON, INC. Monopole Section Properties Page 1 e 4it PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfatlle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave Suite 601 Seattle, WA 08121 SUBJECT: EIMIA - 222F Wind forces for monopoles Office (206) 622 -4580 / Fax (206) 622-0422 SITE: Pfaffle PR72 Input Data: Basic wind velocity, V 80 mph Pole number of sides, N, 12 (8,12, 16 or 0 =round) Gust Factor, GH 1.69 Average Diameter, Dp 28.1086 in Ice build -up 0.5 in Overload factor, OLF 1.10 Manuf multiplier 1.0 MONOPOLE FORCE CALCULATIONS Pole elev. Diameter Wall Exposure Velocity Pole veloc Force Pole Ice Total Load Load Heights across flat thickness Coeff. Pressure Coeff. Coeff. Weight Weight Weight Case 1 Case 2 (ft) (in) (In) K gz(psf) C CF (Ibs) (Ibs) (Ibs) Wind (k/ft) Wind (k/ft) 0.0 36.2 0.3 1.0 16.4 187.4 1.03 0.0 0.0 0.0 0.085 0.065 5.0 35.1 0.3 1.0 16.4 187.4 1.03 664.7 113.0 777.8 ' 0.082 0.063 10.0 34.0 0.3 1.0 16.4 187.4 1.03 644.0 ' 109.6 753.6 0.080 0.061 15.0 32.9 0.3 1.0 16.4 187.4 1.03 623.3 106.2 729.5 0.077 0.059 20.0 31.8 0.3 1.0 16.4 187.4 1.03 602.7 102.7 705.4 0.077 0.059 20.1 32.6 0.3 1.0 16.4 187.4 1.03 12.0 : 2.0 14.0 0.076 0.059 24.6 31.6 0.3 1.0 16.4 187.4 _ 1.03 535.2 91.2 626.5 0.075 0.058 24.6 31.6 0.3 1.0 16.4 187.4 1.03 1.1 0.2 1.3 0.074 0.057 30.0 30.4 0.3 1.0 16.4 187.4 1.03 500.3 106.5 606.8 0.072 0.055 35.0 29.3 0.3 1.0 16.7 189.0 1.03 445.2 94.9 540.0 0.071 0.055 40.3 28.1 0.3 1.1 17.3 192.8 1.03 449.6 _ 95.9 545.5 0.072 0.056 • 40.3 28.8 0.3 1.1 . 17.3 192.8 1.03 0.8 0.2 1.0 0.072 0.056 45.0 27.7 0.3 1.1 17.9 195.9 1.03 399.0 85.1 484.2 0.072 0.056 50.0 26.6 0.3 1.1 18.4 198.9 1.03 404.8 86.5 491.3 0.071 0.055 55.0 25.5 0.3 1.2 19.0 201.6 1.03 388.2 83.0 471.3 0.069 0.054 60.0 24.4 0.3 1.2 19.4 204.1 1.03 371.7 T 79.6 451.3 0.068 0.053 65.0 23.3 0.3 1.2 19.9 206.4 1.03 355.2 76.1 431.3 0.066 0.052 70.0 22.2 0.3 1.2 20.3 208.6 1.03 338.6 72.7 411.3 0.064 0.051 75.0 21.1 0.3 1.3 20.7 210.7 1.03 322.1 69.3 391.3 0.062 0.049 80.0 20.0 0.3 1.3 21.1 212.7 1.03 305.5 65.8 371.3 0.015 0.013 PETERSON STREHLE MARTINSON, INC. EIA -TIA Pole Loads Page 2 • r PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Prattle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave Suite 601 Seattle, WA 98121 SUBJECT: Discrete Appurtenances Office (206) 622 -4580 / Fax (206) 622-0422 SITE: Pfeifle PR72 1. These computations comply with EIA/TIA -222 -F 2. The reduction factor is to account for the drafting effect of appurtenances attached in the same horizontal plane 3. K, and q as per EIA/TIA -222 -F section 2.3.3 4. Ca is as per table 3 pg. 8 of EIA/TIA -222 -F 5. Load combo's as per EIA/TIA -222 -F section 2.3.16 - pg. 9 6. EPA as provided by Manufacturer. APPURTENANCES: Wind speed 80 mph Tower total height, h N/A ft Is this a Tower / Monopole (T / M)7 M Overload factor, OLF 1.00 Factor GH 1.69 Discrete Appurtenance Applied Force Computations: <Without ice> <With Ice > - 2 4 - - <Without Ice > <With Ice > Elevation Area Weight Area Weight. Reduction Ca Qty Cartier Ks q :' I 1 DESCRIPTION _ (ft) (ft`) (Ibs) (ft`) (lbs) Factor (psf) _ -- ►(kips) ♦ _ (kips) • (4) ALP 9212 -N 80 3.90 26.7 6.38 69.3 1.00 1.00 4 Clnqular 1.288 21.101 0.556 0.107 0.683 0.277 (2) Kathrein AP14- 850/0650 80 L, 6.65 19.8 , 7.26 , 55.6 1.00 1.00 2 Clnqular 1.288 21.101 0.474 0.040 0.388 0.111 (2) Kathrein 742 -265 80 5.46 52.9 6.07 93.2 1.00 _ 1.41 2 Cingular 1.288 21.101 0.550 0.106 0.459 0.186 (1) 13.42' Platform w/ rails 80 35.85 2500.0 40.46 3500.0 1.00 1.00 1 Cingular 1.288 21.101 1.278 2.500 1.082 3.500 (4) Kathrein 800 -10121 80 5.58 44.1 6.04 74.7 1.00 1.00 4 Cingular 1.288 21.101 0.796 0.176 0.646 0.299 3.655 2.929 3.258 4.374 SUMS PETERSON STREHLE MARTINSON, INC. Discrete Appurtenances Page 3 a • PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfeifle Consulting Engineers DATE Jun 10, 2005 BY: rsk 2200 6th Ave Suite 601 Seattle, WA 98121 SUBJECT: Linear Appurtenances Properties Office (206) 622 -4580 / Fax (206) 622-0422 STE: Pfaffle PR72 LINEAR APPURTENANCES PROPERTIES INPUT: Bottom Top Bottom Round Quantity Quantity Diameter Thlclaress Quantity Elevation Elevation O T �� p Carrier or Flat (f) CA Inside outside or width If flat Weight Exposed DESCRIPTION (ft) (ft) (ft) _(ft) Pole Dole M) (m) On to wind Unear Appurtenance I (24) 7/8' coax 0 80 0 0 angular r 1.2 24 0 1.17 - 0.36 0 Unear Appurtenance 2 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 3 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 4 0 , 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 5 0 0• 0 0 - r 0 0 0 - 0 - 0 0 Linear Appurtenance 6 - 0 0 0 0 - r 0 0 0 0 - 0 0 Unear Appurtenance 7 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 8 - 0 0 0 0 - r 0 0 0 0 - 0 0 Linear Appurtenance 9 - , 0 0 0 0 - r - 0 0 . 0 0 - 0 0 Linear Appurtenance 10 0. 0 0 0 - r 0 0 0 0 - 0 0 PETERSON STREHLE MARTINSON, INC. Linear Appurtenances Properties Page 4 ti 1. PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaftle Consulting Engineers DATE: Jim 10, 2005 BY: rsk 2200 6th Ave Suite 601 Seattle, WA 98121 SUBJECT: Linear Appurtenances Forces Office (206) 622 -4580 / Fax (206) 622 -0422 SITE: Pfaflle PR72 1. These computations comply with EIAITIA -222 -F 2. Kz and qz as per EIA/TIA -222 -F section 2.3.3 3. Ca Is as per table 3 pg. 8 of EIA/TIA -222 -F 4. Load combo's as per EIA/TIA -222 -F section 2.3.16 - pg. 9 Input Data: Factor G„ 1.69 Depth of ice: 0.5 In Wind velocity: 80 mph LINEAR APPURTENANCE APPLIED FORCES CALCULATIONS Segment s egment Length Length wind S egment wind Exposure Velocity ear Apps. I I I I Ice Total Load Load elevation App.1. App. 2 Area App. 1 Area App. 2 Coeff. Pressure Weight Weight Weight Case 1 Case 2 (ft) (ft) 'Segment (ft) 'Segment left (s K , VCCPO (Ibs) (%s) Ms) Wind(WD) Wind MP) 0.0 2.5 0.0 0.0 0.0 1.0 16.4 21.6 0.0 21.6 0.00 0.00 5.0 5.0 0.0 0.0 0.0 1.0 16.4 43.2 0.0 43.2 0.00 0.00 10.0 5.0 0.0 0.0 0.0 1.0 16.4 43.2 0.0 43.2 0.00 0.00 15.0 5.0 0.0 0.0 0.0 1.0 16.4 43.2 0.0 43.2 0.00 0.00 20.0 2.6 0.0 0.0 0.0 1.0 16.4 22.0 0.0 22.0 0.00 0.00 20.1 2.3 0.0 0.0 0.0 1.0 16.4 19.8 0.0 19.8 0.00 0.00 24.6 2.2 0.0 0.0 0.0 1.0 16.4 19.4 0.0 19.4 0.00 0.00 24.6 2.7 0.0 0.0 0.0 1.0 16.4 23.4 0.0 23.4 0.00 0.00 30.0 5.2 0.0 0.0 0.0 1.0 16.4 45.0 0.0 45.0 0.00 0.00 35.0 5.1 0.0 0.0 0.0 1.0 16.7 44.3 0.0 44.3 0.00 0.00 40.3 2.6 0.0 0.0 0.0 1.1 17.3 22.7 0.0 22.7 0.00 0.00 40.3 2.4 0.0 0.0 0.0 1.1 17.3 20.5 0.0 20.5 0.00 0.00 45.0 4.9 0.0 0.0 0.0 1.1 17.9 42.1 0.0 42.1 0.00 0.00 50.0 5.0 0.0 0.0 0.0 1.1 18.4 43.2 0.0 43.2 0.00 0.00 55.0 5.0 0.0 0.0 0.0 1.2 19.0 43.2 0.0 43.2 0.00 0.00 60.0 5.0 0.0 0.0 0.0 1.2 19.4 43.2 0.0 43.2 0.00 0.00 65.0 5.0 0.0 0.0 0.0 1.2 19.9 43.2 0.0 43.2 0.00 0.00 70.0 5.0 0.0 0.0 0.0 1.2 20.3 43.2 0.0 43.2 0.00 0.00 75.0 .5.0 0.0 0.0 0.0 1.3 20.7 43.2 0.0 43.2 0.00 0.00 80.0 2.5 0.0 0.0 0.0 1.3 21.1 21.6 0.0 21.6 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 . 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 - - - - 0 0 - 0 0.00 0.00 PETERSON STREHLE MARTINSON, INC. Linear Appurtenances Forces Page 5 " PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaffle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 8th Ave Suite 601 Seattle, WA 98121 SUBJECT: Pole Stress Ratios - Load Case 1 RESULTS SUMMARY Office (206) 622-4580 / Fax (206) 622-0422 SrTE: Pfeifle PR72 Maximum Stress ratio = 0.500 OK 50mph WInd Tlp Sway a 0.628 OK MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 1 100% WIND + O" ICE Segment Section Section - Section Appurtenance Loads Axial Shear Bending Deflection Secondary Total Bending Axial Combined Allowed Actual / Pole Tip Elevation Area Mod Wt Horiz. Vert Force Force Moment d Moment Moment (f (f,) (F„.J Stress Allowable Sway (ft) (In`) (le) (lb) (kips) 1 (kips) (kips) _ (kips) _ (k -ft) (In) _ (k -ft) (k -ft) (ksl) _ (ksi) _ (ksi) (ksl) Stress Ratio (deg) 0 36.1 317.4 0 0.022 10.98 9.46 513.9 0.000 6.7 520.6 19.68 0.30 19.98 40.00 0.500 0.0 5 35.0 298.2 665 0.043 10.30 9.03 467.6 0.062 6.7 474.3 19.09 0.29 19.38 40.00 0.485 0.1 10 33.9 279.6 644 0.043 9.61 8.62 423.5 0.248 6.7 430.2 18.47 0.28 18.75 40.00 0.469 0.2 15 32.8 261.5 623 0.043 8.94 8.23 381.4 0.555 6.7 388.1 17.81 0.27 18.08 40.00 0.452 0.4 20 31.6 244.1 603 0.022 8.30 7.84 341.2 0.984 6.7 347.9 17.10 0.26 17.36 40.00 , 0.434 0.5 20.1 32.4 256.1 12 0.020 8.26 7.83 340.4 0.993 6.6 347.0 16.26 0.25 16.52 40.00 0.413 0.5 24.58 31.4 240.6 535 0.019 7.71 7.49 306.1 1.478 6.6 312.7 15.60 0.25 15.84 40.00 0.396 0.6 24.59 25.2 193.6 1 0.023 7.69 7.49 306.0 1.480 6.5 312.6 19.37 0.31 , 19.68 40.00 0.492 0.6 30 24.2 179.1 500 0.045 7.16 7.09 266.6 2.199 6.5 273.1 18.30 0.30 , 18.59 40.00 0.465 0.7 35 23.3 166.2 445 0.044 6.67 6.73 232.0 3.003 6.4 238.5 17.21 0.29 17.50 40.00 0.438 0.9 40.25 22.4 153.2 450 0.023 6.18 6.36 197.6 3.987 6.3 204.0 15.97 0.28 16.25 40.00 0.406 1.0 40.26 22.9 160.1 1 0.021 6.16 6.36 197.6 3.989 6.2 203.7 15.27 0.27 15.54 40.00 0.389 1.0 45 22.1 148.5 399 0.042 5.74 6.02 168.2 4.991 6.1 174.4 14.09 0.26 14.35 40.00 , 0.359 1.1 50 21.2 136.8 405 0.043 5.29 , 5.66 139.0 6.157 6.0 145.0 12.72 0.25 12.97 40.00 0.324 1.2 55 20.3 125.6 388 0.043 4.86 5.31 111.6 7.426 5.7 117.3 11.21 0.24 11.45 40.00 . , 0.286 _ 1.3 60 19.4 114.8 372 0.043 4.44 4.96 85.9 8.789 5.5 91.4 9.55 0.23 9.78 40.00 0.245 1.4 65 18.5 104.5 355 0.043 4.05 4.62 62.0 10.235 5.2 67.1 7.71 , 0.22 7.92 40.00 0.198 1.5 70 17.7 94.8 339 0.043 3.66 4.29 39.7 11.749 4.8 44.5 5.64 0.21 5.85 40.00 0.146 1.6 75 16.8 85.5 322 0.043 3.30 3.97 19.1 13.313 4.4 23.5 3.30 0.20 3.50 40.00 0.087 1.6 80 15.9 76.6 306 3.655 2.950 2.95 3.66 ' 14.905 4.0 4.0 0.63 0.19 0.82 40.00 0.020 1.6 PETERSON STREHLE MARTINSON, INC. Load Case 1 Page 6 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaftle Consulting Engineers DATE: Jun 10, 2005 BY: rak 2200 8th Ave Suite 801 Seattle, WA 98121 SUBJECT: Pole Stress Ratios - Load Case 2 Office (206) 622-4580 / Fax (206) 622 -0422 SITE: Pfaflle PR72 RESULTS SUMMARY Maximum Stress ratio= 0.428 OK MONOPOLE STRESS AND SWAY CALCULATIONS: LOAD CASE 2 75% WIND + 1/2" ICE Segment Section Section Section Appurtenance Loads Axial ` Shear ` Bending Deflection Secondary Total Bending Axial Combined Allowed Actual 1 Elevation Area Mod Wt Horiz Vert. Force Force Moment d Moment Moment (f (f,) (F,,,) Stress Allowable Sway (ft) (in`) (in) (lb) (kips) I (kips) _ (kips) _ (kips) _ (k -ft) (In) (k -ft) (k-ft) (ksl) _ (ksl) (ksl) (ksl) Stress Ratio (deg) 0 36.1 317.4 0 0.022 ' 13.87 7.77 433.3 0.000 7.8 441.1 16.67 0.38 17.06 39.90 0.428 0.0 5 35.0 298.2 778 0.043 13.07 7.44 395.3 0.053 7.8 403.0 16.22 0.37 16.59 39.90 0.416 0.1 10 33.9 279.6 754 0.043 12.27 7.12 358.9 0.209 7.8 366.6 15.74 0.36 16.10 39.90 0.404 0.2 15 32.8 261.5 730 0.043 ' 11.50 6.81 324.0 0.469 7.7 331.8 15.22 0.35 15.58 39.90 0.390 0.3 20 31.6 244.1 705 0.022 10.75 6.52 290.7 0.832 7.7 298.4 14.67 0.34 15.01 , 39.90 0.376 , 0.4 20.1 32.4 256.1 14 0.020 10.72 6.51 290.1 0.840 7.7 297.7 13.95 0.33 14.28 39.90 , 0.358 0.4 24.58 31.4 240.6 626 0.019 10.07 6.25 261.5 1.252 7.7 269.1 13.42 0.32 13.74 39.90 0.344 , 0.5 24.59 25.2 193.6 1 0.023 10.05 6.25 261.4 1.253 7.6 269.0 16.67 0.40 17.07 39.90 0.428 _ 0.5 30 24.2 179.1 607 0.045 9.42 5.94 228.5 1.864 7.6 236.0 15.81 0.39 16.20 39.90 0.406 0.6 35 23.3 166.2 540 0.044 8.83 5.66 ' 199.5 2.548 7.5 206.9 14.94 0.38 15.32 39.90 0.384 0.8 40.25 22.4 153.2 546 0.023 8.24 5.37 170.5 3.385 7.4 177.9 13.93 0.37 14.30 39.90 0.358 0.9 40.26 22.9 160.1 1 0.021 8.22 5.37 170.4 3.387 7.2 177.6 13.32 0.36 13.68 39.90 0.343 0.9 45 22.1 148.5 484 0.042 7.72 5.11 145.6 4.242 7.2 152.8 12.35 0.35 12.70 39.90 0.318 , 1.0 50 21.2 136.8 491 0.043 7.18 4.83 120.8 5.238 7.0 127.8 11.21 0.34 11.55 39.90 0.289 1.1 55 20.3 125.6 471 0.043 6.67 4.55 ' 97.3 6.323 6.8 104.1 9.95 0.33 10.28 39.90 0.258 1.2 60 19.4 114.8 451 0.043 6.17 4.28 75.2 7.491 6.5 81.7 8.54 , 0.32 8.86 39.90 0.222 1.2 65 18.5 104.5 431 0.043 5.70 4.02 54.5 8.731 6.2 60.7 6.97 0.31 7.27 39.90 0.182 1.3 - 70 17.7 94.8 411 0.043 5.24 3.76 - 35.1 10.030 5.9 40.9 5.18 ' 0.30 5.48 39.90 0.137 1.4 75 16.8 85.5 391 0.043 4.81 3.50 16.9 11.374 5.5 22.4 3.14 0.29 3.43 39.90 0.086 1.4 80 15.9 76.6 ' 371 3.258 4.395 4.40 3.26 0 12.743 5.1 5.1 0.79 0.28 1.07 39.90 0.027 1.4 PETERSON STREHLE MARTINSON, INC. Load Case 2 Page 7 PETERSON STREHLE MARTINSON, INC. JOB: CO5316 Pfaffle Consulting Engineers DATE: Jun 10, 2005 BY: rsk 2200 6th Ave Suite 601 Seattle, WA 98121 SUBJECT: Fill Calculations Office (206) 622-4580 / Fax (206) 622-0422 SrTE Pfattle PR72 Fill Calculations Elevation Area of fill Area OK / (ft) I (in2) inside Fill Calc Fail pole (In a ) 80 25.8 305.9 8.4% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK • 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK 0 25.8 1017.9 2.5% OK Maximum Fill: 8.4% Maximum Fill < 50 %, Amount of Coax O.K. PETERSON STREHLE MARTINSON, INC. Fill Calculation Page 8 ■ PETERSON STREHLE MARTiNSON, INC. JOB: CO5316 Plafne Consulting Engineers DATE: Jun 10.2005 BY: rsk 2200 Sixth Avenue, Suite 601 SUBJECT: Foundation Design Per IBC 2003 Seattle, Washington 98121 Office (206) 622.4580 / Fax (206) 622-0422 Start input Data: Table1804.2- ALLOWABLE FOUNDATION AND LATERAL PRESSURE Allowable Lateral Brg Class of Materials Foundation Depth Lateral Sliding Pressure below N.G Coefficient (psi) (psf/ft depth) (psf) "q all" "p "a 1. Massive Crystalline bedrock 12000 1200 0.7 - 2. Sedimentary and foliated rock 4000 400 0.35 - 3. Sandy Gravel and / or gravel GW & GP 3000 200 0.35 - 4. Sandy, silty, clayey sand, silty gravel 2000 150 025 and clayey gravel (SW,SP,SM,SC,GM,GC) - 5. Clay, sandy clay,silty clay and clayey 1500 100 - 130 silt (CL,ML,MH and CH) Applied Lateral force P 9460 lbs P Allowable lateral soil- bearing pressure p 412 psf I ft = 2 x pave, (acts over two pier diameters) Diameter of round post b 5.00 ft Depth of pier L 25.00 ft Dist from ground surface to point 'P" h 55.0 ft Trial depth, "d" "d 12.0 ft - but not greater than 12ft = Top soil layer discarded y 2.0 ft Computations As per IBC 2003 Section 1805.7.2.1 Nonconstralned a ="d '73 4 ft (top of soil I ----\ I S, = p "d" / 3 1648 psf 1 • A = (2.34 P) / (S, b) 2.686 • d = (A/2) [1 + (1+ (4.36 x h' / A)y` 14.332 ft } • REQUIRED DEPTH a 16.3 ft I Provided Embedment = or > Required depth. Pier O.K. for Lateral Load Maximum Moment In Pier y" distance to pivot point 2.2961165 ft M= maximum moment in Pier 553700.84 lb-ft "D J 553.7 kip ft Computations for Minimum Required Passive Pressure Trial Passive Pressure 89 psf / ft Use 2 x Trial Pp (over 2 pier diameters) 178 psf /ft a = "d "/3 4 ft S = re/3 712 psf i . A = (2.34 P) / (S, b) 6.218 d = (A/2) [1 + (1+ (4.36 x h" / A))A °b ) 23.009 ft b Required Depth using trial passive pressure= 25.0 ft Required Passive Pressure for provided depth= 89 psf / ft Required Passive Pressure - 43.2% Allowed Passive Pressure P ETERSON STREHLE t ARTINSON, INC. CONSULTING ENGINEERS Attachment 2 Original Calculations 2200 SIXTH AVENUE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 North American Pole Corporation Engineering and Sales office: 5650 North Riverside Drive, Suite. 104, Fort Worth, Texas 76137 P.O. Drawer 79350, Fort Worth, Texas 76179 -0350 Fabrication Plant: 1607 West Commerce Street, Bidg. #105, Dallas, Texas 75208 AT &T WIRELESS I PFAFFEL STREET SITE TIGARD, OR. 80' MONOPOLE NAPCO JOB NO. 96 -351 • NAPCO MONOPOLE SPECIFICATIONS NOMINAL POLE HEIGHT 80' -0' CUSOTMER: AT&T WIRELESS TOP OF STEEL ELEV. 84' -0" MARKET: TIGARD. OR BASIC SHAFT LENGTH 80' -0" P.O NUMBER: SITE NAME/# = PFAFFLE STREET NAPCO JOB #: 96 -351 DESIGN PER EIA/TIA -222 -E & SPRINT MONOPOLE SPECIFICATIONS © FOUNDATION DESIGN © FOUNDATION DRAWING © STRUCTURE DESIGN NAPCO P.E. STAMP OREGON DESIGN CONDITIONS 90 MPH WIND SPEED © 1/2" ICE © 3 DEG TWIST LIMIT © 3 DEG SWAY LIMIT • CONCURRENT FINISH © GALVANIZED • PAINT /GALVANIZED ANCHOR BOLTS / TEMPLATES CAGED X LOOSE EQUIPMENT TOP X LIGHTNING ROD 5' -0" X PLATFORM 12' REGULAR 12 ROTATABLE CANDELABRA I ROTATABLE 15 ANTENNAS (121 CELLWAVE PD102201.(3) CELLWAVE PD10041 COLLOCATE DISTANCE FROM TOP _ PLATFORM ROTATABLE CANDELABRA ROTATABLE ANTENNAS MW 1 DIST. FROM TOP MW I TYPE MW 2 DIST. FROM TOP MW 2 TYPE X ACCESS 1 DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET BUSS BAR 1 X, ACCESS 2 DIST. FROM BOTTOM SEE CUSTOMER SPEC SHEET ��1 PR R s % BUSS BAR 2 18789 P.E - X SAFTEY CLIMB KIT u /4 X HARNESS /BELT , , STEP CLIPS OREGON ' _ _g X GROUND PADS `e,„ t1. �, C. RO GROUND LEADS /RODS EXPIRES 12/3 • DD.* KDOLE PROGRAM VER. 91 •+•• NONLINEAR STEEL POLE ANALYSIS • 41.■ 96-351 AT &T, "80 FT MONOPOLE" 11] POLE HEIGHT : 80.00 FT. TOJNG'S MODULUS : 29000. KSI SHEAR MODULUS : 12000. KSI CROSt-SECTION SHAPE : 12 - S:DED --- VERTICAL COORDINATES OF JOINTS FROM THE TOP- - JOINT NO 1 2 (FT) .00 20.00 ---DOLE SECTION DATA- -- SECTION 1 2 3 X -COOK. a THE BOTT. (FT) 39.750 60.000 80.000 O.D. 8 THE TOP (IN) 20.000 27.215 30.803 0.D. 8 THE BOTT (IN) 28.745 32.568 36.211 SECTION LENGTH CFT) 39.750 20.250 20.000 SPLICE LENGTH (FT) .000 4.083 4.583 TOTAL SECTION LENGTH (FT) 39.750 24.333 24.583 PLATE THICKNESS (IN) .25000 .31250 .31250 MIN REQUIRED GRADE (KSI) GRSO GR50 GRS� cs GRADE USED (KSI) TAPER (IN /FT) .220000 .220000 .220000 TANGENT .009167 .009167 .009167 SECTION WEIGHT (LOS) 2627. 2464. 2794. TOTAL WEIGHT (LOS) 7885. -- -POLE SECTION PROPERTIES --- X (FT) O.C.(IN) T (IN) AREA (IN2) W/T Fa(65) Fa(50) Fa(36) .00 20.00 .2500 15.90 19.29 65.00 50.00 36.00 5.00 21.10 .2500 16.78 20.47 65.00 50.03 36.00 10.00 22.20 .2500 17.67 21.65 65.00 50.00 36.00 • 15.00 23.30 .2500 18.56 22.83 65.00 50.00 36.00 20.00 24.40 .2500 19.44 24.01 65.00 50.00 36.00 25.00 25.50 .2500 20.33 25.19 65.00 50.00 36.00 30.00 26.60 .2500 21.21 26.37 65.00 50.00 36.00 35.00 27.70 .2500 22.10 27.55 65.00 50.00 36.00 '°-:(1:1N3), OFF 39.75 28.75 .2500 22.94 28.67 65.00 50.00 36.00 N EEq Sj 39.75 28.11 .3125 27.97 22.28 65.00 50.00 36.00 W 18789 P.E. 44.75 29.21 .3125 29.08 23.23 65.00 50.00 36.00 r 49.75 30.31 .3125 30.19 24.17 65.00 50.00 36.00 i �. 54.75 31.41 .3125 31.25 25.11 65.00 50.00 36.00 A OREGON !{ 59.75 32.51 .3125 32.40 26.06 65.00 50.00 36.00 S Far 17 `99 60.00 31.81 .3125 31.70 25.45 65.00 50.00 36.00. `F 1 . R 0 ZOI' 65.00 32.91 .3125 32.80 26.40 65.00 50.00 36.00 70.00 34.01 .3125 33.91 27.34 65.00 50.00 36.00 EXPIRES 12/31/96 AM. 75.00 35.11 • .3125 35 02 28.28 65.00 50.00 36.00 80.00 36.21 .3125 36.12 29.23 65.00 50.00 36.00 RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WIND • 96 -351 AT &T, "80 FT MONOPOLE" (11 Pt.CE 2 DISTRIBUTED LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 on.. WIND PRESSURE IN Y-DIRECTION 41.40 PSI WIND PRESSURE IN 2- DIRECTION .00 PSF LOADS ON POLE -- FORCES,KIPS F•OMEN'S,F7 -Y1P5 JOINT x Y I X Y 2 1 3.220 12.012 .000 .00C .000 .000 RESU_T5 FROM NONLINEAR ANALYSIS FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEMENTS, IN X,F? X -AXIAL Y -SNEAR 2- SMEAR X- TORQ:IE Y- BENDING 2- BENDING KSI X Y 1 .00 2.335 12.215 .000 .000 .000 .000 -.1 1.051 39.291 .000 5.00 2.597 12.587 .000 .000 .000 - 61.997 -8.542 .892 34.931 .000 10.00 2.892 12.974 .000 .000 .000 - 125.891 - 15.521 .741 30.667 .000 ' 15.00 3.217 13.376 .000 .000 .000 - 191.758 - 21.374 .60 26.573 .000 20.03 3.569 13.793 .000 .000 .000 - 259.675 - 26.325 .476 ' 22.704 .003 20.00 3.569 13.793 .000 .000 .000 - 259.675 - 26.325 .4'6 22.704 .300 25.00 3.947 14.226 .000 .000 .000 - 329.716 - 30.544 .367 19.099 .000 30.00 4.349 14.673 .000 .000 .000 - 401.955 - 34.166 .2 15.788 .000 35.00 4.774 15.134 .000 .000 .000 - 475.466 - 37.297 .201 12.794 .000 39.75 5.199 15.586 .000 .00C .000 - 549.420 - 39.893 .144 10.256 .000 39.75 5.581 15.602 .000 .000 .000 - 549.420 - 33.619 .144 10.256 .000 44.75 6.125 16.086 .000 .000 .000 - 628.632 - 35.575 .098 7.894 .000 41111111. 49.75 6.694 16.584 .000 .000 .003 - 710.299 - 37.293 .062 5.832 .000 54.75 7.287 17.096 .000 .000 .000 - 794.493 - 38.803 .037 4.074 .000 59.75 7 903 17.622 .000 .000 .000 - 881.280 - 40.140 .019 2.620 .000 60.00 7.935 17.648 .000 .000 .000 - 885.689 - 40.203 .018 2.553 .000 60.00 8.421 17.659 .000 .000 .000 - 885.689 - 42.178 .018 2.555 .000 65.00 9.056 18.180 .000 .000 .000 - 975.79 - 43.351 .008 1.432 .000 70.00 9.716 18.714 .000 .000 .000 - 0067.506 - 44.394 .002 .634 .000 75.00 10.399 19.261 .000 .000• .000 - .162.437 - 45.325 .000 .158 .000 80.00 11.105 19.821 .000 .000 .000 - 1 263.135 - 46.162 .000 .000 .000 RESULTS FOR LOADING CASE 2 -- CASE 2. 78 MPN WINO W/ 1/2" ICE � �.0 P R Op G < E NGINE 4 sir, � 18789 P.E. O y DISTRIBLTED LOADS -- FACTOR FOR DEAD LOAD IN X-DIRECTION 1.003 ce - WItD PRESSURE IN Y- DIRECTION 3'.13 PSF 1/ T . ' v]ND PRESSURE IN 2-DIRECTION .00 PSF OREGON ; _ � LOADS OA POLE -- `� L T 17.A14 �, ROB FORCES,KIPS NOMENTS,FT -KI ?S JOINT x Y z x Y I EXPIRES 12/31/96 1 3.930 12.117 .000 • .000 _000 _000 RESULTS FROM NONLINEAR ANALYSIS A► FORCES,KIPS POMENTS,FT -KIPS STRESS, DISPLACEMEN15,It X,FT X - AXIAL Y - ShEAR Z-SHEAR K- TOPQUE Y - BENDING 2- BENDING KS! x Y .00 3.055 ;2.367 .000 .000 .000 .000 -.192 .950 68.151 .000 5.00 3.324 12.649 ,000 .000 .000 - 62.535 -8.658 .843 33.886 .000 10.00 3.627 12.941 .000 .000 .000 - 126.508 - 15.637 .698 29.71E .000 . • 96 -35: AT&T. "80 FT MONOPOLE" (11 PAGE 3 15.00 3.958 13.243 .000 .000 .000 - 191.966 - 21.437 .565 25.721 .000 4181A. 20.00 4.317 13.555 .000 .000 .000 - 259.958 - 26.291 .446 21.948 .000 20.00 4.3'7 13.555 .000 .000 .000 - 258.958 - 26.291 .446 21.948 .000 25.00 4.700 13.877 .000 .000 .000 - 327.533 - 30.380 .344 18.440 .000 30.00 5.106 14.208 .000 .000 .000 - 397.739 - 33.845 .257 15.223 .000 35.00 5.534 14.548 .000 .000 .000 - 469.626 - 36.799 .187 12.320 .000 39.75 5.960 14.881 .000 .000 .000 - 539.518 - 39.211 .134 9.864 .000 39.75 6.342 14.896 .000 .000 .000 - 539.518 - 33.044 .134 9.864 .000 44.75 6.886 15.254 .000 .000 .000 - 614.890 - 34.831 .091 7.583 .000 49.75 7.453 15.621 .000 .000 .000 - 692.072 - 36.367 .058 5.595 .000 54.75 8 043 15.997 .000 .000 .000 - 771.113 - 3'.692 .034 3.904 .000 59.'5 8.654 • 16.383 .000 .000 .000 - 852.059 - 38.841 .017 2.507 .000 60.03 8.686 16.402 .000 .000 .000 - 856.157 - 38.894 .01? 2.445 .000 60.00 9.172 • 16.412 .000 .000 .000 - 856.157 - 40.804 .017 2.445 .000 65.00 9.800 16.792 .000 .000 .000 - 939.'63 - 41.779 .007 1.369 .000 70.00 10.450 17.180 .000 .000 .000 - 1024.088 - 42.621 .002 .605 .000 75.03 11.122 17.577 .000 .000 .000 - 1110.977 - 43.352 .000 .15 .000 80.00 11.815 17.983 .000 .000 .000 - 1199.874 - 43.989 .000 .000 .000 RESULTS FOR LOADING CASE 3 -- CASE 3. 50 MPH WINO �� PRO, . 'N ENGINEE» 4 W 18769 P.E. v DISTR:9 TE: LOADS -- FACTOR FOR DEAD LOAD IN X- DIRECTION 1.000 V r- ' WINO PRESSURE IN Y-DIRECTION 12.75 PSF • , 0 WINO PRESSURE IN 2 DIRECTION .00 PSF 0 s OREGON 6 , ' OIL LOADS Oti POLE -- l e 0 �� r 1 7 . N9 % ' 1. Ros. PORCES,KIPS MOMENTS,fT -KIPS' • JOINT x Y z x Y Z EXPIRES 12/31 /96 . 3.220 3.707 .000 .000 .000 .000 RESULTS FROM NONLINEAR ANALYSIS • fORCES.KIPS I01&N15,FT STRESS, OISPLACEMENT5,IN X,FT X - AXIAL Y - SHEAR 2 - SHEAR X - TORQUE Y- BENDING 1-BENDING KSI X v 1 .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 5.00 3.412 3.893 .000 .000 .000 - 19.179 -2.798 .085 10.800 .000 10.00 3.705 4.013 .000 .000 .000 - 38.942 -4.960 .0 9.451 .000 15.00 4.015 4.136 .000 .000 .000 - 59.313 - 6.774 .057 8.215 .000 20.00 4.341 4.264 .000 .000 .000 - 80.313 -8.308 .045 7.018 .000 20.00 4.341 4.264 .000 .000 .000 - 80.313 -8.308 .045 7.018 .000 25.00 4.683 4.397 .000 .00C .000 - 101.964 -9.616 .035 5.903 .000 30.00 5.041 4.534 .000 .000 .000 - 124.290 -10.739 .026 4.879 .04C 35.00 5.415 4.675 .000 .000 .000 - 147.312 - 1 .019 3.954 000 39.75 5.785 4.814 .000 .000 .000 - 169.848 - 12.5 .014 3.169 000 39.75 6.167 4.819 .000 .000 .000 - 169.848 - 10.552 .014 3.169 .000 44.75 6.658 4.968 .003 .000 .000 - 194.312 - 11.161 .009 2.439 .000 49.75 7.169 5.121 .00C .000 .000 - 219.531 - 11.695 .006 1.802 .000 54.75 7.698 5.278 .000 .000 .000 - 245.526 - 12.165 .003 1.259 .000 59.75 8.247 5.440 .000 .000 .000 - 272.319 - 12.583 .007 .8C9 .00" am. 60.00 8.275 5.448 .000 .000 .000 - 273.680 - 12.602 .002 .789 .003 60.00 8.762 5.451 .000 .000 .000 - 273.680 - 13.227 .002 .7E9 .007 65.00 9.318 5.612 .000 .000 .000 - 301.336 - 13.593 .001 .442 .000 70.00 9.895 5.776 .000 .000 .000 - 329.803 - 13.919 .000 .196 .000 75.00 10.490 5.945 .00C .000 .000 - 359.104 - 14.210 .000 .049 .303 80.00 11.105 6.118 .000 .000 ' .000 - 389.258 - 14.472 .000 .000 .000 96 -35 AT8T, "80 FT MONOPOLE" 111 PAGE 4 r1■ SUMMARY OF RESULTS AT TOP AND BOTTOM OF POLE FCRCES,KIPS MOMENTS,FT-KIPS STRESS, DISPLACEMEw'S,1N X,FT X -AXIAL Y -SHEAR Z -SHEAR X- TORQUE Y- BENDING Z- BENDING KS! X Y I RESULTS FOR LOADING CASE 1 -- CASE 1. 90 MPH WINC .00 2.335 12.215 .000 .000 .000 .000 -.147 1.051 39.291 .000 80.00 11.105 19.821 .000 .000 .000 -1260.135 - 46.162 .000 .000 .00O RESULTS FOR LORDING CASE 2 -- CASE 2. 78 MPH WINC V/ 1/2' ICE .00 3.055 12.367 .000 .000 .00C .000 -.192 .995 38.151 .000 80.00 11.815 17.983 .000 .000 .000 -1199.874 -43.989 .000 .000 .000 RESULTS FOR LOADING CASE 3 -- CASE 3. 50 MPH WIND .00 3.136 3.779 .000 .000 .000 .000 -.197 .100 12.148 .000 80.00 11.105 6.118 .000 .000 .000 - 389.258 - 14.472 .000 .000 .00O STRESS ENVELOPE FOR .ANALYSIS OF 80.00 FT. TALL STRUCTURE -- X AT SECTION. »T STRESS,KSI LOAD CASE NUMBER RATIO(65) RATIO(50) RATIO(36) MIN RECD SECT .00 -.20 3 0.00 0.00 0.01 GR50 1 5.00 -8 2 0.13 0.17 0.24 GR50 1 10.00 -15.64 2 0.24 0.31 0.43 GR50 1 15.00 -21.44 2 0.33 0.43 0.60 GR50 20.00 - 26.33 1 0.41 0.53 0.73 GR50 1 In.. 20 -26.33 1 0.4' 0.53 0.73 GRSC 25.00 -30.54 1 0.47 0.61 0.85 GR50 30.00 - 34.17 1 0.53 0.68 0.95 GR50 , 35.00 -37.30 1 0.57 0.75 1.34 GR50 1 39.75 -39.89 1 0.6' 0.80 1.11 GR50 1 39.75 -33.62 1 0.52 0.67 0.93 GR50 2 44.75 - 35.58 1 0.55 0.71 0.99 GR50 2 49.75 -37.29 1 0.57 ' 0.75 1.04 GR50 2 54.75 -38.80 1 0.60 0.78 1.08 GR50 2 59.75 -40.14 1 0.62 0.80 1.12 ' GR50 2 60.00 -40.20 1 0.62 0.80 1.12 5050 2 60.00 -42.18 1 0.65 0.84 1.17 GR50 3 65.00 -43.35 1 0.67 0.67 1.20 GR50 3 70.00 -44.39 1 0.68 0.89 1.23 GR50 3 7 5.00 -45.32 1 0.70 0.91 1.26 GR50 3 80.00 -46.16 1 0.71 0.92 1.28 GR50 3 PR, ( t P iT \ "" r IMP i 0 GON I `9G or s� Pf 17• % �� E� Z. RO8' EXPIRES 12/31/96 DESIGN : B[1' BOTT. DID.: 36.21 ' A ba = 0.0 MZ = 1260.1 V = 11.1 12 SIDED POLYGON DIST. BETWEEN BOLTS = 16.89 R = 21. XI = 1849.0 ZI = 1849.0 BOLT # Rx Rz P e bl b2 b STRESS 1 21.50 0.00 177.22 3.39 14.55 10.29 10.29 46.20 2 15.20 15.20 125.72 2.76 14.55 9.01 9.01 30.38 3 0.00 21.50 1.39 3.39 14.55 10.29 10.29 0.36 Pmax= 177.22 STRESS max = 46.20 8 -18J * 10 -0 A.B'S. x 50 GRADE 75 PL 2.25 * 49 * 4 - 1 SPACED ON 43 IN. BC 4 LL 15789 P.E. ' 11? !■ OREGON 1 _ 9� ''T. 17. %(S � C. R Og tc : EXPIRES 12/31/96 ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * PROGRAM LPILE 4.0 for DOS * * (C) COPYRIGHT ENSOFT, INC.. 1995 * ALL RIGHTS RESERVED * * * * * * Prepared for: * * * * LEO ROBERTS, P.E. * RT. 3, BOX 663 * * OWASSO, OK 74055 * License No. 804- 061296 * * * * Program to be used only by Licensee * Duplication permitted only for backup copy * * ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROGRAM LPILE Version 4.0 (C) COPYRIGHT 1986, 1987, 1989, 1993 ENSOFT. INC. ALL RIGHTS RESERVED TIGARD OR 80FT POLE 5FT X 25FT SHAFT 2 STRATA UNITS -- ENGLISH UNITS I N P U T I N F O R M A T I O N ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PROF Crd, THE LOADING I S CYCLIC cU 18789 P.E. NO. OF CYCLES = .10D +02 Ce ON PILE GEOMETRY AND PROPERTIES lF 0 t. Ro%go EXPIRES 12/31/96 PILE LENGTH = 300.00 IN 2 POINTS X DIAMETER MOMENT OF AREA MODULUS OF INERTIA ELASTICITY IN IN IN * *4 IN * *2 LBS /IN * *2 .00 60.000 .636D +06 .283D +04 .311D +07 300.00 60.000 .636D +06 .283D +04 .311D +07 SOILS INFORMATION X AT THE GROUND SURFACE _ .00 IN SLOPE AT THE GROUND SURFACE _ .00 DEG. 2 LAYER(S) OF SOIL LAYER 1 THE LAYER IS A SILT X AT THE TOP OF THE LAYER = .00 IN X AT THE BOTTOM OF THE LAYER = 264.00 IN MODULUS OF SUBGRADE REACTION = .200D +03 LBS /IN * *3 LAYER 2 THE SOIL IS A SAND - P -Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER . = 264.00 IN X AT THE BOTTOM OF THE LAYER = 300.00 IN MODULUS OF SUBGRADE REACTION = .750D +02 LBS /IN * *3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH 4 POINTS X,IN WEIGHT,LBS /IN * *3 .00 .64D -01 264.00 .64D -01 264.00 .66D -01 300.00 .66D -01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH 4 POINTS X,IN C.LBS /IN * *2 PHI,DEGREES E50 .00 .690D +01 30.000 .150D -01 264.00 .690D +01 30.000 .150D -01 264.00 .000D +00 .340D +02 300.00 .000D +00 .340D +02 A51% PROFE /o 18789 P.E BOUNDARY AND LOADING CONDITIONS v d cr , 011 \ OREGON t o 9 . ` LOADING NUMBER 1 ! Fpl " �9a `" FO C. ROO BOUNDARY - CONDITION CODE = 1 XPIRES 12/31/96 LATERAL LOAD AT THE PILE HEAD = .196D +05 LB MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD = .118D +05 LBS FINITE - DIFFERENCE PARAMETERS NUMBER OF PILE INCREMENTS = 100 DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE = .100D -03 IN MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS = 100 MAXIMUM ALLOWABLE DEFLECTION = .10D +03 IN OUTPUT CODES KOUTPT = 1 KPYOP = 1 INC = 1 DEPTH DIAM PHI GAMMA AVG A B PCT PCD IN IN LBS /IN * *3 300.00 60.00 34.0 .642D -01 .88 .55 .222D +05 .589D +05 Y P IN LBS /IN YK = .269D +00 . 000D +00 .000D +00 .833D -01 .202D +04 .167D +00 .403D +04 .250D +00 .605D +04 . 333D +00 .722D +04 .417D +00 .804D +04 . 500D +00 .877D +04 . 583D +00 .945D +04 .667D +00 .101D +05 .750D +00 .107D +05 . 833D +00 .112D +05 .917D +00 .117D +05 .100D +01 .122D +05 .225D +01 .196D +05 .623D +02 .196D +05 . 122D+03 , 196D +05 � R F O PR0p S .182D +03 .196D +05 C o VGINEfq trj 18789 P.E. O U T P U T I N FORMAT I O OREGON 1 Sc 1 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a T ».N° FC/ L ROBE - LOAD NUMBER 1 EXPIRES 12/31/96 BOUNDARY CONDITION CODE = 1 LATERAL LOAD AT THE PILE HEAD = .196D +05 LBS MOMENT AT THE PILE HEAD = .151D +08 IN -LBS AXIAL LOAD AT THE PILE HEAD = .118D +05 LBS X DEFLECTION MOMENT SHEAR SOIL TOTAL FLEXURAL • • REACTION STRESS RIGIDITY IN IN LBS -IN LBS LBS /IN LBS /IN * *2 LBS -IN * *2 * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** * * * * * * * * ** .00 .169D +00 .151D +08 .196D +05 .000D +00 .717D +03 .198D +13 3.00 .165D +00 .152D +08 .195D +05 - .987D +02 .720D +03 .198D +13 6.00 .160D +00 .152D +08 .190D +05 - .192D +03 .723D +03 .198D +13 9.00 .155D +00 .153D +08 .183D +05 - .279D +03 .725D +03 .198D +13 12.00 .150D +00 .153D +08 .173D +05 - .361D +03 .728D +03 .198D +13 15.00 .146D +00 .154D +08 .162D +05 - .438D +03 .730D +03 .1980 +13 18.00 .141D +00 .154D +08 .147D +05 - .509D +03 .733D +03 .198D +13 21.00 .137D +00 .155D +08 .131D +05 - .576D +03 .734D +03 .198D +13 24.00 .133D +00 .155D +08 .113D +05 - .637D +03 .736D +03 .198D +13 27.00 .128D +00 .156D +08 .929D +04 - .694D +03 .738D +03 .198D +13 30.00 .124D +00 .156D +08 .713D +04 - .746D +03 .739D +03 .198D +13 33.00 .120D +00 .156D +08 .482D +04 - .793D +03 .740D +03 .198D +13 36.00 .116D +00 .156D +08 .238D +04 - .836D +03 .740D +03 .198D +13 39.00 .112D +00 .156D +08 - .190D +03 - .875D +03 .740D +03 .198D +13 42.00 .108D +00 .156D +08 - .287D +04 - .909D +03 .740D +03 .198D +13 45.00 .104D +00 .156D +08 - .564D +04 - .940D +03 .740D +03 .198D +13 48.00 .101D +00 .156D +08 - .850D +04 - .966D +03 .739D +03 .198D +13 51.00 .969D -01 .155D +08 - .114D +05 - .989D +03 .737D +03 .198D +13 54.00 .933D -01 .155D +08 - .144D +05 - .101D +04 .735D +03 .198D +13 57.00 .898D -01 .155D +08 - .175D +05 - .102D +04 .733D +03 .198D +13 60.00 .863D -01 .154D +08 - .206D +05 - .104D +04 .730D +03 .198D +13 63.00 .829D -01 .153D +08 - .237D +05 - .104D +04 .727D +03 .198D +13 66.00 .795D -01 .153D +08 - .268D +05 - .105D +04 .724D +03 .198D +13 69.00 .762D -01 .152D +08 - .300D +05 - .105D +04 .720D +03 .198D +13 72.00 .730D -01 .151D +08 - .331D +05 - .105D +04 .715D +03 .198D +13 75.00 .699D -01 .150D +08 - .363D +05 - .105D +04 .710D+03 .198D +13 78.00 .668D -01 .149D +08 - .394D +05 - .104D +04 .705D +03 .198D +13 81.00 .638D -01 .147D +08 - .425D +05 - .103D +04 .699D +03 .198D +13 84.00 .609D -01 .146D +08 •- .456D +05 - .102D +04 .693D +03 .198D +13 87.00 .580D -01 .145D +08 - .487D +05 - .101D +04 .686D +03 .198D +13 90.00 .552D -01 .143D +08 - .517D +05 - .994D +03 .679D +03 .198D +13 93.00 .525D -01 .142D +08 - .546D +05 - .976D +03 .672D +03 .198D +13 96.00 .498D -01 .140D +08 - .575D +05 - .957D +03 .664D +03 .198D +13 99.00 .472D -01 .138D +08 - .604D +05 - .935D +03 .655D +03 .198D +13 102.00 .447D -01 .136D +08 - .631D +05 - .911D +03 .647D +03 .198D +13 105.00 .422D -01 .134D +08 - .658D +05 - .886D +03 .638D +03 .198D +13 108.00 .398D -01 .132D +08 - .684D +05 - .859D +03 .628D +03 .198D +13 111.00 .374D -01 .130D +08 - .710D +05 - .830D +03 .618D +03 .198D +13 114.00 .351D -01 .128D +08 - .734D +05 - .800D +03 .608D +03 .198D +13 117.00 .329D -01 .126D +08 - .758D +05 - .769D +03 .597D +03 .198D +13 120.00 .307D -01 .123D +08 - .780D +05 - .736D +03 .587D +03 .198D +13 123.00 .285D -01 .121D +08 - .802D +05 - .702D +03 .575D +03 .198D +13 126.00 .265D -01 .119D +08 - .822D +05 - .667D +03 .564D +03 .198D +13 129.00 .244D -01 .116D +08 - .842D +05 - .630D +03 .552D +03 .198D +13 132.00 .225D -01 .114D +08 - .860D +05 - .593D +03 .540D +03 .198D +13 •135.00 .205D -01 .111D +08 - .877D +05 - .555D +03 .528D +03 .198D +13 138.00 .187D -01 .108D +08 - .893D +05 - .516D +03 .515D +03 .198D +13 141.00 .169D -01 .106D +08 - .908D +05 - .475D +03 .S'e' 198D +13 147.00 .134D -01 .100D +08 - .934D +05 - .393D +03 �l� 'n f9 cs s %'•8D +13 150.00 .117D -01 .973D +07 - .946D +05 - .351D +03 c 4.31 -E- . •':D +13 153.00 .101D -01 .945D +07 - .955D +05 - .308D +03 a OD+ s:i13 7 b E • 0 L . ROBE EXPIRES 12/31/96 156.00 .847D -02 .916D +07 - .964D +05 - .264D +03 .436D +03 .198D +13 159.00 .692D -02 .887D +07 - .971D +05 - .220D +03 .422D +03 .198D +13 162.00 .541D -02 .858D +07 - .977D +05 - .175D +0.3 .409D +03 .198D +13 165.00 .394D -02 .828D +07 - .982D +05 - .130D +03 .395D +03 .198D +13 168.00 .251D -02 .799D +07 - .985D +05 - .844D +02 .381D +03 .198D +13 171.00 .112D -02 .769D +07 - .987D +05 - .382D +02 .367D +03 .198D +13 174.00 - .244D -03 .739D +07 - .987D +05 .850D +01 .353D +03 .198D +13 177.00 - .157D -02 .710D +07 - .986D +05 .556D +02 .339D +03 .198D +13 180.00 -.286D-02 .680D +07 - .984D +05 .103D +03 .325D +03 .198D +13 183.00 - .413D -02 .651D +07 - .980D +05 .151D +03 .311D +03 .198D +13 186.00 - .536D -02 .621D +07 - .975D +05 .199D +03 .297D +03 .198D +13 189.00 - .657D -02 .592D +07 - .968D +05 .248D +03 .283D +03 .198D +13 192.00 - .775D -02 .563D +07 - .960D +05 .297D +03 .270D +03 .198D +13 195.00 - .890D -02 .535D +07 - .950D +05 .347D +03 .256D +03 .198D +13 198.00 - .100D -01 .506D +07 - .939D +05 .397D +03 .243D +03 .198D +13 201.00 - .111D -01 .478D +07 - .926D +05 .448D +03 .230D +03 .198D +13 204.00 - .122D -01 .451D +07 - .912D +05 .498D +03 .217D +03 .198D +13 207.00 - .133D -01 .424D +07 - .897D +05 .550D +03 .204D +03 .198D +13 210.00 - .143D -01 .397D +07 - .879D +05 .602D +03 .191D +03 .198D +13 213.00 - .153D -01 .371D +07 - .860D +05 .654D +03 .179D +03 .198D +13 216.00 - .164D -01 .345D +07 - .840D +05 .707D +03 .167D +03 .198D +13 219.00 - .174D -01 .320D +07 - .818D +05 .760D +03 .155D +03 .198D +13 222.00 - .183D -01 .296D +07 - .794D +05 .814D +03 .144D +03 .198D +13 225.00 - .193D -01 .273D +07 - %769D +05 .868D +03 .133D +03 .198D +13 228.00 - .202D -01 .250D +07 - .742D +05 .923D +03 .122D +03 .198D +13 231.00 - .212D -01 .228D +07 - .714D +05 .979D +03 .112D +03 .198D +13 234.00 - .221D -01 .207D +07 - .684D +05 .104D +04 .102D +03 .198D +13 237.00 - .230D -01 .187D +07 - .652D +05 .109D +04 .925D +02 .198D +13 240.00 - .240D -01 .168D +07 - .618D +05 .115D +04 .835D +02 .198D +13 243.00 - .249D -01 .150D +07 - .583D +05 .121D +04 .750D +02 .198D +13 246.00 - .258D -01 .133D +07 - .546D +05 .127D +04 .670D +02 .198D +13 249.00 - .267D -01 .117D +07 - .507D +05 .133D +04 .595D +02 .198D +13 252.00 - .275D -01 .103D +07 - .466D +05 .139D +04 .527D +02 .198D +13 255.00 - .284D -01 .895D +06 - .423D +05 .145D +04 .464D +02 .198D +13 258.00 - .293D -01 .774D +06 - .379D +05 .151D +04 .407D +02 .198D +13 261.00 - .302D -01 .667D +06 - .333D +05 .158D +04 .356D +02 .198D +13 264.00 - .310D -01 .575D +06 - .299D +05 .668D +03 .313D +02 .198D +13 267.00 - .319D -01 .488D +06 - .279D +05 ,694D +03 .272D +02 .198D +13 270.00 - .328D -01 .407D +06 - .257D +05 .720D +03 .234D +02 .198D +13 273.00 - .337D -01 .334D +06 - .235D +05 .746D +03 .199D +02 .198D +13 276.00 - .345D -01 .266D +06 - .213D +05 .773D +03 .167D +02 .198D +13 279.00 - .354D -01 .206D +06 - .189D +05 .800D +03 .139D +02 .198D +13 282.00 - .362D -01 .153D +06 - .165D +05 .828D +03 .114D +02 .198D +13 285.00 - .371D -01 .107D +06 - .139D +05 .856D +03 .924D +01 .198D +13 288.00 - .380D -01 .694D +05 - .113D +05 .885D +03 .745D +01 .198D +13 291.00 - .388D -01 .395D +05 - .862D +04 .913D +03 .604D +01 .198D +13 294.00 - .397D -01 .177D +05 - .583D +04 .943D +03 .501D +01 .198D +13 297.00 - .405D -01 .450D +04 - .296D +04 .972D +03 .439D +01 .198D +13 300.00 - .414D -01 .000D +00 .000D +00 .100D +04 .417D +01 .198D +13 ‹'3N PROFFs OUTPUT VERIFICATION c O ti 18789 P.E. y THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT Z77°, _ l F ° L. ROB-‘`'s EXPIRES 12/31/96 THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT = .308D -04 LBS OUTPUT SUMMARY . PILE -HEAD DEFLECTION = .169D +00 IN COMPUTED SLOPE AT PILE HEAD = .162D -02 MAXIMUM BENDING MOMENT = .156D +08 LBS -IN MAXIMUM SHEAR FORCE = - .987D +05 LBS NO. OF ITERATIONS = NO. OF ZERO DEFLECTION POINTS = 1 S U M M A R Y T A B L E * * * * * * * * * * * * * * * * * * * * * * * ** BOUNDARY BOUNDARY AXIAL PILE HEAD MAX. MAX. CONDITION CONDITION LOAD DEFLECTION MOMENT SHEAR BC1 BC2 LBS IN IN -LBS LBS .1960D +05 .1512D +08 .1180D +05 .1694D +00 .1561D +08 - .9873D +05 (// /liR0i1 45 .;\ \\ ��� s /o r c.1 18789 P.E. y — V / • OREGON i _f l ` SF�T. 11. ��'� , F p L Roa d' EXPIRES 12/31196 • . . • ANTENNAS TYPE ANTENNA ELEV. UNE • 80`-0' II----17-id, 0 MONOPOLE REACTIONS (3) CELWAVE P010041 80'-D 1 5/8' OVERTURN - 1260.1 FT-K SHEAR - 19.8K DOWN - 11.8K m z 0 — 44'- 4'— - t_ -- 27.22' 0 GENERAL NOTES: r. i 1. MONOPOLE 15 DESIGNED IN ACCORDANCE 1PRH 9. 222-E z — 4 0 . 3 - FOR 90 MPH. WIND A T E L 33' W -1 7' RADIAL Z . • -y+L 28.75 0 2 MONOPOLE STEEL (hO■ STEEL YIELD) - 50 KSL rk NOTED. m 3. CONNECTION BOI S ME A-325 HIGH STRENGTH BOLTS HOT q DIP GALVANIZED) COMPLETE W/LDCK WASHERS AND HEAVY HEX NUT. as , cc 0 4. MONOPOLE AND ACCESSORIES ARE (HOT DIP GgYAN1ZE ) IN ACCORDANCE KITH AS111 A FOR STRUCTURAL Z ASTM A-153 OF ASTH B-965 CLASS 65 FOR HARDWARE ■& DESIGN ASSUMES ALL TRANSMISSION LINES THROUGH THE g INSIDE OF THE MONOPOLE. W — 24' -Y - 30.80' 0 i . t 1. T. m 2O O' i 32.51' 0 D . . ,. c sytx\ �' , �OPROFF4, s � 1 9 P P .E ° y SSE ( FOUNDATION PLAN VIEW / • 111*. ASSEMBLY c,V PL MSC. "\ ® JO v OREGON , ,, 7. In . 36.21' 0 !� 0 ROBE� at .— of r! 1 I I 1 -I 1 " I I I�(E I Exra�S izr3tres Timi�� I '. NAPCO ��m =III . ' I -1 4 I m PFAE1EL S 1IGARD, OR. r 80' 11097011 T DRAWN BY DATE JDBW A.F. 1 11 -26 -961 95 -351 DRAWING Na POR1 196N NO DATE: REVISION BY GENERAL NOTES+ 1. CONCRETE TO HAVE 4000 PSI STRENGTH AT 28 DAY CURE. & TO BE INSTALLED PER ACI -318 CODE REQUIREMENTS. 2. REBAR TO BE GRADE 80 WITH AS714-815 DEFORMATIONS. 3. ALL REINFORCING STEEL TO HAVE MINIMUM OF 3' MONOPOLE REACTIONS CONCRETE COVER. •'x3il1:�.lir01�a�:1 4. CONCRETE 188 CU. YDS. SHEAR— 19.6 5, SHAFT DESIGNED PER EIA/TIA- 222 -E AND GEOTECHNICAL REPORT MAX. DOWN— 11.8 1 BY REDMOND & ASSOCIATES PROJECT NO. 110.072.0. 8. CONCRETE TO HAVE A SLUMP OF 5' TO 7'. 7. USE TREMIE IF REQUIRED. DO NOT DROP CONCRETE THRU WATER 1C• ANCHOR BOLT STICK -OUT. LEVEL L ANCHOR BOLTS ASiM A615 -87 GR 75 O SEE FIANCE DRAWING FOR DIMENSIONS _ TOP VIEW 1' CHAMFER 5' -0'0 _ 01 i . 1 4 11 rj : i ii o . 1 BOTTOM TEMPLATE �L �` GRADE 6' ,II * *1'0 1!! "11 - DETAIL B' it'�'t =",�"' It, I C34) -AB BARS 25'-0' EQUALLY SPACED 11 **11 1 (22 )-#4 TIES 4• -6 O.D. -(4) SPACED AT 8 AT TOP 1 11#11L- 1 1 ._ I1! _ . 25`-0' (18)— EQUALLY SPACED rp c f S S >O II I I , �I II : I� V P/ ��~'r'j`IL's'`` I ♦ I 04.0,.. 1 -14 ' Il J ° fit ,,.,y 14 -7/8' TYP. 18 SPACES / FO E Q' E I e NAPCO • EXPIRES 12/31/98 SHAFT-PFAFFEL MEET SUE 80' IIONOPOIF FOInnATK7N -TIC# OR DRAWN BY DATE JOBS A.F. 111 - 25 - 96 1 95 - 351 l �� I NflIDATEl • REVISION I RV DRAWING NO PORNOOFD • • • • 8 - 18J x 10-0 A.B'S GR 75 SPACED ON 43 IN. BC. 100X PEN. • 5/16 80' - MONOPOLE REACTIONS rarli2 �_ OVERTURN 1260.1FT -( NG WELD CTYPICA(TYPICAL) S♦{ - 19.8K 1 MAX DOWN - 11.8K • - (SEE CALCS FOR MORE INFO) 1 ‘4 • • 0 PL 225 x 49 x 4-1- o.2 (50 kst) • STENCIL MARK PROp4S ¢ � 18789 P.E. N y / DREGON • ALL A.B. HOLES ARE 2 -9/16 D. DIA / 8p f "' 1 s � �• ROBE* EXPIRES 12/31/98 NAPCO • &SE PIAIE- RFAREL MEET SX 80' MONOPOLE FOUR MOOR-110119. OR. DRAWN BY DATE I JOBS • . A.F. 111 -26 -96 95-351 • • NO DATE . REVISION • BY. pRA N0. PORPLATE • • • • • P ETERSON STREHLE l"IARTINSON, INC. CONSULTING ENGINEERS Attachment 3 Soils Report 2200 SIXTH AVENUE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 REDMOND & ASSOCIATES Geotechnical Investigation Proposed Pfaffel Street Cellular Tower Site SW Pfaffel Street and Hall Blvd Tigard (Washington County), Oregon for AT & T Wireless Services Project No. 110.072.G November 7, 1996 REDMOND & ASSOCIATES • {r 4 Project No. 110.072.G Page No. 1 November 7, 1996 Ms. Kathleen Creighton AT & T Wireless Services 1600 SW 4th Avenue Portland, Oregon 97201 Dear Ms. Creighton: Re: Geotechnical Investigation, Proposed Pfaffel Street Cellular Tower Site, SW Pfaffel Street & Hall Blvd Street, Tigard (Washington County), Oregon INTRODUCTION In accordance with the request of Ms. Kathleen Creighton of AT & T Wireless Services, we have completed our geotechnical investigation for the above subject cellular tower project. Our work was performed in general conformance with our verbal discussions with Ms. Creighton on October 22, 1996. Written authorization of our services was provided by Ms. Creighton on October 23, 1996. We understand that present plans are to remove an existing wooden mono-pole cellular tower and replace it with a new mono-pole cellular tower at the site. The tower reportedly will consist of an approximate 80 -feet tall self - support, steel mono-pole tower structure while the existing 12 by 28 feet in size equipment shelter reportedly will stay. The scope of work for this investigation included the drilling of one (1) exploratory test boring near the existing /proposed tower location on October 25, 1996 (see Site Vicinity Map, Figure No. 1). The test boring was drilled utilizing truck mounted, solid- flight, hollow -stem auger drilling equipment. The results of our investigation, including design and construction recommendations for the project, are summarized within this report. SITE CONDITIONS The subject tower site is located just south of SW Pfaffel Street and east of SW Hall Blvd and Hwy 217 at the existing Pfaffel.Street cellular tower site in the city of Tigard (Washington County), Oregon (see Site Vicinity Map, Figure No. 1). The tower area is presently improved and consists of an approximate triangular shaped cell site. Topographically, the site is relatively flat -lying to gently sloping down to the west and. is estimated at about Elevation 225 feet. Surface vegetation at the tower site generally consists of a few trees near the perimeter of the fenced cell site. P.O. Box 301545 • Portland, OR 97294 • Phone: 252 -6882 • Fax: 252 -6414 • Project No. 110.072.G Page No. 2 The subsurface soil conditions at the site consist of catastrophic flood silts and sands of Pleistocene age. Specifically, these subsurface materials were found to consist of an upper unit of stiff to very stiff, sandy, clayey silt to a depth of about 22.0 feet beneath existing site grades. These clayey silt soils are best characterized by relatively low to moderate strength and compressibility. The clayey silt soils were intum underlain by medium dense, slightly clayey, silty fine sand to the maximum depth explored of about 30 feet beneath existing site grades. These silty fine sand soil materials are best characterized by relatively moderate strength and low to moderate compressibility. Groundwater, in the form of seepage, was encountered within the exploratory boring at the time of drilling at a depth of about 13 feet. Topsoil materials were generally not encountered at the site due to the presence of about 12 inches of aggregate base rock. All soils were classified in accordance with the Unified Soil Classification System (USCS) which is outlined on Figure No. 3. CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field explorations, the tower site was found to be generally underlain by catastrophic flood deposits of Pleistocene age. These subsurface materials were found to be stiff to very stiff, sandy, clayey silt soils within the upper 22.0 feet followed by medium dense, slightly clayey, silty fine sand to the maximum depth explored of 30 feet. As noted above, groundwater, in the form of seepage, was encountered at the time of our field exploration work and is expected to be a factor during construction. In this regard, we are of the opinion that the site is suitable for the planned new self - support steel mono-pole tower structure provided that the following recommendations are incorporated into the design and construction of the project. In general; we are of the opinion that excavations for the mono-pole tower structure will encounter only moderately hard drilling conditions within the stiff to very stiff and medium dense clayey silt and silty fine sand soil deposits. Additionally, due to the cohesive nature of the subsurface soils at the site, we anticipate that an open drilled shaft excavation for the mono-pole tower structure will generally not encounter significant caving and /or sloughing conditions of the excavation under short -term conditions. However, due to the anticipation of some minor groundwater seepage at the site, some minor caving and /or sloughing may occur. In this regard, we envision that the drilled shaft excavation will most likely not require the use of casing to maintain stability of the open excavation. The following soil strength parameters may be used for foundation design purposes: Medium brown, sandy, clayey SILT (ML); Allowable bearing pressure: 2,500 psf (above 2.0 feet) 3,500 psf (below 4.0 feet) Allowable lateral bearing pressure: 200 psf/ft Soil unit weight (moist): 110 pcf Angle of, internal friction (drained): 30 degrees Cohesion (undrained): 1,000 psf Coefficient of friction: 0 Passive earth pressure: 200 psf Adhesion of concrete to soil (ultimate): 750 psf REDMOND & ASSOCIATES Project No. 110.072.G Page No. 3 Olive -brown to orangish- brown, slightly clayey, silty fine SAND (SM); Allowable bearing pressure: 4,500 psf Allowable lateral bearing pressure: 300 psfift Soil unit weight (moist): 115 pcf Angle of internal friction (drained): 34 degrees Cohesion (undrained): 200 psf Coefficient of friction: 0.35 Passive earth pressure: 300 psf Adhesion of concrete to soil (ultimate): 1,000 psf Note: Allowable bearing pressures may be increased by one -third for short-term wind or seismic loads. For conventional (lightly loaded) shallow foundations with at least 18 inches of embedment, such as those required for an equipment shelter, we recommend that an allowable contact bearing pressure on the order of 2,500 psf be used for design where foundations are supported by the native, stiff clayey silt subgrade materials. A coefficient of friction between the clayey silt subgrade and footing elements of 0.30 is recommended. Settlements of foundations, for both the tower and any equipment shelter, designed and constructed in accordance with the above . recommendations are expected to be less than 1/2 -inch. Site preparation is anticipated to consist generally of the excavation and drilling of a new mono- pole tower foundation shaft. Where structural fills are required, we recommend that structural fills be compacted to at least 92 percent of the ASTM D -1557 test. procedures. Additionally, the on- site clayey silt subgrade materials are considered unsuitable for use /reuse as fill materials unless they are free of rock fragments in excess of about 8 inches and near optimum moisture content at the time of compaction. CLOSURE The services performed by the geotechnical engineer for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area under similar budget and time restraints. No warranty, either expressed or implied, is made. We will be pleased to provide such additional assistance or information as you may require in the balance of the design phase of this project and to aid in construction control or solution of unforeseen conditions which may arise during the construction period. • Sincerely, cs,`. G . 6cumaLett-9 s 0 Daniel M. Redmond, P.E. President/Principal Engineer OREGON +/it. ` REO 4 f Z‘3( — % REDMOND & ASSOCIATES w • '�_ l ' 1 '+1, % -� i - , G Robins .a • — � r it ,I \fr ;* . .• ... • .35. \ � : _ e - • , i � ,,, I : .I — - -- - T '-' - • '''i: iii311 �-, � . i 1 . _ms -- -�_ _6215A. � ,��_ �!. 4 ' • • y , — .� i':I t , - '.` ,.:4...:13' I , .- . e:.. • • \ _1- • - i� ��� � • I • : 1- . . '- NOR� % AP Ot4 :.. _ .s - �: --•••• . : . • • •.-r- � \-.a r. SITE • '' :I � ..• f 2 , - -- . •- . ..,,- .� -,l - • • .. .. ' • • ; • ' + �•;. • , f • , �: ,i , I 11, S I T — ,- . • � �J. 'r . • (J 7i ` .�54 U � ;- - ;te \ - - ` z °° � • �s.��T a _ . � .; r7••••7".'",.. ; ms s : .. :fir � -., ;% r: . i`_ Ir \ : . fir... - Y • 4:; . • ' # •s'-', �fN : .,'-. . 1 ! i \ 1T � ' a J _ . b lea•;, . � • • oaei� i • .!CIS; s ^ ':.•' . � • \' :� �� .. `, . • 3 R• r n� fi -.:; , .- . �,,; :r� '•.- ... • '-°? . :=':.-_,..:,:*,-- • ' •` t. .. ,...;.. _ 39\ ; : '� • • ` l I: .4..-i-- —:� /� '41, • • =;C. -. ' , e j w �, ; , . . C `O- : 1'� - : s 1 F � s` ' .7 - . ,r—. • BEAVERTON QUADRANGLE • OREGON — WASHINGTON CO. 7.5 MINUTE SERIES (TOPOGRAPHIC) NE.4 BEAVERTON I5' QUADRANGLE SCALE 1:24 000 1 0 1 MILE 1— r-- `1 , — . 1000 0 1000 2000 3000 4000 ' 5000 6000 7000 FEET I-.-i i. ' l--. - -- ,--- -t I I 1 .5 0 1 KILOMETER 1 ,--- -, t—, • 1--.1 7 - I t� . I CONTOUR INTERVAL 10 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 SITE VICINITY MAP Project Na 110.072.6 PFAFFEL STREET CELL SITE 1FIgure 1 . - . .• . _ . . . . v . , a --,. E • , . , ... POR TIC. / ------ to ./' .... —._..... ..... ..— ... • -----="---- _-- .4. I ...- ...---.— ' I -..._ I:- .m. ''i.) ' ---- ---,._ ••••1 -- -..." - • ------ .....■ . s % , ,. .t. °, \ ■-••-•—•••---- - —. _. L.:.:;..—'.:....-:....111 . „ N .--II . - - 4— .-I- -1 . • . / '•. ,, ! u / ,..„,......,..\ ,,...,,.,..., ,..- . \\A .„. , • ,..• .: s. • .- • :•x: C ...;;;■• As., 1 - 1 --.-t- Y N • s \,... ..... \ s '' . 'ss, es .. ..2 ' . • 1 r.N. • '`..... Te 3,.. \ `: • 44 . 11 1 1 t ,.... P:5 " N N >c s Vi, N . • . ,. .Z '`.. 4 Y 1 : / / • . ■ / % N t•-' N \ .•?t• .s s • .'''. B-1 .: l!.... ''' . -- 1 4- _1. '1 1 • i.. .."-, 't•r.> ,-.-, , • — — .,:; , . -: • , - I oil rA 7 I', • -, i , -,,, _ as - ");X.t•,/,(// •% I I / ' s.,, ` A V ./ i"/ .. ?% . 4k7 I 1 1 A /....,..,--,....:.....--,.:-.... I N ..c sk - N ., \... 7,......... — 4 .„ ,, . . .....:.• • /.. •..„ „As.. ......._, . - ti . 4 1. . - -- I e4 vl • to r-c • CA it .. „ -,. s s. ..,,,.. ••:,.., • 4,. I N •...s, . • tik„ •- 1.t." ;IA S .,... -.. \s 0 \ \ s, \.. \ \ •• .- , ... Ns 1 • •• ,..` .. 4 ' -'... ''. 4'.A.. tr.1 ' :21. I I I t V • • - • -... \ •- N \ \ ''' - " , • 7 ,;*;,-- . • 0. • ,„V ,. --.. . . .- : \...., ,..] s., • • \ .,.. N \•.,_' -■'<:`, A /'n4 • ■. N N ., ..-•'' • 's .\. , --''-- N • ••,, p , , ,.... \ l i t ° f.. r Z .. , . •-,. •,„ -, , \ Air."k q • .---';›, `. >`....-\\.■ \ I NT N ;:. ,. :::•- :\\ : 1 .._ -. ...,..‘. ,F!R \ :s 0 ..,„., --...„.-........ ----...,, -•.... „ -.... ''•• '' N ' ''.• '- s. \ • • = Ne .. e N,.. • p kT;/ %ON 111 \ . , . , ,,,,.. SITE P. .. ...■ ..., . ,,, • ,, ._.._... r ...._.. LA_N SCAl F I Of - Ir - .. .. . No Scale • ..,. ar . c 3 Legend F - B-1 Indicates approximate location of exploratory drilled boring • GROUP SECONDARY DIVISIONS • PRIMARY DIVISIONS SYMBOL CLEAN Well graded gravels, gravel -sand mixtures. little or no J GRAVELS GW Q • GRAVELS fines. U) a 0 MORE THAN HALF (LESS THAN G P Poorly fgraded gravels or gravel -sand mixtures. little or • O --I ill Q e OF COARSE 5% FINES) U) 2 O FRACTION IS GRAVEL GM Silty gravels, gravel -sand -silt mixtures, non- plastic fines. O u. Z w LARGER THAN WITH Z O Z N NO. 4 SIEVE FINES LL Q N GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. g 1 ~ > SANDS C LEAN C7 u+ SANDS SW Well graded sands, gravelly sands, little or no fines. N < e N MORE THAN HALF (LESS THAN SP Poorly graded sands or gravelly sands, little or no fines. Q a OF COARSE 5% FINES ) O it ° FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines. 0 SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand -clay mixtures, plastic fines. w ML Inorganic 'silts and very fine sands, rock flour, silty or N LL. Q ! SILTS AND CLAYS clayey fine sands or clayey. silts with slight plasticity. = O to C L Inorganic clays o low to medium plasticity, gravelly 0 LL Q > L IQUID LIMIT IS clays. sandy clays, silty clays, lean clays. W C) = N to LESS THAN 50% OL Organic silts and organic silty clays of low plasticity. W to 0 Z 0 qa t- Q N SILTS AND CLAYS MH Inorganic silts, micaceous rx diatomaceous fine sandy or silty soils, elastic silts. LI O w W Z LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays. — cc Z 2 2 = GREATER THAN 50% LL F OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. DEFINITION OF TERMS _ U.S. STANDARD SERIES SIEVE • CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/411 311 12° SAND GRAVEL SILTS AND CLAYS COBBLES BOULDERS FINE MEDIUM COARSE FINE I COARSE i GRAIN SIZES SANDS,GRAVELS AND BLOWS /FOOT CLAYS AND STRENGTH BLOWS /FOOT NON-PLASTIC SILTS PLASTIC SILTS • VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0 - 2 SOFT 1/4 - 1/2 2 - 4 LOOSE 4 - 10 FIRM 1/2 - 1 4 - 8 MEDIUM DENSE 10 - 30 STIFF 1 - 2 8 - 16 DENSE 30 - 50 VERY STIFF 2 - 4 16 - 32 VERY DENSE OVER 50 HARD OVER 4 OVER 32 RELATIVE DENSITY CONSISTENCY + Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch O.D. 0-3/8 inch 1.0.) split spoon CASTM D- 1586). 4 Unconfined compressive strength in tons /sq. ft. as determined by laboratory testing or approximated by the standard penetration test CASTM D- 1586), pocket penetrometer. torvane, or visual observation. KEY TO EXPLORATORY BORING LOGS Unified Soil Classification System CASTM D -2487) REDMOND & ASSOCIATES PFAFFLE STREET CELL SITE P.O. Box 301545 • Potdand, OR 97230 Tigard, Oregon PROJECT NO. DATE Figure 3 • 110.072.G _Nov. 7, 1996 _ DRILLING COMPANY: Crisman Drilling RIG: ME 55 DATE: 10/25/96 BORING DIAMETER: 6.0" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: I' w W 7e H LL o. a 0 z F D Z <y SOI DESCRIPTION I- U V = y ' w 3 p a � - " .� �? BORING NO. 1 W Q Q O C 0 U) O m p m U _0 GM FILL: Gray, damp, moderately compacted, silty, sandy GRAVEL (Aggregate base rock) ML NATIVE GROUND: Medium brown, very moist, stiff to - - very stiff, sandy, clayey SILT — x 119 26.4 5 . Becomes very moist to wet x 13 33.8 10 - Encontered groundwater seepage at 13 feet x I 18 27.1 15 — Becomes light olive -brown x 112 23.7 20 • SM Olive -brown, moist to very moist, medium dense, - - silty, fine SAND x 112 19.8 25 — Becomes orange to reddish -brown Total Depth = 30.0 feet x 17 18.9 Groundwater seepage encountered at 13 feet 30 BORING LOG PROJECT NO. 110.072.G I PFAFFLE STREEP CELL SITE (FIGURE NO. 4 • REDMOND & ASSOCIATES UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 422.72) U. S. STANDARD SIEVE SIZES 7 6 3 2 1 3i4 3/2 1/4 a 1 10 16 20 30 • 3010 10 100 = . �_ — w— �� 0 tOC •1�s� �EMI = "NMInI ��s�e�le — MOMMEM MISMI eMMIIIMIMI.� MMINIEMMI 1111.■1MMIIIMIIeIIIMIIIIMMIMOINIMIII■.n1■1101• M •10•■■••••sa6aIMevM —IIMEI>— ID �N v� � �_ �. x•11 r 20 Beemmmouewes• M e1�� asmasnwmwMuOist n 60 �e ;� �_ ••�� ��w� ' • 111MMIMMM11■MaM1•m1�M�1.11�1•.•� U M1�t�M.e� s0 Z so U Mil1— M1= • 1�Me.EM1• —� MBMI1e�M -1Y 1111EMI Vt�� =�� Z LL ��• ilIMII M MMILMMIMEKM MGM ea� I.I.M M� MINIMMIM d emm■eesem.■■••■•■■■••■■=■•=e=enee.■••••■•■■••••••••=11ermweial ••1•MMIMISV•■I• ����MI�!•MM16MM6�Ml∎MIVIIImo •e1H1— •m�.e�eme���a�•1 —tl�� ••e1Ie ∎ 76N�■6��As∎ a•• •�MMa,�a�w������_M_U6�M6��6�I _a �� >_IIM� 70 ea■I.aa1aM•MMame= —ei sommemaasM MssmamomMIN�ir o �11.►.7■1.11Mil 10 20 e>•e>_e O • ME M••M11∎ =MI MMI e��eeI =•ems Min ee��-∎11�� McZ">` .ate v.••M• E M..•M11.1 aM!• == �•.M•11I�e� — �1a••1a ■ _ - - _��� .., MIN •11111•1•MMIO 10e1��w._• ••• 4••• 1•• • �_��em�� PIN UMW MN MI S• 1IM M•11111111•1• 1■11 MI MI ■••MI1I■MI =1•M IN MI 11M MI IMO SIM 1MEe• MN ��S _� .001 0 un MIMlun•11o• 1111=∎M1uINnEuIMMuMuu =•1IMIN /•111•••1•• = 01 ■ • 006 • _s 100 100 so 10.0 3.0 1.0 0.s 0.1 .0s PARTICLE SIZE IN MILLIMETERS GRAVEL • SAND SILT AND CLAY COBBLES COARSE I FINE COARSE MEDIUM I FINE UNIFIED KEY BORING SAMPLE ELEV. CLASSIFICATION SAMPLE DESCRIPTION SYMBOL NO. DEPTH (feet) (feet) SYMBOL —9- B-1 9.5 ML Medium brown, sandy, clayey SILT _ B -1 24.5 SM Orangish -brown, silty, f fine SAND GRADATION TEST DATA REDMOND & ASSOCIATES PFAFFEL STREET CELL SITE P.O. Boa 301545 • Portland, OR 97230 Tigard, Oregon PROJECT NO. DATE 5 FIGURE 110.072.G Nov. 7, 1996 4 P ETERSON STREHLE MARTINSON, INC. CONSULTING ENGINEERS Attachment 4 Appurtenance Information 2200 SIXTH AVENUE SUITE 601 PHONE 206 - 622 -4580 SEATTLE, WASHINGTON 98122 FAX 206 - 622 -0422 • • • • • • • • • . . . .1 angular • • CINGULAR WIRELESS . WIRELESS . Market Portland Dual Band 850/1900 • PitthiSiWKIKOI1511, . . Cluster Id: 1 Updated ortIMarch 14, 2005 Site id: PR72 Site name: PfaMe Adctress:18530 SW PfaMe St.. Tigard, OR ' vr Latitude145.4378624 N I 111T1/1/ Longitude 422.7648010 W I ` , NifigreESMigniaiftRAME NUinbbe ' , Antennae - 011•11.1111EMMEIMIII 121111111110321111EISSMI Number Antennas to be re • seed • • EIMECKZE9111111.11. MailiailiESEISEREI • EIdee • Antenna ' • ' "' • • AP14450465-DTS'. • • • Eibfb Antenna lkebnodit "" r • 1111111111=17111=11111111=111111110211111.11•111311111111 • Eidsti Antenna Center fine ft. 511111.1=111/2112INVIII IIIL • (MEM 4 EalliS1111271iliMilliffi 52211110 edstf • Feeder Dlidnefif 511IIIMMEMEMICIN MeigrallaKEIME2 =07ffaIMININIMININ LENE:1211111EIMMI • Sectorizaticui Irked ' • ' ••=t;Lai'M =1`.Wit.talf-a 4. ;UMEM=Realiiffl " 10121 Li.3.2aaaa.g= Vizi•Mer.-4 • • • 1 R titi117 n Erea- 67 in=mtzif=roir soorms-mam Ess71737.17/T -Tra mamm1777111 Eim'.;=. rrr:FirffrEat MME.M2=7. Mt:WM.77. •=4 rEt•KW:S=0 arf NetirAtimistt 20 71=IfftEMMI3•111 rel"R:tz: ETS:=V ■• :AZ'S= FMr wM- Nia.,Feeder, - Pig.41M;M43'::"=-- New Feeder Vendor I u.111 • • fifititligKOCJUie - C ubleC . • -11 `CEECu-.5f2EM3 7-7 S :1- :;: : ::•111 Cr jus =42,;7„,,-JEMIZEM,kf,j. 1 ExIstI • : • • OrMIEE=21:=5.72M M.M;;S: 1227M1=20 _a2:1 WsKS7=2*Ir E HVa=ft Eir•Elf Pat,••=7.3, x sTIMIN'NeridoriMMIel: 1-1MT.- --E2F:-7.7;=ZVAT7VgSA Number of ,PDUTS MA ' • Model of PDU . Ina2nLtnatta.:fge, • • Dr. doiIMOde Ek_ fefff:a • • rtmgmarmLaiq Lul . • • • tartaif-==ram:::-=•A'-aa 0:±Er't3 arfalrIM.2==i2MM raa5C.2=MW"-Zf2=ii FE7,,=;47.77N,S1Mar•;•:f7-3 a=1:2MmEnzmzE. • • Namti , • Ftosrmorsvjgg. RcTebtle abiewodei • • furnrmrifa.unraijimi • • • - • • - • • • -. • • Site .Comments • ; : • , Don't totich 2 TD4Na rrod. Ghana. ths odor is donnas. Ftsinovo MU. ; ; • • EnTAIMigtEllgatjAREicalireeiiilifkatenagatilEMMWOMMEW. RF Engineer 1A Date:114:44 (Print nsune) • CIngular Version 0: IEM2:01.ig2.7.ik.r.i.KI (Print name) • • x 3 - AP15/18- 880 /1940 /065D /ADT/XXP 742 -265 S C A L A DIVISION Multiband Directional Antenna Kathrein's dual band antennas are ready for 3G applications, covering all existing wireless bands as well as all spectrum under consideration for future systems, AMPS, PCS and 3G/UMTS. These cross - polarized antennas offer diversity operation in the same space as a conventional 800 MHz antenna, and are mountable on our compact sector brackets. f'- t • Wide band operation. 824 -960 MHz ,j . k •= • Exceptional intermodulation characteristics. t 3 °° .. �, �� � a '' ' • Remote control ready. did �[��� a a►� dr4�� lf0 a►0 f , �l� r /IA 4 • Various gain, beamwidth and downtiit ranges. i, b vjff .. 1 �� ��I; �� ��. i^ fw1..,.,- ate,wira flo L: � r • AISG compatible. ° ° w"" '" d o °P11 Yid "=∎ 0 • • High strength pultruded fiberglass radome. 0Ij�� 0 I�� A rt% �� 941 41&4104,4 1; '` b ' a 1 � � a d�b ���. , 4 t . _ o General specifications: Horizontal pattern Vertical pattern , X Frequency range 824 -9960 MHz MHz ±45 °- polarization 0.5°-9.5° *45°- polarization a i. 0 downtilt Impedance 50 ohms # A , ` X VSWR <1.5:1 £ )' ` 0 Intermodulation (2x20w) 1M3: -150 dBc 1710 -2180 MHz Polarization +45° and -45° ( X Connector 4 x 7/16 DIN female a+ - ° 4 % ' k ,,y, 1 : 1 - t • ' Isolation Intersystem >50 dB (824 -960 // 1710 -2180 MHz) ��as4414140!„. ,4 e, a 4 , � -- e X Weight 50.7 lb (23 kg) Hew :° ti irt:AI 1f f/ 4 e' -!a Dimensions 75.4 x 10.3 x 5.3 inches w � i ': his: � �►�1,1 X�� ` (1916x262x139mm) . '•4 �I �� `t Y ''� Equivalent flat plate area 6.16 ft (0.572 m2) 1It *•"b' # It* iiii 47 ' s _ Wind survival rating' 120 mph (200 kph) o" ,,, f k 4. I. 1s Horizontal pattern Vertical pattern Shipping dimensions 87.2 x 11.9 x 7.6 Inches t45 °- polarization ±45 °- polarization (2215x302x192mm) po Shipping weight 62 lb (28 kg) 0 °-6° electrical downtilt Mounting Fixed mount options are available for 2 to 4.6 inch (50 to 115 mm) OD masts. See reverse for order information. Specifications: 824 -894 MHz 880 -960 MHz 1710 -1880 MHz 1850 -1990 MHz 1920 -2180 MHz Gain 13.5 dBd/15.5 dBi 14 dBd/16 dBi 15.8 dBd/17.8 dBi 16.2 dBd/18.2 dBi 16.3 dBd/18.3 dBi Front -to -back ratio >27 dB (co -polar) >25 dB (co-polar) >25 dB (co- polar) >25 dB (co-polar) >25 dB (co-polar) Maximum Input power 250 watts (at 50 °C) 250 watts (at 50 °C) 200 watts (at 50 °C) 200 watts (at 50 °C) 200 watts (at 50 °C) +45° and -45° polarization 68° (half- power) 65° (half- power) 66° (half - power) 65° (half - power) 63° (half- power) horizontal beamwidth +45° and .45° polarization 10.5° (half- power) 10° (half- power) 5.2° (half- power) 5° (half- power) 4.7° (half - power) vertical beamwidth Electrical downtilt 0.5 °-9.5° 0.5 °-9.5° 0 ° -6° 0 °-6° 0 °-6° continuously adjustable Sidelobe suppression for 0° 5° 10° T 0° 5° 10° T 0° 3° 6° T 0° 3° 6° T 0° 3° 6° T first sidelobe above horizon 16 16 17 dB 18 18 18 dB 14 13 13 dB 18 17 14 dB 18 17 14 dB Cross polar ratio Main direction 0° 20 dB (typical) 20 dB (typical) 16 dB (typical) 18 dB (typical) 18 dB (typical) Sector ±60° >10 dB >10 dB >10 dB >10 dB >10 dB Ct ° • Mechanical design is based on environmental conditions as stipulated W $ 7 in EIA -222 -F (June 1996) and/or ETS 300 019 -1-4 which include the static mechanical load imposed on an antenna by wind at maximum `' ° ,v velocity. See the Engineering Section of the catalog for further 10634 -F 936.2701 Kathrein Inc., Scala Division Post Office Box 4580 Medford, OR 97501 (USA) Phone: (541) 779-6500 Fax: (541) 779 -3991 Email: communications @kathrein.com Internet: www.kathrein - scala.com •-• - . . - - . 4 . . i . . . • as . Swedcom Corporation . • . • • . • . . - . ALP 9212-N ....„.„,„...., - :' ,,, -s:'-it - --: , - v- .-- • .• • • x -2F.r:.:-. 7 .•: . - - 'ff-: - .=-= - :' .'• ---2 - ,•-: ..- : - -:_:- . ...-...., ..:- ; ..L•7::: •• =..-:. Log-Periodic Reflector Antennti = ;7: ,f57,. -_ :,--...._-::_. - 92 Degrees 12 dBd • ..,,•7 .e..---__%- r'- ..r" .-;:' "'lL''''':% _. _, . - -- 4,-.. - - -- ,•,-...--.-.... • • - - -. - .....--, if - _ z. .- . .. .- . ..• - • : --: • : --. . - - .:-. - - --' :-- 'z' , • . -7,-.: _I , ::: -- : .:. , .....r. 'I-- . • . 1 . ... *:... 1 . . . - „:"..:;_:*;... :::.:...."-:::::..-::: - Features: . -.:-:-,,-,.:--:,--- • . .. . - 1 2-: - - -- - - 2 - ....: f- -7 :•,• ; t - :.- 1- 1 - " , . . . • . - 1 - ..f -;-- .ii: : "* . .i: - :•-, • 0 Broadbanded. (800-900 MHz) 1 - . i _-.-... -., .:, ^ 2. ' -"..'- ..,1".. • • . ' . . $ , '; : S :' .11 . . 13 Low backlobe radiation. Front-to-back . -.__--f.,...-. : 7 . Z . .. - `,....";• ,. . . —r-- ratio better than'20 dB -: . , nC" V .7 ■ 1 •• • -- I ........ • . . ''• tfll="- Y-"= - • • ..„,„._ AT 7:.` ....,,z,-. .... • El Low Intermodulation Products. .- . - ...-...... • :. :- --- . t : - . • • -.! • 0 Low Wind-load. • • - -...:4'W--. . • O Low weight. I I - .,--.. .-,•-•:-..--t- , . - k- -. ..- 0 Small size. - I . 4 • 1 ---1 . . _ .. •...:-.: _ 4 0 Rugged design. - • il - -z ' • • . c ! • __ - • Please see the following pages inducang I ' _ - - . .. . -radiation patternsitables ALP 9212-N. 1. . .. . . - Electrical Specifications: • :. Mechanical Specifkaligns: • i • Frequency range: 806-896 MHz Overall Height: 52 in - (1320 nun) F. I . Impedance:. 50 ohm Width: 11.4 In (290 mm) • • Connector: N-female or Mr BA Depth: 11.4 hi r ornill . VSWII: ' Tyli. 1.3:1 max 1.5:1 Weight inclocang braoketst . 26.7 113S 12 Kg) I . Polarization: Vertical Rated wind velocity: 113 mph (180 Kmih) Gain: -. 12dBd • Wind Area (CxA/Front): . 3.9 sq.ft (0.36 sq.m) . 1 Front to back ratio: • >28 dB • Lateral thrust at rated wind • I Side-lobe supression: >16 dB • Wotst case: OM • Intermodulation: (2x25V1): IM3 >146 dB Power Rating: - IM5 >153 dB • 1M7 &IM9 >163 dB 500 W . : Materials: . • H-Plane: -3 dB 95 ° ' Radtaling elements: Element housing: Aluminum E-Plane: -3 dB 15 ° Grey PVC . . . . , Lightning Peotection: DC Grounded • • Back-plate: Aluminum 2•0 ' : Mounting hardware . • ' : darnPs: • Hot dip galvanized steel — bolts: Stainless steel . . . ' 1.0 - - 1 - J • . . • . ' Manufactured by: Aligon System AB . . • 800 • 820 • 840 860 880 900 . • • . . . . . . . . . . M w z t ; . .� rT. v i t AP11/16- 880 /1940 /088D /ADT/XXP 800 -10121 S C A L A D I V I S I O N Multiband Directional Antenna Kathrein's dual band antennas are ready for 3G applications, covering all existing wireless bands as well as all spectrum 806 -960 MHz 1 under consideration for future systems, AMPS, PCS and 3G/ UMTS. These cross - polarized antennas offer diversity operation es .4� . in the same space as a conventional 800 MHz antenna, and are ♦ 1• 1. ;` mountable on our compact sector brackets. ' . 0 19 0 4 ',1��� ' . . • Wide band operation. ■■, e � '' `� € - • Exceptional intermodulation characteristics. gh galr i • Remote control ready. I _ • Various gain, beamwidth and downtilt ranges. Horizontal pattern Vertical pattern ; • AISG compatible. t45 °-polarization ±45 °- polarization 4 0A 0.5 ° -12° electrical downtift A \� • High strength pultruded fiberglass radome. _ X / General specifications: \/ Frequency range 806-960 MHz 1710 -2180 MHz X 1710 -2180 MHz \ VSWR <1.5:1 ea Impedance 50 ohms ®® . I ` X Intertnodulation (2x20w) IM3: -150 dBC • '� �5 i �0\ Polarization +45° and -45° •'IF m ( \-/ Vi Connector 4 x 7/16 DIN female ..••� $t � `.. - ■ Isolation Intersystem >45 dB (806 -960 // 1710 -2180 MHz) ' a I , �� • Weight 44.1 lb (20 kg) Horizontal pattern Vertical pattern Dimensions 54.5 x 10.3 x 5.9 Inches ±45° -polarization *45 °- polarization . (1384 x 262 x 149 mm) 0.5 ° -10° electrical downtilt - , _ }= Equivalent flat plate area 5.58 ft (0.518 m " Wind survival rating' 120 mph (200 kph) Shipping dimensions 67.6 x 12 x 8 inches (1716 x 304 x 204 mm) Shipping weight 48.5 lb (22 kg) Mounting Fixed mount options are available for 2 to 4.6 inch (50 to 115 mm) OD masts. See reverse for order Information. Specifications: 806-866 MHz 824 -896 MHz 880 -960 MHz 1710 -1880 MHz 1850 -1990 MHz 1920 -2180 MHz Average gain (dBi) 13.4 13.4 13.1 13.6 13.6 13.4 13.9 13.8 13.5 16.4 16.4 162 16.4 16.5 16 16.4 15.9 15.3 lift 0.5° 6° 12° 0.5° 6° 12° 0.5° 6° 12° 0.5° 5° 10° 0.5° 5° 10° 0.5° 5° 10° Front -to -back ratio >23 dB (co -polar) >23 dB (co- polar) >23 dB (co- polar) >23 dB (co- polar) >23 dB (co- polar) >23 dB (co- polar) Maximum Input power 250 watts (at 50 °C) 250 watts (at 50 °C) 250 watts (at 50 °C) 200 watts (at 50 °C) 200 watts (at 50 °C) 200 watts (at 50 °C) +45° and -45° polarization 88° (half-power) 86° (half-power) 88° (half-power) 82° (half- power) 85° (half- power) 90° (half - power) horizontal beamwidth +45° and -45° polarization 15° (half- power) 14.5° (half- power) 13.5° (half- power) 7.1° (half- power) 6.8° (half- power) 6.5° (half- power) vertical beamwidth Electrical downtiit 0.5 ° -12° 0.5 ° -12° 0.5 ° -12° 0.5 ° -10° 0.5 ° -10° 0.5 ° -10° continuously adjustable (manual or optional remote control) Sidelobe suppression for 0.5° 6° 12° T 0.5° 6° 12°T 0.5° 6° 12°T 0.5° 5° 10°T 0.5° 5° 10° T 0.5° 5° 10°T first sidelobe above horizon 16 16 16 dB 16 16 16 dB 14 14 13 dB 17 17 16 dB 17 18 16 dB 18 16 16 dB average 17 17 19 dB 17 17 19 dB 17 16 16 dB 20 20 18 dB 21 22 17 dB 20 20 16 dB Cross polar ratio (typical) Main direction 0° 18 dB 18 dB 20 dB 17 dB 16 dB 15 dB Sector ±60° >10 dB >10 dB >13 dB >10 dB >12 dB >10 dB average ±60° 16 dB 16 dB 19 dB 17 dB 19dB 19 dB ° Mechanical design Is based on environmental conditions as stipulated in EIA -222 -F (June 1996) and/or ETS 300 019-1 - ° 4 which include the static mechanical load imposed on an ITN antenna by wind at maximum velocity. See the Engineering ° 0 Section of the catalog for further details. 10724 -C 936.A2017/f Kathrein Inc., Scala Division Post Office Box 4580 Medford, OR 97501 (USA) Phone: (541) 779-6500 Fax: (541) 779 -3991 Email: communications @kathrein.com Internet www.kathrein- scala.com git AP14- 850/065D ?'3� ran 3 • i' r � - °,, SCALA DIVISION 65° Panel Antenna Kathrein -Scala 65° panels are designed for conventional space '4": diversity systems. -> • High strength UV- resistant radome. • Alodined rigid aluminum reflector/back plane.` • DC Grounded metallic parts for impulse suppression. • Fixed downtilt options. Specifications: Frequency range 806 -894 MHz (broadband) Gain 14.5 dBd Impedance 50 ohms VSWR < 1.3:1 Intermodulation (2x20w) IM3: - 150dBc Polarization Vertical • Front -to -back ratio >25 dB - Maximum input power 500 watts (at 50 °C) H -plane beamwidth 65 degrees (half- power) E-plane beamwidth 9 degrees (half - power) Electrical downtilt 0 or 5 degrees Connector 7/16 DIN female Weight 19.8 lb (9 kg) Dimensions 76.1 x 10 x 4 inches (1934x254x102mm) d � s - 11 . �� Equivalent flat plate area 6.65 ft (0.618 m 4. � � I / , 4,0 iff � � woo Wind survival rating' 120 mph (200 kph) !t•wt � us—e .wit Shipping dimensions 80.7 x 11.2 x 5.9 inches j n> WHin (2050 x 285 x 150 mm) ��, �� {�',4?"°. soe Shipping weight 27.1 lb (12.3 kg) • Mounting Fixed and tilt -mount options are available 10 P 6. for 1.25 to 15 inch (32 to 381 mm) OD H -plane masts. Horizontal pattern See reverse for order information. V- polarization 'Mechanical design Is based on environmental conditions as stipulated � �a► V W ": tea static A mechanical load imposed T 300 019-1-4 which include the po ed onanattenna by wind at maximum y � � � VW": ��� IIUw� f4 velocity. See the Engineering Section of the catalog for further details. °P a � ��� att ter E-plane Vertical pattern V- pdar¢ation 7DV 10656 -B Kathrein Inc., Scala Division Post Office Box 4580 Medford, OR 97501 (USA) Phone: (541) 779 -6500 Fax: (541) 779 -3991 Email: communicationsOkathrein.com Internet: www.kathrein - scala.com - / kJ • 11Pir.lakt 1 • 'lir' • ) • • , - • •411g. • ' p . lk "M R72 Pfail8 • . . , . • . •