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Plans RECEIVED o s • P054XC009 (CCI # 879600) AUG 28 2012 Sprint ' ri n CONSTRUCTION DRAW ��!�' ;j�jso TM 4gar 1501 EAST LOOKOUT UWE RICMN20SON,TX 75082-4124 PROJECT DATA PROJECT CONTACTS DRAWING INDEX GENERAL. DYNAMICS Wireless Services SITE ADDRESS: 12390 SW SCHOLLS FERRY GOVERNING CODES APPLICANT SHEET I DESCRIPTION ---- _ TIGARD,OR 97223 SPRINT SPECTRUM LLC. IBC-2009,INTERNATIONAL BUILDING CODE W/LOCAL AMENDMENTS 1750 FOUNDERS PARKWAY,SUITE 120 T-1.0 TITLE SHEET LATITUDE: 45°26'34.296"N ALPHARETTA,GA 30004 A-1.0 EXISTING OVERALL SITE PLAN LONGITUDE: 122°48'13.104"W NEC-2008,NATIONAL ELECTRICAL CODE CHRISTIAN AUSTIN SOURCE: GPS READING(GD REDLINES) PH:206.713.2032 A-2.0 EXISTING ENLARGED SITE PLAN Cascadia PM DATUM: NAD 83 ADA COMPLIANCE A-3.0 ENLARGED EQUIPMENT PLANS INSTALLATION IS UNMANNED AND NOT FOR HUMAN HABITATION. PROPERTY OWNER 5501 NE 109TH COURT,SUITE A-2 JURISDICTION: CITY OF TIGARD HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. DENNIS THOMPSON A4.0 ENLARGED ANTENNA PLANS VANCOUVER,WA 98882 APN: 1S134BC-00600 9295 SW ELECTRIC ST ZONING CLASSIFICATION: CG TIGARD,OR 97223 A-5.0 ELEVATIONS 9 A-6.0 ANTENNA&COAX DETAILS I GROUND ELEVATION: 242'AMSL TOWER OWNER A-6.1 ANTENNA&COAX DETAILS II TOP OF(E)MONOPOLE: 84.4'AGL CROWN CASTLE INTERNATIONAL 8547 154TH AVE.NE A-7.0 RRU DETAILS • •__ _ `+ OCCUPANCY GROUP: U REDMOND,WA 98052 W�7.1.T7..•■∎- A-8.0 OUTDOOR EQUIPMENT DETAILS CONSTRUCTION TYPE: II-B BRYAN!DAMS,PMP M Q` I PH:425.:02.2775 A-9.0 CONSTRUCTION DETAILS E-1.0 ONE-LINE DIAGRAM AND PANEL SCHEDULE d \ SITE ACQUISITION AND LEASING N to CROWN CASTLE INTERNATIONAL E-1.1 ELECTRICAL DETAILS '' Cr 7: 1 ; 8547 154TH AVE.NE n REDMOND.WA 98052 E-1.2 ELECTRICAL DETAILS w t+ BRYAN ADAMS,PMP E-2.0 GROUNDING SITE PLANS REGON • PROJECT SUMMARY DRIVING DIRECTIONS PH:425.202.2775 E-3.0 GROUNDING RISER DIAGRAM ZONING 4 PERMUTING CONSULTANT E4.0 GROUNDING DETAILS *On CASCAC�IA PM / n4Y f 8,2 5501 NE, ,39TH COURT,SUITE A-2 GN-1 GENERAL NOTES • THIS PROJECT INCLUDES THE FOLLOWING SCOPE OF WORK: FROM PORTLAND INTERNATIONAL AIRPORT: VANCO".'ER,WA 98662 GN-2 GENERAL NOTES S 1 y • OO NOAH C ODZIN CPM PROJECT NO.: •527 1. PROPOSED MODIFICATION OF AN EXISTING TELECOMMUNICATIONS FACILITY. 1. DEPART EAST ON NE AIRPORT WAY(2.2 MI) PH:971.285.6645 GN-3 GENERAL NOTES 2. TAKE RAMP FOR 1-205 SOUTH(3.1 MI) GN-4 GENERAL NOTES PRELIMINARY 2.PROPOSED REMOVAL OF TWO(2)EXISTING EQUIPMENT CABINETS AND 3. AT EXIT 21B,TAKE RAMP ON RIGHT FOR US-30 WEST/I-84 W(5.5 MI) CONSTRUCTION MANAGER INSTALLATION OF TWO(2)NEW EQUIPMENT CABINETS. GENERAL DYNAMICS WIRELESS SERVICES NO DATE D/C DESCRIPTION 4. TAKE RAMP LEFT FOR 1-5 SOUTH TOWARD BEAVERTON(1.5 MI) 8880 SW NIMBUS AVENUE,SUITE B T nT 0 08-01-12 MM/BU 90%CD REVIEW 3. PROPOSED REMOVAL OF FOUR(4)PANEL ANTENNAS AND ASSOCIATED 5. TAKE RAMP ON LEFT FOR 1405 TOWARD BEAVERTON(1.0 MI) BEAVERTON,OR 97008 CI OF TIGf1RV 1 08-16-12 EG TT CLIENT COMMENT COAXIAL CABLES WITH INSTALLATION OF THREE(3)PANEL ANTENNAS,SIX(6) 6. AT EXIT 1 D,TAKE RAMP ON RIGHT FOR US-26 WEST(4.9 MI) TIM JAMES T/`T RRU'S WITH ASSOCIATED HYBRID CABLE/COAXIAL CABLE.REMOVAL OF ONE(1) 7. AT EXIT 4B TAKE RAMP ON RIGHT AND FOLLOW SIGNS FOR OR-210(4.6 MI) PH:503207-7570 Approved.... .... E EXISTING GPS ANTENNA AND INSTALLATION OF ONE(1)PROPOSED GPS 8. TURN RIGHT ONTO OR-210/SW SCHOLLS FERRY RD(1.1 MI) SUBMITTAL ANTENNA. 9. SITE IS BEHIND McDONDALDS ON LEFT PROJECT MANAGER Conditionally Approved..............[ NO DATE D/C DESCRIPTION GENEPAL DYNAMICS WIRELESS SERVICES See Lettel to:Follow [ 1 0 08-23-12 BU/BU BP SUBMITTAL 4.PROPOSED MODIFICATION OF EXISTING 200A ELECTRICAL SERVICE AND ESTIMATED TIME: 30 MINUTES 8880 SW NIMBUS AVENUE,SUITE B TELCO/FIBER IF REQUIRED FOR INSTALLATION OF NEW 200A POWER/FIBER ESTIMATED DISTANCE: 24.2 MILES BEAVERTON,OR 97008 A e4 PROTECTION CABINET. JAY GRATCHNER r PH:503-602-2703 Permit N o ber•f��_f. AV Sr� Ada. ess: viii& i_i 1 ' • SITE NUMBER RF ENGINEER P054XC009 GENERAL DYNAMICS WIRELESS SERVICES By: .relli _ Date: �,�►1 r7� PROJECT VICINITY MAP BEAVER ON,0R 7008 CCI SITE#879600 BEAVERTON,OR 97008 DONNY BUI Approved plans SITE NAME PH:503.207.7573 sy,,• p�11•,.0t^" FAX:503.277.2322 shall be on job site. BULL MOUNTAIN i:Keo japan pr S ,,••• " ":` -_ 5 oc, AAV MANAGER SITE ADDRESS lki sN. SW s�tlotis F2[1Y Rd t1 5��1e\�OCd AAV OREGON DYNAMICS WIRELESS SERVICES 12390 SW SCHOLLS FERRY TIGARD,OR 97223 Kwa, 8880 SW NIMBUS AVENUE OFFICE COPY _? _ _ n BEAVERTON,OR 97008 APPROVAL LIST VANCE WARHURST Z PH:503-522-5650 TITLE SIGNATURE DATE SHEET TITLE V N 0 STRUCTURAL ENGINEER PROPERTY OWNER TI TL E ea VECTOR STRUCTURAL ENGINEERS t•y Sf15F�n9�y 9138 S STATE ST.,SUITE 101 SPRINT REPRESENTATIVE SHEET SANDY,UT 84070 70y� V 76.1° ROGER9 ALWORTH,S.E. PROJECT MANAGER PH:801.990.1775-E N SITE ACQUISITION PROJECT LOCATION T 67 o TN MN SHEET NO. > ZONING 'w. Q - . Y"a �' W E CONST.MANAGER T-1 .0 .0 .�- SW Pn Meadow Creek RF ENGINEER r SW.c. IA a' S AAV MANAGER DRAWING LEGEND 1 1■ - - I — — — — — SUBJECT PROPERTY LINE Sprint. ADJACENT PROPERTY LINE .....fr 'f LEASE AREA ; I —COAX (E)COAX ROUTE ' f HYBRID (N)HYBRID CABLE ROUTE - -T TELCO ROUTE T/P TELCO/POWER ROUTE P POWER ROUTE EIM F FIBER ROUTE 1sp1 FJSr Inoaour pRn� 'f i F/P FIBER/POWER ROUTE RI WH RDSON,TX 75082-4124 EXISTING FENCE V - E,ASPHALT , PARKING LOT 7 # GENERAL DYNAMICS ireless A Services X ELEVATION MARKER ^:/ ,- X-X.X L (E)ASPHALT \ PARKING LOT 7 i./\� ADJACENT ZONING ® SECTION MARKER Cascadia PM I C-G / 5501 NE 109TH COURT,SUITE A-2 �..._ COMMON ABBREVIATIONS "'PH;0. 9200 INGRESS/EGRESS FROM SW 1�.}� SPRINT PROJECT AREA (E) EXISTING / SCHOLLS FERRY RD —fit I SEE SHEET A-2.0 (P) PROPOSED `/ J (E)TREE(NP) I (N) NEW ` f- i (TYP) TYPICAL y , w��•t.ra.�■ # 7 _ ....___ GINS S (E)BUILDING(TYP) n T f: NOTE: (GN FjQ d‘0,6A si SITE PLAN DERIVED FROM;EXISTING DRAWINGS,GIS,AERIAL c'i I �i 6 i ' 1 1 IMAGES AND SITE PHOTOS. c ADJACENT ZONING ij UJ C P ! ;,� •REGON I — J cry fe,Z IV I ADJACENT ZONING 8-, a • _..... M PROJECT NO.:C� / CP T NO: •527 °,_�_^ * I I "V PRELIMINARY _ - ::y,;i.i/;. i;.,,. i NO. DATE D/C DESCRIPTION APN:1S134BC-00600 L 0 08-01-12 MM/BU 90%CD REVIEW(E)SUBJECT PROPERTY LINE AREA:0.45 ACRES (E)ASPHALT (E)ADJACENT EQUIPMENT 1 08-16-12 EG/TT CLIENT COMMENT_ _ _ _ _ _ _A (T P) PARKING LOT 7 COMPOUND-CLEARW IRE I.- 1/-1 i. ` SUBMITTAL ...—...... .__.....__ - NO. DATE D/C DESCRIPTION -. - —— —— —— —— —(- —— —_ 0 08-23-12 BU/BU BP SUBMITTAL , (E)SIDEWALK(TYP) (E)ADJACENT PROPERTY LINE ,-; SITE NUMBER (TYP) P054XC009 CCI SITE#879600 I - af:- I SITE NAME BULL MOUNTAIN ' ', i SITE ADDRESS ADJACENT ZONING C P 12390 SW SCROLLS FERRY TIGARD,OR 97223 T SHEET TITLE I f ,. , ' .. , :, ;1r (E) OVERALL " TN MN * +a SITE PLAN W E I SHEET NO S SCALE:1"=40'-0"(11X17) 0' 20' 40' 80' A 1 .0 1 EXISTING OVERALL SITE PLAN SCALE 1"=20'-0"(22X34) •• a Sprint 1 4111231P 1301 EAST LOOKOUT DRNE RICHARDSON,TX 75062-4124 20'-1' / - / (COMPOUND AREA) GENERAL DYNAMICS 10'-10" 7'-11" 1'-4" Wireless Services / / / / - - (E)CLEARWIRE ABANDONED EQUIP. b • SLAB WITHIN T-0"X T-0"LEASE Cascadia PM AREA;CLEARWIRE CURRENTLY N LOCATED APPROX.70 FT TO THE • I• 5501 NE 109TH COURT,SUITE A-2 SOUTH IN ANOTHER COMPOUND VANCOUVER,WA 98002 • \ I PH:380.885.9200 • • • (E)FRONTIER TELCO DEMARC . I H-FRAME WITH OTHER CARRIER AND SPRINT TELCO CABINET I t3 6" 4 + (E)SPRINT EQUIP.MOUNTED TO I' I� p (E)OTHER CARRIER 200A METER ��rTa��s I-BEAMS ON CONC.PARKING ��. ; 1 BASE&DISCONNECT o \�"C 0,46(N6k-sO ii STOPS WITHIN 10'-0"X10'-0' 144��I • – – N �0 • " (LEASE AREA) !!_� I 5'-9' 7:1 ; O W (E)SPRINT COAX ROUTE S.e \ � Q Ill c :It ) w b .�. ;i f 1 �� •REGON 3. 49Y is. ,2 Q�C` O \_—T T/P TIP – o 8-2 -12 • (E)SPRINT TELCO&POWER ROUTE s1 ig�im CPM PROJECT NO.: 4527 (E)SPRINT(CDMA) (E)80-0'MONOPOLE; /�'r�` ANTENNAS((TYP) OTHER CARRIER �,� ` ' (BASE W/DISCONNECT PRELIMINARY ANTENNAS NOT ♦ r. NO. DATE D/C DESCRIPTION SHOWN FOR CLARITY < 0 08-01-12 MM/BU 90 i CD REVIEW 1417 1 08-16-12 EG/TT CLIENT COMMENT ihi 1 ILI 1'�" SUBMITTAL ......•/® � `' ilk , (E)SPRINT TELCO CABINET NO. DATE DIC DESCRIPTION 0 08-23-12 BU/BU BP SUBMITTAL Tom.._ \\` ZV — SITE NUMBER P054XC009 4-,' CCI SITE#879600 3'-6• 10.-6" /- SITE NAME 14'-0• BULL MOUNTAIN (COMPOUND AREA) f (E)SPRINT UTILITY H-FRAME;200A PPC W/ 200A GENERATOR PLUG/DISCONNECT SITE ADDRESS 12390 SW SCHOLLS FERRY TIGARD,OR 97223 (E)SPRINT GPS ANTENNA PIPE MOUNTED TO MONOPOLE SHEET TITLE 161, (E) ENLARGED N SITE PLAN TN MN W E SHEET NO. SCALE:1/4"=1'-0"(11X17) 0' 2' 4' S 8' A 2 .O 1 EXISTING ENLARGED SITE PLAN SCALE`1/2"=1�-0"(22X34) •III IIIMMMIMMI + NOTE: ALL EXISTING EQUIPMENT REFLECTED ON \� T-5" 3'-8" (E)6-0"TALL CHAIN LINK T-5" THE SIDE BY SIDE INSTALLATION TO BE / /- --A FENCE W/BARBED WIRE / REMOVED UNLESS NOTED OTHERWISE. Sprint (E)CLEARWIRE ABANDONED 4'-0"X 4-0 CONC.EQUIP.SLAB WITHIN - - _ T-0"X 7'-0"LEASE AREA (E)6'-O TALL CHAIN LINK FENCE W/BARBED WIRE — 4 — n —R -1-- 41105° n " I 1.-0" 10" 1'-7" 1301 FAST LOOKOUT ORNE RICHARDSON.TX 75082-4124 I 1 ` / I \ \ \ T GENERAL DYNAMICS Wireless Services (E)RF (E)RF (N)SPRINT (E)BATT CABINET (E)BATT CABINET MMBS CABINET CABINET CABINET (N)SPRINT GPS TEMPORARY LOCATION CABINET MUD ROOM MOUNTED TO MMBS Cascadia PM • I o of I o oI 5501 NE 109TH COURT,SUITE A-2 i�_ - O VANCOUVERWA98B82 I," PH:380 885.9200 (E)SPRINT ICE-BRIDGE (E)OTHER CARRIER 200A ' `� L— I i i' (E)CLEARWIRE ABANDONED . 1_.-.:_-,,I : METER BASE 8 DISCONNECT ■ 4'-0"X 4'-0'CONC.EQUIP.SLAB an ; 11 •(E)SPRINT EQUIP.MOUNTED (E)SPRINT EQUIP.MOUNTED /! I WITHIN T-0"X T-0"LEASE AREA TO I-BEAMS ON CONC. CJ _ 16 1° TO I-BEAMS ON CONC. I I 16 1 � �_ PARKING STOPS I N PARKING STOPS - L--' N M a r(E)SPRINT COAX ROUTE (E)SPRINT COAX ROUTE Q� ll �� Gt NE SS/ TN MN (E)OTHER CARRIER 200A TN MN ° \� N • 8 METER BASE 8 DISCONNECT c' �0 9 (E)12"WIDE SPRINT COAX O o N • • SHROUD TO MONOPOLE �. W E �^! I W E 7' � � ri 1 (E)12"WIDE SPRINT COAX —/ x 2 / l S SHROUD TO MONOPOLE I _ _ S •REGON 1 EQUIP. SITE PLAN - EXISTING SCALE:38"=,''-0 („x17) a' 1' 3' S' 2 EQUIP. SITE PLAN - SIDE BY SIDE SCALE:3l8"=1'-0"(11X17) 0' . 1' —' ,�' SCALE:3/4”=1'-0"(22X34) SCALE:3/4"=1'-0"(22X34) El 1 i '9Y 18,2 • 8-2. -12 \Q 7, (E)6'-0"TALL CHAIN LINK CPM PROJECT NO •527 / - FENCE W/BARBED WIRE PRELIMINARY \ _ _ _ _ - _ _ __ - _ - - - _ ,_ - ,_ _ _ NO. DATE D/C DESCRIPTION - - - - ----- — 3" 0 08-01-12 MM/BU 90%CD REVIEW i 1 08-16-12 EG/TT CLIENT COMMENT I (E)CLEARWIRE ABANDONED SUBMITTAL I. I I I' ' --` I 1111" 4'-0"X 4'-0"CONC.EQUIP.SLAB I I -,�., /// r\�1 ---- WITHIN T-0"X T-0"LEASE AREA NO. DATE 08 23-12 D/C DESCRIPTION BP SUBMITTAL_,_I i 17' : I1 , I I I l ( II �L7 SITE NUMBER I I I k 4 'y• - - — — i , ,4 (N)SPRINT • (N)SPRINT P054XC009 MMBS - CABINET CABINET I CCI SITE#879600 - ' I I SITE NAME BULL MOUNTAIN ® ® SITE ADDRESS (N)AAV NETWORK INTERFACE I' r0 12390 SW SCHOLLS FERRY U DEVICE(BY OTHERS) __�� TIGARD,OR 97223• trilamIN ' '1 (N)SPRINT GPS MOUNTED TO SHEET TITLE - �..�� I MMBS CABINET irigv . (E)I-BEAMS ON CONC. ! ENLARGED \ 16.1° PARKING STOPS (E)OTHER CARRIER 200A 16.1° \ 'I I N �- METER BASE 8 DISCONNECT 4.. EQUIPMENT PLANS rC / i (E)SPRINT ICE-BRIDGE ffffff N TN MN UTILIZE(E)12'WIDE SPRINT -' COAX SHROUD FOR ROUTING f OF(N)HYBRID/COAX W -Ej". W E _ _ _ SHEET NO. (N)SPRINT HYBRID CABLE ROUTE S S SCALE:3/16"=1'-0"(11X17) 0' 5' 10' SCALE:3/8"=1'-0"(11X17) 0' 1' 3' 5' A-3•0 3 AAV SITE PLAN 4 EQUIP. SITE PLAN - FINAL SCALE 3/4"=,'-0"(22X34) SCALE:3/8"=1'-0"(22X34) Vc Z Z Gy S t N Sprint ,F • O 'c 2 o �c\fc`O.� (N)SPRINT ANTENNA(TYP)- c * 0p SEE 41- Z +I aS 4 Zt1' wx zD mno a w� w� (N)36"STAND-OFF FRAME WITH 3.5'0a PIPE VALMONT'USF-3U OR ``%' " (E)MOUNTING BRACKETS Oyu. EQUIVALENT(TYP) ®'7 1301 EAST Loarovr DRIVE 4L TO BE REMOVED AFTER SIDE-BY-SIDE RICHARDSON,TX 75082-4124 50G�0e 60G�Oti` (N)SPRINT RRU(TYP)-SEE 4/- P . P GENERAL DYNAMICS \00 J� 0 "C W!reless Services �p1�� (E)SPRINT(CDMA)ANTENNAS �� ,. •\ (TYP OF 4) .�% ��`� (TYP OF 4)TO BE REMOVED ANTENNAS 4' (E)80'-0"MONOPOLE;OTHER °/ ``° (F .- -ve,�OA ` Cascadia PM CARRIER ANTENNAS NOT / 427J44�o e 04,,\.) "/ `•. �FJ4 SHOWN FOR CLARITY �� '7072_44, p.1- / �,44,0 sso+VANCOUVER.WA 98662E A-2 NP�,O �,p° ,l' �F y. F�.' / PH.360.885.8200 4,1./7/41, 0`PAS M Jac O�• y��M/,TyFyq 70..OR �PgO*�a `� q2i��NNq ?oTOR 4 0�pst. ,y'L� 72�°0ti72 • 16.1^ �E\PN�\l!`V��P00G'�1, J. *7?OONT 16.1` �� .. .. CT / N ∎010.J TN MN (<>13,9'W�� g2yJ'9 re.. �►.R_�i � W E '�LT,y gs�C TN MN o `0,r, �NG1 N E s�� (E)SPRINT GPS ANTENNA PIPE (E)80'-0'MONOPOLE;OTHER "s°lO4, W E cV 44 CARRIER ANTENNAS NOT O; 7• 1 4 * 4 MOUNTED TO MONOPOLE S SHOWN FOR CLARITY S Q W •REGON SCALE:3/16"=1'-0"(11X17) 0' 5' 10' SCALE:3/16"=1'-0"(11X17) 0' 5' 10' 1 ANTENNA PLAN - EXISTING SCALE:3/8-=1'-0"(22X34)- 2 ANTENNA PLAN - SIDE BY SIDE SCALE3/8"=1'-0'(22X34) �� ,�' 'yqy ' I i O te,2 8-2 -12 . ►OJ H- Z CPM PROJECT NO . •527 0 O Z ¢« PRELIMINARY NOTE: �1s\ w '_' NO DATE D/C DESCRIPTION EXISTING SPRINT CDMA ANTENNAS TO BE REMOVED ATA FUTURE DATE,T.B.D.(TYP) AS-S 1-r (N)SPRINT 800MHZ/1900MHZ DUAL a 0 08-01-12 MM/BU 90%CD REVIEW s., ¢g POLE ANTENNA;TYPICAL OF(1) 1 08-16-12 EG/TT_CLIENT COMMENT ,..8 0� -^n PER SECTOR , - NOTES: OP 1. NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. SUBMITTAL 42.VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER. NO. DATE D/C DESCRIPTION e 0 08-23-12 BU/BU BP SUBMITTAL 2. TOWER STRUCTURAL ANALYSIS TO BE PERFORMED BY OTHERS.SPRINT NETWORK VISION INSTALLATION SHALL NOT START UNTIL ENGINEER RECEIVES COPY OF APPROVED STRUCTURAL ANALYSIS OR ASSESSMENT. (N)SPRINT RRU'S MOUNTED TO 3. CONTRACTOR RESPONSIBLE FOR PROVIDING TOWER RIGGING PLANS,SUBJECT TO OWNER APPROVAL. MONOPOLE;(1)800MHZ 8(1) SITE NUMBER 1900MHZ PER SECTOR(TYP) 4. REFER TO STRUCTURAL ANALYSIS FOR APPROVED HYBRID COAX CABLE PLACEMENT. (E)80'-0"MONOPOLE;OTHER P054XC009 5. REFERENCE A-6.1 FOR HYBRID COAX CABLE ATTACHMENT PER STRUCTURE TYPE. CARRIER ANTENNAS NOT . .`\. CCI SITE 8 879600 SHOWN FOR CLARITY '', SITE NAME BULL MOUNTAIN ■ SITE ADDRESS T 12390 SW SCROLLS FERRY P d• (F44 TIGARD,OR 97223 14t,4tc- ‘01‘,04 •e 4,_,i',If?.-4/4,NN4 e pot 031.0 ?iG 'S.:,•7 4,7-"y4, SHEET TITLE \4�.l. y s'0OD ts.t° r N ENLARGED TN MN ANTENNA PLANS W S SHEET NO. 4 ANTENNA PLAN - FINAL SCALE:3/16"=1'-0'(11X17) 0' 5' 10' A-4.0 3 NOTES N SCALE:3/8"=1'-0'(22X34) NOTES: NOTES: \ NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE 1 PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER. Sprint ° • (E)LIGHTNING ROD @±83'-0"TIP HEIGHT (E)LIGHTNING ROD @±83'-0"TIP HEIGHT (E)&(N)SPRINT ANTENNA TIP HEIGHT (E)&(N)SPRINT ANTENNA TIP HEIGHT oik 82'-0" 82'-0" (E)TOP OF MONOPOLE di // (E)TOP OF MONOPOLE plik 4111113111. (, \ (N)SPRINT ANTENNA RAD CENTER" a(N)SPRINT 800MHZ/1900MHZ DUAL -------------°' , (N)SPRINT ANTENNA RAD CENTER" tit EAST AI(N)SPRINT 800MHZ/1900MHZ DUAL - "II I 79•-0* ®, POLE ANTENNA;TYPICAL OF(1) 79-0" RIpNRD9p4 ix 78002-4t24 Niv POLE ANTENNA;TYPICAL OF(1) J PER SECTOR PER SECTOR 112 GENERAL DYNAMICS (E)CRICKETT ANTENNA RAD CENTER -II (E)CRICKETT ANTENNA RAD CENTER n Wireless Services t 72'-0" t 72'-0' y ©�(N)SPRINT RRU'S MOUNTED TO ---/ ee(N)SPRT RRU'S MOUNTED TO �€( t MONOLE;(1)800MHZ&(1)+� ®® Z P 1900MHZ PER SECTOR(TYP) Ly . 1 Cascadia PM O m IX 5501 NE 109TH COURT,SUITE A-2 I m (E)CLEARWIRE ANTENNA RAD CENTER o V_ (E)CLEARWIRE ANTENNA RAD CENTER , VANCOUVER,WA 98002 = t 62'-0" t 62'-0" PH:380 885.9200 n 1 _IF Ili CC � • S V m • C;C GI N Ek. S>= d ` �0 N cr • ' 1 - 17. X a W e m •REGON '_ co 4, its2,07,41' i e' o• --8 . , I wog- • C1 CPM PROJECT NO.: '527 Q z m (E)80'-0"MONOPOLE;(N)HYBRID CABLE PRELIMINARY m (E)80'-O MONOPOLE;(N)HYBRID CABLE I TO FOLLOW(E)COAX ROUTING INSIDE NO. DATE D/C -DESCRIPTION S /TO FOLLOW(E)COAX ROUTING INSIDE MONOPOLE PER GPD GROUP 0 08-01-12 MM/BU 90%CD REVIEW , MONOPOLE PER GPD GROUP STRUCTURAL ANALYSIS,DATED 05/31/12 1 08-16-12 EG/TT CLIENT COMMENT STRUCTURAL ANALYSIS,DATED 05/31/12 Q SUBMITTAL K NO. DATE D/C DESCRIPTION co 0 08-23-12 BU/BU BP SUBMITTAL _ SITE NUMBER o P054XC009 CCI SITE#879600 T SITE NAME c7 BULL MOUNTAIN i SITE ADDRESS (E)6'-0"TALL CHAIN LINK (E)6'-0"TALL CHAIN LINK 12390 SW SCHOLLS FERRY FENCED COMPOUND TIGARD,OR 97223 FENCED COMPOUND ca SHEET TITLE _ 1 ;�� W :�,,-•- s.,4,..- ,4. e o ;�..,,,, :::;;; ;.V:;-. ..,..•••.,...7. ::::..;;....0.•� • �`� ELEVATIONS �-.1�V-:....,-4..:::::.::::::::::.N.,,,..,. •...� ...•,�..•- , K::::::::::.;::::::-..y•.Res.{•��pA�• R .'k '•40'•'•.4. ��•.v:s•. �`'✓ x. %. •,,,evxy , ! �•ti v:Ix`,`4% (E)GRADE 0'-0" :°.''� V t` �-. (E)GRADE 0'-0" aii _... _._--- x- "'-... (242'AMSL) �" _ . --------- (242'AMSL) ------------------------------. SHEET NO. ------------------------------a L ��-----�--------------------� • SCALE:1"=10'-0"(11X17) 0' 5' 10' 20' SCALE:1"=10'-0"(11X17) 0' 5' 10' 20' 1 NORTH ELEVATION - FINAL SCALEr=5'-0"(22X34) .. 2 WEST ELEVATION - FINAL SCALE1"=5%0'(22X34) •IIII l MANUFACTURER: POWERWAVE ° \1 • PART NUMBER: P40-16-XLPP-RR Sprint . LENGTH: 54.0" WIDTH: 17.4" SPRINT ANTENNA&HYBRID CABLE LENGTH SCHEDULE DEPTH 6.5" 800MHZ-45• ` 1900MHZ+45- WEIGHT W/O BRACKETS: 53.0 LBS 800MHj+45' MECH. HYBRID JUMPER SIZE WEIGHT W/BRACKETS: 64.0 LBS SECTOR QTY. ANTENNA MODEL DOWNTILT AZIMUTH RAD CENTER CABLE LENGTH CABLE TYPE RRU MODEL(S) &LENGTH 41121P O C)�� ALPHA 1 P65-16-XLPP-RR T.B.D.° 135° 79'-0' 11D'-0" TYPE 2 1/2"&6' 1701 FAST LOOKOUT DRIVE • BRACKET MODEL#'S:7256.00 8 7454.00 RRH-C2C& RRH-P4 �� - - RICHARDSON,TX 75082-4124 -'O•� D=�� RRH-C2C& m BETA 1 P65-16-XLPP-RR T.B.D.° 245° 79'-0' 110'-0' TYPE 2 RRH-P4 1/2"8 6' MANUFACTURER: POWERWAVE PcS2-45- PCS1-45• RH-C2C& GAMMA 1 P40-16-XLPP-RR T.B.D.T 330° 79'-0" 110'-0" TYPE2 1/2"86' GENERAL DYNAMICS PART NUMBER: P65-16-XLPP-RR 1900MHZ-45 RRH-P4 VIreless Services LENGTH: 72.0" TYPICAL ANTENNA PORT DETAIL WIDTH: 12.0" GPS 1 TMG-HR-26NCM N/A WA 24'-0" 44'-0" 1/2" N/A N/A DEPTH 6.0" WEIGHT W/O BRACKETS: 49.0 LBS WEIGHT W/BRACKETS: 56.0 LBS FRONT SIDE BRACKET MODELS:7256.00&7454.00 NOTES: Cascadia PM �„}�!� . 1. HYBRID/COAX CABLE LENGTHS ARE APPROXIMATE.CONTRACTOR TO FIELD VERIFY LENGTHS PER FINAL ICE BRIDGE Wiz 1_ CONFIGURATION AND STRUCTURE MOUNTED ROUTING. 5501 NE 109TH SUITE A-2 \1 r•.w •~11I VANCOUVER,ER,WA WA 98862 PH:360.885.9200 -, 2. ALL HYBRID/COAX CABLE INSTALLATION SHALL CONFORM TO CURRENT SPRINT STANDARDS.SEE DETAILS ON SHEET A-6.1. BOTTOM 3. ALL HYBRID/COAX CABLE CONNECTIONS TO BE WEATHERPROOFED.SEE DETAILS ON SHEET A-6.1 NOTES: �� 1. IF REQUIRED,PAINT ANTENNAS AND RRU'S TO MATCH THE EXISTING STRUCTURE AND/OR BLEND WITH THE 4. ALL RET CABLE TO BE SUPLIED BY COMMSCOPE AND SHALL BE 9.8'IN LENGTH.MODEL#IRET AISGv1.1. 1:C SURROUNDING AREAS USING NON-REFLECTIVE PAINT. 5. NEW SPRINT ANTENNAS INCLUDE RESPECTIVE RRU'S WHICH ARE MOUNTED ON THE PIPE BEHIND THE ANTENNA,SIMILAR ��j�Ti�• 2. VERIFY FINAL RF CONFIGURATION WITH CLIENT REPRESENTATIVE PRIOR TO COMMENCEMENT OF CONSTRUCTION. TO THAT SHOWN ON DETAIL#4,THIS SHEET. co \v`��NGSN,�F�ss>o co 3. ALL ANTENNA INSTALLATION AND TESTING SHALL CONFORM TO CURRENT SPRINT STANDARDS. 6. CONTRACTOR TO FIELD VERIFY EXISTING AZIMUTHS BEFORE RELOCATING THE ANTENNAS.IF RELOCATION IS REQUIRED. ch Cy NOTIFY SPRINT RF ENGINEER PRIOR TO RELOCATION. CC- 7: 1 : 4 ' �` 4 NEW SPRINT RRU'S ARR MOUNTED TO PIPE MAST BEHIND ANTENNAS SIMILAR TO THAT SHOWN ON DETAIL 4/-. W x x 1 SPRINT ANTENNA SPECIFICATIONS SCALE:NTS(11X17)- ANTENNA & COAX SCHEDULE SCALE NTS(11X17)- 10 •REGON SCALE:NTS(22X34) SCALE:NTS(22X34) , �'qY �g • GPS NOTES: 0G' f, 2\O� SHALL SOLIDLY BIND $-2;'-1 `-� ♦ � CLAMP(SHALL BE SOFT) TERMINATION CLOSURE ��' 1 THE GPS ANTENNA MOUNT IS DESIGNED TO FASTEN TO A STANDARD CPM PROJECT NO.: 527 1"0.SCH.40,GALVANIZED STEEL OF STAINLESS STEEL PIPE. THE PIPE GPS:TMR-HR-26NCM;GPS TO PRELIMINARY MUST NOT BE THREADED AT THE ANTENNA MOUNT END. _ BE MOUNTED A MIN.OF 2'-0" - I I ABOVE MMBS-BBU CABINET I \C` h+ TWO POINTS SHALL BE FIXED NO DATE D/C DESCRIPTION 2 THE PIPE SHALL BE CUT TO THE REQUIRED LENGTH(MIN.OF 18',8'-0"IF BEFORE RRU CONNECTION 0 08-01-12 MM/BU 90%CD REVIEW MOUNTING TO PROPOSED MMBS-BBU)USING A HAND OR ROTARY PIPE (E)OR(N)2-3/8"O.D.MIN. �``� - 11 CUTTER TO ASSURE A SMOOTH AND PERPENDICULAR CUT. A HACK ANTENNA PIPE MOUNT �1 CLOSURE AND ROLLED CABLE 1 08-16-12 EGlfT CLIENT COMMENT GPS MOUNT:TMR-LMNT SAW SHALL NOT BE USED THE CUT PIPE END SHALL BE DEBURRED. (N)SST STANDARD HANGER ( CABLE SHALL BE PLACED NOT TO ANTENNA MOUNT _ SUBMITTAL ATTACHED TO PIPE 3. IT IS CRITICAL THAT THE GPS ANTENNA IS MOUNTED SUCH THAT IT IS TOUCH WI iH TOWER STRUCTURES WITHIN 2 DEGREES OF VERTICAL AND THE BASE OF THE ANTENNA IS (3)(N)BREAKOUT UNITS, CLAMP DETAIL OR OTHER MATERIALS.BENDING NO DATE D/C DESCRIPTION WITHIN 2°OF LEVEL. TYP OF(1)PER SECTOR • RADIUS OF ROLLED CABLE SHALL 0 08-23-12 BU/BU BP SUBMITTAL -0-.� BE LARGER THAN REQUIREMENTS (N)SPRINT ANTENNA 4. DO NOT SWEEP TEST GPS ANTENNA. (N) OF SPECIFIC PRODUCT. _ (E)ANTENNA SUPPORT 800Mhz SEE 1/A-6.0&2/A-6.0 FRAME RRU -h r/n (E)OR(N) 1"0 STD.PIPE;LENGTH AS 5. ATTACH GPS MOUNTING PIPE TO NEW MMBS-BBU USING(4)8MMx15MM (E)TOWER/MONOPOLE POAAR CROSS-OVER PLATE SITE NUMBER REQ'D TO OBTAIN DESIRED SS BOLTS AND(4)1'PIPE STRAPS. GPS TO BE MOUNTED A MIN.OF 2'-0' - MOUNT PER PLAN AND i: i. (MTS PART#XP-2040) P054XC009 HEIGHT-SEE 2/A-60 1 ABOVE MMBS-BBU CABINET. ELEVATION CCI SITE#879600 ■ (E)OR(N)2-316"o.o. SITE NAME MIN.ANTENNA PIPE BULL MOUNTAIN MINIMUM OF 75%OR �■■t7�t,��■�i��I MOUNT PIPE MAST MOUNTED TO 270°IN ANY DIRECTION ■ • IU��1 `` 1 \� MUDROOM CABINET W( I SITE ADDRESS REQ'D HARDWARE I I 270° 1 (N)COAX COLOR CODE BAND / 11/ BLOCK OR 12390 SW SCHOLLS FERRY I Olt. GPS NEW 4"SST CLAMP, (N) ��. SOFT CLAMP -(N)RET TIGARD,OR 97223 1hz I (TYP) �1� I CABLE ANDREW#31670-3, RRU I. TYP,OF(2)PER - I11� ...�°�.. SHEET TITLE BREAKOUT UNIT I`1 GPS OBSTRUCTIONS SUPPORT HYBRID "+i�+` I ' I COAXIAL CABLE-SEE 2/A-6.0 I MUST BE BELOW 15° CABLE WITHIN 12"OF I ��,�1 J ANTENNA & MEDUSA ' COAX DETAILS ' STANDARD HANGER IN I (N)SST COAX '. STANDOFF (N)JUMPER 0 0 SNAP-IN FOR EXCESS NEW HYBRID FANOUT CABLE(TYP) _ CABLES CABLE TYPICAL OF 3. • T SUPPORTED BY HOISTING GRIP EVERY 200'-0' SIDE VIEW OF COAX SHEET NO. I SUPPORT • SCALE:NTS(11X17) SCALE:NTS(11X17) A 6.0 3 GPS ANTENNA MOUNTING & REQUIREMENTS SCALE NTS(22X34) 4 TYPICAL BOOM AND STAND-OFF MOUNTING DETAIL SCALE NTS(22X34) TYPE 1 TYPE 2 TYPE 3 TYPE 4 TYPE 5 TYPE 6 TYPE 7 \1 TYPICAL HYBRID CABLE COLOR CODE TYPICAL JUMPER CABLE COLOR CODE TOTAL LENGTH -35 m(114.8') -55 m(180.5) -65 m(213.3') -80 m(262.5) -100 m(328.1') -120 m(420.0') -160 m(550.0') 11 SECTOR FIRST RING 'SECOND RING THIRD RING FREQUENCY ANTENNA PORT RRU PORT CABLE COLOR HYBRID POWER AWG 10 1 PAIR, AWG 8 1 PAIR, AWG 6 1 PAIR, AWG 6 1 PAIR, AWG 4 1 PAIR, AWG 6 1 PAIR, AWG 4 1 PAIR. Sprint° • CABLE AWG 12 3 PAIR AWG 10 3 PAIR AWG 8 1 PAIR, AWG 8 3 PAIR AWG 6 1 PAIR, AWG 8 3 PAIR AWG 6 1 PAIR, ALPHA GREEN NO TAPE NO TAPE RET RET N/A CONFIGURATION AWG 10 2 PAIR AWG 8 2 PAIR AWG 8 2 PAIR BETA GREEN GREEN NO TAPE 800 MHz 800 MHz+45° ANT 1 WHITE CABLE DIAMETER 25mm(0.98") 27mm(1.06") 30mm(118") 30/32mm' 32mm(1.26") 39.2mm(1.54') 43.5mm(1.71") BENDING RADIUS 300mm(12") 330mm(13") 390mm(15") 450mm(18") 450MM(18") 457mm(18") 533MM(21") 4ISIMP GAMMA GREEN GREEN GREEN 800 MHz-45° ANT 0 BLUE OPTIC CABLE LC/PC-to-LC/PC,SINGLE MODE DU CABINET(POWER 1301 FAST LOOKOUT ORNE PCS1 45° ANT 0 BLUE CABLE TERMINAL 2 PAIR POWER AND OPTIC CABLE WITH PE PIPE RICHARDS00.1X 75002-4124 MAX SIZE AWG 4) FREQUENCY COLOR CODE FOR PAIRS AND FIBER CABLES OF HYBRID CABLE PCS1+45° ANT 1 WHITE RRU POWER CABLE AWG 8,14.7-15.4mm , SPEC AWG 10,11.5-12.4mm GENERAL DYNAMICS FREQUENCY FIRST RING SECOND RING 1900 MHz PCS2-45° ANT 2 GREEN NON USE POWER 2 PAIR POWER 2 PAIR POWER 2 PAIR POWER 2 PAIR POWER 2 PAIR POWER 2 PAIR POWER Wireless Services AND OPTIC CABLE AND OPTIC AND OPTIC AND OPTIC AND OPTIC AND OPTIC AND OPTIC 800 MHz YELLOW GREEN PCS2+45° ANT 3 BROWN CABLE WITH PE CABLE WITH PE CABLE WITH PE CABLE WITH PE CABLE WITH PE CABLE WITH PE PROTECTION PIPE PIPE PIPE PIPE PIPE PIPE 1900 MHz YELLOW RED RET RET RED SAMSUNG FIBER 0.51bs/If _ 0.61bs/lf 0.81bs/If 0.91bs/If 1.11bs/If N/A N/A I ASIA TAI 0.71bs/If _ 0.71bs/If 0.71bs/If 0.71bs/If 0.71bs/If N/A N/A NOTE: TESCO N/A N/A N/A N/A N/A 1.61bs/If 2.21bs/If Cascadia PM ON HIGH CAPACITY SITES OR FOUR SECTOR SITES NEEDING AN ADDITIONAL LINE AND RRU - - - CONTACT GDIT SITE SUPERVISOR FOR COLOR CODE INFORMATION ON ADDITIONAL LINES. 5501 NE 105TH COURT,SUITE A-2 VANCOUVER.WA 98662 PH:360.885.9200 SCALE:NTS(11X17) SCALE:NTS(11X17) 1 HYBRID & JUMPER COAXIAL CABLE COLOR CODING SCALE:NTS(22X34) 2 HYBRID CABLE TYPES & SPECIFICATIONS SCALE:NTS(22X34) ' . : 2"SPACE co co i:¢ I S "� 2"TAPE 2"TAPE BETWEEN HYBRID 2"TAPE 2"TAPE 2"TAPE RING 2"TAPE RING d \c' �NGINEki. S>C. 2"TAPE 1"SPACE SECOND RING 1"SPACE THIRD RING CABLE COLOR CODE FIRST RING SECOND RING 2"SPACE 1"SPACE SECOND RING 1"SPACE THIRD RING c'1 FIRST RING BETWEEN(IF APPLICABLE PER BETWEEN(IF APPLICABLE PER AND FREQUENCY FREQUENCY COLOR FREQUENCY COLOR FROM END OF 2"TAPE RING BETWEEN(IF APPLICABLE PER BETWEEN(IF APPLICABLE PER L;1 , ; HYBRID COLOR CODE RINGS SECTOR) RINGS SECTOR) COLOR CODE CODE CODE BREAK-OUT CYLINDER FIRST RING RINGS �{L SECTOR) RINGS SECTOR) ' a 4 x COPPER k►♦'�♦♦1•♦'�• I !r•♦1r �••ei '�►41 ♦-Viol w .REGON '•= ' - e �•••••-•• :••�•♦��j t#!L TO RRU P♦♦♦•• ♦♦•�♦� S ♦(6)FIBER __ "b o► •e� L••: ►�tib ! 8 i1�• CABLES CPM PROJECT NO •527 HYBRID COLOR CODE TAPE HYBRID COLOR CODE HYBRID COLOR NO SPACE FREQUENCY COLOR HYBRID COLOR CODE HYBRID COLOR CODE WRAP TAPE AROUND HYBRID PREUMINARY (SEE TABLE FOR DETAILS) TAPE(SEE TABLE FOR CODE TAPE(SEE BETWEEN CABLE CODE(SEE TABLE TAPE(SEE TABLE TAPE(SEE TABLE CABLE.THREE CABLE TO DETAILS) TABLE FOR DETAILS) FOR DETAILS) FOR DETAILS) FOR DETAILS) TIMES,MIN.(TYP) CABINET NO. DATE D/C DESCRIPTION 2"SPACE ° 0 08-01-12 MM/BU 90%CD REVIEW 2"TAPE 2"TAPE BETWEEN HYBRID 2"TAPE 2"TAPE 2"TAPE RING 2"TAPE RING 1 08-16-12 EG/TT CLIENT COMMENT 2"TAPE 1"SPACE SECOND RING 1"SPACE THIRD RING CABLE COLOR CODE FIRST RING SECOND RING 2"SPACE 1"SPACE SECOND RING 1"SPACE THIRD RING __,\,___ FIRST RING BETWEEN OF APPLICABLE PER BETWEEN(IF APPLICABLE PER AND FREQUENCY FREQUENCY COLOR FREQUENCY COLOR FROM END OF 2"TAPE RING BETWEEN(IF APPLICABLE PER BETWEEN(IF APPLICABLE PER , HYBRID COLOR CODE RINGS SECTOR) RINGS SECTOR) COLOR CODE CODE CODE BREAK-OUT CYLINDER FIRST RING RINGS SECTOR) RINGS SECTOR) SUBMITTAL (4)PAIR NO. DATE 0/C DESCRIPTION COPPER .-� .- 7 - y-��-�- - - - - - 0 08-23-12 BU/BU BP SUBMITTAL i: ---- • •TO CABINET ,a..,_..._.�.��"_"� .a,"... �" - - � ••••••i NOTE: NOTE: \ 20 4" PROPOSED RRU'S AND ALL MOUNTING HARDWARE TO BE PROPOSED RRU'S AND ALL MOUNTING HARDWARE TO BE / PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER. Sprint° " 13.8' 9A' 1r�7� SPECIFICATIONS(W/FILTER): SPECIFICATIONS: 4�... � DIMENSIONS: 709 X 289 X 520 MM \ DIMENSIONS: 605 X 350 X 228 MM \ ■ rill. (27.9"X 11.4"X 20.4") (23.8"X 13.8"X 9.0") TOP VIEW WEIGHT: 52 LBS WEIGHT: 60 LBS 411ggli° MOUNTING TABS 11.4" RX:HARDSON,TX 75082-4124 iom N _ GENERAL. DYNAMICS -°II, ",.,.. 4q _�_, I Wireless Services ■ ■ OPTIC PORT POWER OPTIC 1 S (-48 v] ANTENNA PORT I (TYP) 1301 EAST LOOKOUT DRNE .6 1 , , RET = II IIII _ _ (TYP) 9 FGND — I _r() 11.-�_ Cascad><a PM 11 r �r� SIDE VIEW FRONT VIEW / o• ° ° 0 5501 NE 109TH COURT,SUITE A-2 \ oUC CS .-- Li ■■ i n �V/—•�•—2I. i ■■ O �• ° O• o .O ° VANCOUVER,PH.380.885.9298002 SIDE VIEW SIDE VIEW �� IV �� [OO' ANT 0 ANT 1 ANT 2 ANT 3 '?r- -- I] i :® .O.®.L • �Mr1py .r, �I �a �1 e GROUND ANT 0 \11m°°_ j 1I I I1 I I I I I I o I`r- `r///!!!��'I �'7 +0 ` ,, ..o•<> ... ' 0 5.c�•NGINEF Ss, m ANT i ,,,, 'M" BOTTOM VIEW POWER PORT RET M "R O. - -48 VOLTS 7: 1 ; + a. BOTTOM VIEW Uj •REGON SCALE:NTS(11X17) SCALE:NTS(11X17) I)� 1 800 MHz RRU (RRH-C2C) 2 1900 MHz RRU (RRH-P4) — SCALE:NTS(22X34) O At'te,2 O� SCALE:NTS(22X34) 8-27-1 `-, • CPM PROJECT NO.: .527 NOTE: PRELI■INARY FOR WALL MOUNTING PLEASE REFER TO MMBS INFORMATIONAL NO. DATE D/C DESCRIPTION SPECIFICATION-R11-14 MAY 2012 FOR GD.PPTX 0 08-01-12 MM/BU 90%CD REVIEW 1 08-16-12 EG/TT CLIENT COMMENT PER RRU TECHNOLOGY .,,, 44110 N. REQUIREMENTS RRH-C2A (VERIFY) SUBMITTAL IP (E)OR(N)3 1/2"O.D. 3 �,� MOUNT SING BRACKET& NO. DATE D/C DESCRIPTION MOUNTING PIPE(TYP) - (N)SAMSUNG RRU HARDWARE 0 08-23-12 BU/BU BP SUBMITTAL / � M8 X 25L HEX BOLT, MOUNTING BRACKET POLE MOUNTING BRACKET M8 SPRING WASHER, 8 HARDWARE ■ is piii 1. PLANE WASHER ' il �� MB PLANE WASHER tip I, M12 SPRING WASHER RRH-C2A MOUNTING —' IiI'j I p p 0 III�•�III M I o o = o o MOUNTING PIPE(TYP)Z_ BUMTAIN w>w SITE ADDRESS 1 OQp • �' I III 1� ]>> 12390 SW SCHOLLS FERRY `C• �i r • I-gw 4�r'- i 1 w E TIGARD,OR 97223 EC„��I�� ., __�� RITTS SHEET TITLE \I I RRU DETAILS 1 \ in 11111111' SIDE VIEW FRONT VIEW TOP VIEW NOTE: FOR WALL MOUNTING PLEASE REFER TO MMBS INFORMATIONAL SPECIFICATION-R11-14 MAY 2012 FOR GD.PPTX SHEET NO • SCALE:NTS(11X17) SCALE:NTS(11X17) O 3 800 MHZ RRU (RRH-C2C) - MOUNTING DETAIL SCALE:NTS(22X34) 4 1900 MHZ RRU (RRH-P4) - MOUNTING DETAIL SCALE:NTS(22X34) 1 { z. ..3 / 3'MIN / 2'-4 / 1.-9° / \ . 36"MAX 2'-2•MIN CLR. • \ Sprint g age' r EQUIPMENT CABINET 1301 EAST LOOKOUT DRIVE RICHARDSON.TX 75082-4124 im 4 , s (E)&(N)STEEL I-BEAM 1/210 A325 STEEL THRU-BOLTS(4 TOTAL, GENERAL DYNAMICS FLANGE OR PLATFORM 1 PER CORNER)PROVIDE 12GA. /Vir?less Services i? THREADED GRATING CLIP TO RECEIVE BBU CABINET MMBS CABINET BOLTS IF INSTALLED ON GRATING _ iN Q Cascadia PM INV_ -im 5501 VA EA,SUITE A-2 VANCOUVER,W WA 98682 62 PH 360 885 9200 !FA' W v NOTE: \ Z 1.0 kZl qQ VERIFY EQUIPMENT CABINET SPECIFICATIONS FOR MOUNTING HOLE LOCATIONS. v !I S. GINEk• d> \ 2 ; *,t1 op olii 1h cr.' 71 4 - , a x w 1 EQUIPMENT CABINETS - TYPICAL LAYOUT SCALE:NTS(11X17) 2 CABINET ANCHORING DETAIL SCALE:NTS(11X17) 'A •REGON SCALE:NTS(22X34) SCALE:NTS(22X34) ` 'y 2d°� MMBS CABINET WEIGHT&DIMENSIONS WEIGHT(LBS) �3 MO DU SHELF TOP LIFTING LUG(TYP) � ��27 CPM PROJECT NO •527 OW W/DU SHELF (N TOP PLAN VIEW I TOP PLAN VIEW — - DIMENSIONS 70.818 X 29.518 X 40.1(37.08N PRELIMINARY 1800)(700X1018(820)MM _ I NO. DATE D/C DESCRIPTION \ �� C' J 0 08-01-12 MM/BU 90%CD REVIEW 2'-8" 2,�. 3" �,/ 1,-10" // 3' .1i } ( 19 2'4" _1 08-16-12 EG/TT CLIENT COMMENT 3 4• I 2" 1'-10' 2" 3'-4" / BBU CABINET SPECIFICATIONS _ �� • • • ° ° �• SUBMITTAL ITEM VJEIGHT(LBS) 2'-6" •�\ -f° NO. DATE D/C DESCRIPTION 0 08-23-12 BU/BU BP SUBMITTAL CAPACITY MAX.4 BATTERY STRINGS COOLING AIR CONDITIONER/COOLING WITH FAN FOR EMERGENCY - • MODE(McLEAN T20 MIAC) ° • SOUND LEVEL 85dBA®5FT(1.5m)& SITE NUMBER B HEIGHT OF 3FT J P054XC009 SIZE AIR CONDITIONER/COOLING c • • WITH FAN FOR EMERGENCY CCI SITE#879600 in • :.a°= --._—... MODE(MCLEAN T20 HVAC) / I • I`- litiI LM-..z-_� CABINET WEIGHT SITE NAME 0 0 • • IIC?=-�OBR°.'o - 370 LB3 A • BULL MOUNTAIN I o 93 I ._0_ PER BATTERY ° +1/i STRING WEIGHT 520 LBS �� DIMENSIONS 70.818 X 29.518 X 40.1(37.0AN SITE ADDRESS 1111 IILe BB 1800X705X1018(B20)MM e e o g n@• e@ g @B:; f�0000 �� — Eii(#[:?!@-:-@e — NARADA 10OAH(12NDT100) 12390 GA SCHOLLS FERRY /j ;.9 / BATTERY TIGARD,OR 97223 AGM TYPE(VRLA) Q AC POWER 220 VAC,3.5 AMP(TYP), a / / V. I • • 14.4 AMP STARTING _/REAR ELEVATION " SIDE ELEVATION FRONT ELEVATION DC POWER 10 AMP MAX G480DVC REAR ELEVATION SIDE ELEVATION FRONT ELEVATION SHEET TITLE HEX HEAD STOPPING PLUGS -SEE 4/E-1.1 FOR t :3M1 L•�� 8 .} PORT LAYOUT DETAI .1.1381. .28111. OUTDOOR EQUIP. ,r BOTTOM PLAN VIEW DETAILS 0 11' 1 BOTTOM PLAN VIEW . 1'-8' �) ta s'..a,- — , ,,f2 SHEET NO. 2,-2• • 2'-5" r jj, 2.-3" X A_8 .0 SCALE NTS(11 X17) SCALE: (11X17) 3 MMBS MECHANICAL SPECI FI CATIONS 4 BBU MECHANICAL SPECIFICATIONS SCALE:NTS(22X34) SCALE:NTS(22X34) • • o Nib 1 . Sprint . (N)36"STAND-OFF FRAME WITH 3.5'0 PIPE:VALMONT'USF-3U'OR (E)MONOPOLE EQUIVALENT ' (N)3 1/2"0 X 60'LONG PIPE (N)SPRINT 800MHZ RRU II. (TYP OF 3,1 PER SECTOR) 1301 EAST LOOKOUT NINE RICHARDSON,TX 75082-4124 (N)SPRINT RRU 11i��id / GENERAL DYNAMICS �.,Pri 'services (N)SPRINT ANTENNA 2, II (N)31/2"0X60'LONG PIPE : p^— `r/ III_a (N)VALMONT OR EQUIV.WALL '"''lll I (N)SPRINT 1900MHZ RRU MOUNT SLIDER BRACKET;SITE -. 1 4- C PM PRO PART#"B25or IpI;�11IiI (TYP OF 3,1 PER SECTOR)� �r BOLTED TO(E)BRACKET :'1R , 5501 NE 109TH COURT,SUITE A-2 (E)BRACKET VANCOUVER,PH:380.885 9200 (E)MOUNTING COLLAR ■ — (E)STAND OFF ARM (E)MONOPOLE . • • w.nr-ten.:way I o �\c, LNGiNEER sio uw - N Cc 7 : 1 ° "' TOP VIEW SIDE VIEW L TA OREGON r.SCALE:NTS(11X17)_ SCALE:NTS(11X17) a .�y 18,2 OA 1 TYPICAL STAND-OFF FRAME 2 RRU WALL MOUNT ` y SCALE:NTS(22X34) SCALE:NTS(22X34) CPM PROJECT NO.: 527 PRELIMINARY NO DATE D/C DESCRIPTION 0 08-01-12 MM/BU 90%CD REVIEW 1 08-16-12 EG/TT CLIENT COMMENT SUBMITTAL NO DATE D/C DESCRIPTION 0 08-23-12 BU/BU BP SUBMITTAL SITE NUMBER P054XC009 CCI SITE#879600 SITE NAME BULL MOUNTAIN SITE ADDRESS 12390 SW SCHOLLS FERRY TIGARD,OR 97223 SHEET TITLE CONSTRUCTION DETAILS SHEET NO. • 3 I NOT USED 4 NOT USED • -(E)200A METERIDISCONNECT (E)200A GENERATOR RECEPTACLE ) 200A o Sprint ° TO(E)COMMERCIAL- © UTILITY POWER SOURCE - (E)SERVICE GROUND , (E)200A SPRINT PPC CABINET digr. MN (TRANSFER SWITCH/LOAD CENTER) 1301 EAST LT 750 DRIVE \20pA \200A RICHARDSON,TX 75082-4124 /l /1 (N)MMBS CABINET (N)BBU CABINET GENERAL DYNAMICS .wireless Services /\ /\ O 0-0 O /\ /\ 0 O--0 0 0 O -0 ot00A (3)#2AWG,(1)#8 GND IN 2"CONDUIT 0 3 -O 0 J 0 0-0 o15A (3)#10 (1)#1OGND /\ /1 f IN 2"CONDUIT Cascadia PM 0(E)LOADS ��j� (E)LOADS - I (REFER TO PANEL SCHEDULE) o 0-0 0 (REFER TO PANEL SCHEDULE) 5501 NE 109TH COURT,SUITE A-2 �0 o VANP:360.885 9200662 /\ /\ - 0 0-O 0 /-" c-\ 0 0-0 0 /\ /\ 0 0-0 0 /\ �� 0 0-0 0 SCALE:NTS(11X17) 1 ONE-LINE DIAGRAM SCALE NTS(22X34) Ink 1- CALL BEFORE YOU DIG I CPM PROJECT NO.: 4527 I . A` 811 PRELIMINARY - I- t 2-6"COORDINATE NO. DATE D/C DESCRIPTION O0 TRENCH WIDTH 0 08-01-12 MM/BU 90%CD REVIEW cC LL a W /#OF CONDUITS FINISHED GRADE OR AC PAVING MAID VOLTAGE 240V/120 PHASE: 1 WIRE: 3 1 08-16-12 EG/TT CLIENT COMMENT rn SLOPE&THICKNESS OF EXISTING, MAIN BREAKER: 200 AMP BUSS RATING: 200 AMPS A/C: TED O 2 RESTORE SURFACE TO MOUNT: SURFACE NEUTRAL BAR: YES GROUND BAR: TBD Li.]❑ ORIGINAL CONDITION ENCLOSURE TYPE: NEMA 3R N TO GROUND BOND: TBD SUBMITTAL co 2(0 :i �'h_=l ?ILFIIP 119 :. 6"WIDE UTILITY WARNING PANEL STATUS: EXISTING INTERNAL TVSS: TBD - O LIJ .411 I1=113 L'_ = I,.I, • TAPE(±12"BELOW GRADE) NO. DATE D/C DESCRIPTION BREAKER BREAKER BREAKER BREAKER BREAKER BREAKER 0 08-23-12 BU/BU BP SUBMITTAL z I r r 1 ` UNDISTURBED SOIL CKT LOAD DESCRIPTION AMPS POLES STATUS STATUS POLES AMPS LOAD DESCRIPTION CKT \:TICI _ o 0411= -I VCOMPACTED BACKFILL TO 1 4812 CABINET 150 4 ON ON 1 30 TVS S 2 - - 1-111 MIN 95%MODIFIED MAX. 3 -- ON ON 1 4 �l�.11 - IT DENSITY PER ASTM D1557 5 - - -- ON ON -- 10 FAN 6 SITE NUMBER t'•.,ii r METHOD D 7 - - -- ON ON - 20 GFCI 8 P054XC009 I---6"MIN. BACKFILL(CLEAN 9 SAMSUNG MMBS CABINET 100 2 NEW ON - 20 LIGHT 10 CCI SITE#879600 6" GRANULAR FILL SAND) 11 - -- - NEW ON -- 20 SPARE 12 . 13 SAMSUNG BBU CABINET 15 1 NEW ON - - BLANK 14 SITE NAME „ p ---MIN.6"BETWEEN CABLE/COAX • "v : • N 0 &TELCO/FIBER CONDUIT 15 BLANK -- - N/A N/A -- - BLANK 16 BULL MOUNTAIN MEf .. . BELOW GRADE(VERIFY EXACT 17 BLANK -- - N/A N/A -- -- BLANK 18 SIZE&#OF CONDUITS) 19 BLANK - -- N/A N/A - - BLANK 20 SITE ADDRESS POWER CONDUIT TELCO/FIBER CONDUIT BELOW 21 BLANK -- - N/A N/A - -- BLANK 22 12390 SW SCHOLLS FERRY BELOW GRADE(VERIFY EXACT GRADE(VERIFY EXACT SIZE&# 23 BLANK - - N/A N/A - - BLANK 24 TIGARD,OR 97223 SIZE&#OF CONDUITS) 12" OF CONDUITS) MIN. NOTES: TOTAL KVA 28.80 SHEET TITLE 1. INSTALL ALL UNDERGROUND UTILITIES PER LOCAL UTILITY REQUIREMENTS. I AMPS _120.00 2. LOCATE ALL UNDERGROUND UTILITIES PRIOR TO TRENCHING/EXCAVATION. ONE-LINE DIAGRAM & 3. COORDINATE SIZE AND TYPE WITH LOCAL UTILITY COMPANIES REQUIREMENTS. 4. MULTIPLE CONDUITS CAN BE PLACED IN THE SAME TRENCH AS LONG AS A MINIMUM NOTES: PANEL SCHEDULE SEPARATION PER THE LOCAL UTILITY COMPANIES IS MAINTAINED.IN ALL CASES THE MINIMUM GENERAL CONTRACTOR TO CHECK REQUIREMENTS WITH LOCAL POWER CENTER TO CENTER SPACING BETWEEN CONDUITS IS 1.-0"(NOT REQUIRED FOR COAX). COMPANY AND JURISDICTION.ADDITIONAL SUB-PANEL OFF THE PPC CABINET . 5. CONTRACTOR SHALL RESTORE THE TRENCH TO ITS ORIGINAL CONDITIONS BY EITHER MIGHT BE REQUIRED TO FEED NEW SPRINT NETWORK VISION EQUIPMENT. SEEDING OR SODDING GRASS AREAS.OR REPLACING ASPHALT OR CONCRETE AREAS TO ITS ORIGINAL CROSS SECTION. SHEET_NO. 6. IF SAW CUT IS NEEDED,OVER CUT BOTH SIDES OF TRENCH BY MINIMUM OF 6"TO AVOID DEPRESSION IN THE FUTURE. w .0 • -I SCALE: SCALE: 2 TYPICAL TRENCH DETAIL SCALE NTS(22X34) 3 TYPICAL POST INSTALL PANEL SCHEDULE SCALE:NTS(22X34) f f • ) O 0 0 GPS SURGE ARRESTOR Sprint ` MMBS CABINET MMBS CABINET S66M BLOCK FOR UDA 2"LB HOUSING INTO - I ,O O MUDROOM . _ - Y HEAVY WALL m EAST LOOKOUT DRIVE ] • COUPLING ® 1pl3 TX 75082-4124 0 O 2"LB HOUSING INTO .. MUDROOM-SEE 2/- MUDROOM Y SEAL-TITE STRAIGHT I 2"HEAVY WALL CONNECTOR ] 0 - COUPLING •�/ ROTEX INNERDUCT Ti PROTECTOR SEAL;TESSCO PART# O 0 GENERALSDVNAMICS CONNECTOR STRAIGHT - (36MM/349384)& I O • • 2"LIQUID TIGHT CONDUIT g 1 �• O O O O O 4 O5 all FOR HYBRID CABLES: 2"SEAL-TITS FLEXIBLE / PART#8436 NI CONDUIT 2"SEAL-TITE STRAIGHT /./ MMBS BBU PORT CONNECTOR COMSEAL 4 MAKER:ROXTEC Cascadia PM LAYOUT TABLE-SEE#4 2"SEAL-TITE FLEXIBLE PART#COMSEAL 16/16 THIS SHEET CONDUIT 1 O O � 5501 NE 109TH COURT,SUITE A-2 iF (E)EQUIP.PLATFORM 2'HEAVY WALL = (E)EQUIP.PLATFORM Q VANCOUVER,WA 98662_.S CQ UDA OR BH CABLE PH:360.885.9200 OR I-BEAM COUPLING Q OR I-BEAM �� GQ jr UNIVERSAL ANGLE ROTEX INNERDUCT SEAL; / GPS CABLE ADAPTER&BUTTERFLY TESSCO PART# CONDUIT HANGERS (32MM/349959)& (36MM/349384) 7 SCH.80 PVC FROM TELCO 2"SCH.80 PVC CONDUIT BOX INTO MUDROOM CONDUIT HANGER AS REQD ■ 1II PER(E)SITE SPECIFIC PLATFORM DESIGN 1 HYBRID COAX & TELCO / FIBER SUPPORT DETAILS SCALE:NTS(11X17) 2 MUDROOM - SPECIFICATIONS - SCALE.NTS(11X17) SCALE:NTS(22)(34) SCALE:NTS(22X34) REAR VIEW CPM PROJECT NO.: 4527 PRELPMNARY o O NO. DATE D/C DESCRIPTION MMBS CABINET 0 08-01-12 MM/BU 90%CD REVIEW 2"SEAL TITE 90°CONDUIT 1 08-16-12 EG/1"f CLIENT COMMENT CONNECOR;PART#500007 OR APPROVED EQUAL MMBS / CABINET SUBMITTAL NO. DATE D/C DESCRIPTION 0 08-23-12 BU/BU BP SUBMITTAL ] 0 . - O O MUDROOM SITE NUMBER SEAL-TITE CONNECTION TO P054XC009 ] o CABINET-SEE DETAIL A 2"SEAL-TITE CCI SITE#879600 2"SEAL-TITE FLEXIBLE FLEXIBLE CONDUIT 1 l CONDUIT FROM STUB UP TO SITE NAME O UTILITY H-FRAME/EQUIP. DETAIL BULL MOUNTAIN 00y O- -.- O (6'-0"MAX.) 2"HEAVY WALL COUPLING SITE ADDRESS SEE MMBS PORT 12390 SW SCROLLS FERRY LAYOUT TABLE _./ .-yC SEAL-TITE STRAIGHT TIGARD,OR 97223 THIS DETAIL CONNECTOR MMBS PORT LAYOUT jr. I I CONDUIT NO. USAGE SHEET TITLE (E)EQUIP.PLATFORM OR 0 BATTERY I-BEAM 1 AC/GROUND ELECTRICAL 2 RRU SECTOR 1 DETAILS 3 RRU SECTOR 2 2"SCH,80 PVC TO STUB UP 4 RRU SECTOR 3 AT UTILITY-FRAME/EQUIP. SHEET NO. 5 BATTERY • SCALE:NTS(11X17) SCALE:NTS(11X17) E 1 ■ 1 3 MMBS EQUIP. CABINET POWER CONNECTIONS 4 NOT USED SCALE:NTS(22X34) SCALE:NTS(22X34) NOTE: \ SEE SHEET E-3.0 FOR ADDITIONAL GROUNDING,COAX 1. EXOTHERMIC WELDS(2).2 AWG BARE TINNED SOLID COPPER i� AND FIBER ROUTING INFORMATION. CONDUCTORS TO GROUNDING BAR.ROUTE CONDUCTORS TO BURIED GROUNDING RING AND PROVIDE PARALLEL Sprint° • EXOTHERMIC WELD. GROUNDING LEGEND 1 EC SHALL USE PERMANENT MARKER TO DRAW THE LINES (E)SPRINT ANTENNA GROUND _ — BETWEEN EACH SECTION AND LABEL EACH SECTION("F,"A", BAR(3 TOTAL,1 PER SECTOR) "N","I")WITH 1"HIGH LETTERS. _ 111... (N)RRU'S(TYP) I MOB MASTER GROUND BAR 3. ALL HARDWARE 18-8 STAINLESS STEEL,INCLUDING LOCK (N)SPRINT ANTENNA AOB ANTENNA GROUND ROD WASHERS,COAT ALL SURFACES WITH AN ANTI-OXIDANT MOUNTING PIPE CONNECTED I COMPOUND BEFORE MATING.ALL HARDWARE SHALL BE TO(E)ANTENNA GROUND BAR I A MECHANICAL CONNECTION STAINLESS STEEL 3/8 INCH DIAMETER OR LARGER. (DOUBLE HOLE LUG) 1301 EAST LOOKOUT DRIVE • 4. FOR GROUND BOND TO STEEL ONLY INSERT A CADMIUM FLAT RIC1iARU50N'TX 75082-4124 (N)SPRINT RRU'S CONNECTED =�7I • EXOTHERMIC CONNECTION WASHER BETWEEN LUG AND STEEL,COAT ALL SURFACES I \� TO(E)ANTENNA GROUND BAR -- — WITH AN ANTI-OXIDANT COMPOUND BEFORE MATING. 0 . (1)CONNECTION PER RRU i _... • CONNECT PER MANUFACTURER SPECIFICATIONS 5. NUT&WASHER SHALL BE PLACED ON THE FRONT SIDE OF THE GENERAL DYNAMICS \� l. GROUNDING BAR AND BOLTED ON THE BACK SIDE.INSTALL Wireless Services -� BLACK HEAT-SHRINKING TUBE,600 VOLT INSULATION ON ALL .* A. #6 AWG STRANDED _ :— _ GROUNDING TERMINATIONS.THE INTENT IS TO CONNECTION FROM(E)SPRINT CU GROUNDING-v �� • WEATHERPROOF THE COMPRESSION CONNECTION. ANTENNA GROUND BARS TO(E) CONDUCTOR(TYP) _- MASTER GROUND BAR AT TOP J� A OF TOWER =J� 6. NUMBER OF GROUNDING BARS MAY VARY DEPENDING ON THE MGB _�� TYPE OF TOWER,ANTENNA LOCATION,AND CONNECTION ORIENTATION.PROVIDE AS REQUIRED. l =' — -- -- �,,.:'7 7. GROUNDING KIT SHALL BE TYPE AND PART NUMBER AS Cascadia PM I — SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER. 1l i '4 — — 8. WEATHERPROOFING SHALL BE TYPE AND PART NUMBER AS 5501 NE 109TH COURT,SUITE A-2 SUPPLIED OR RECOMMENDED BY CABLE MANUFACTURER. VANCOUVER,WA 98662 9. SUPPLIED AND INSTALLED BY CONTRACTOR. PH 360.885.9200 (E)SPRINT MASTER GROUND #2 AWG STRANDED CU GROUNDING °-- B R AT TOP _ __ _ 1 WHEN THE SCOPE OF WORK REQUIRES THE ADDITION OF A A O OF TOWER 0 SC CONDUCTOR(TYP) GROUNDING BAR TO AN EXISTING TOWER.THE (N)SPRINT GPS CONNECTED TO(E) - ' SUBCONTRACTOR SHALL OBTAIN APPROVAL FROM THE MASTER GROUND BAR AT BOTTOM TOWER OWNER PRIOR TO MOUNTING THE GROUNDING BAR OF TOWER TO THE TOWER. (N)SPRINT ANTENNA 11. EXTEND TWO(2)2 AWG TINNED CU CONDUCTOR FROM BURIED MOUNTING PIPE CONNECTED GROUNDING RING AND CONNECT TO THE NEW TOWER. TO(E)ANTENNA GROUND BAR FOLLOW MANUFACTURERS RECOMMENDATIONS FOR GROUNDING CONNECTIONS TO THE TOWER.(APPLICABLE TO NEW TOWERS ONLY.) _ _ 12. NUMBER OF GROUNDING BARS MAY VARY DEPENDING ON THE 1 TYPICAL ANTENNA GROUNDING (FINAL) 3 RRU GROUNDING SCALE:NTS(11X17) TYPE OF TOWER,ANTENNA LOCATION,AND CONNECTION ORIENTATION.THE SUBCONTRACTOR SHALL BE RESPONSIBLE • SCALE:NTS(22X34) FOR INSTALLING ADDITIONAL GROUNDING BARS AS REQUIRED, PROVIDING 50%SPARE CONNECTION POINTS. CPM PROJECT NO: 4527 NOTE: 13. EXPOSED GROUND WIRES TO BE NON METALLIC LIQUID TIGHT. SEE SHEET E-3.0 FOR ADDITIONAL GROUNDING.COAX PREUMINARY 14. ALL DETAILS ARE SHOWN IN GENERAL TERMS.ACTUAL - AND FIBER ROUTING INFORMATION. INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE NO. DATE f D/C DESCRIPTION SPECIFIC CONDITIONS. 0 08-01-12 MM/BU 90%CD REVIEW 1 08-16-12 EG/TT CLIENT COMMENT — — \ 15. GROUND ALL ANTENNA BASES.FRAMES.CABLE RUNS,AND I 1 (N)SPRINT BBU CABINET CONNECTED TO OTHER METALLIC COMPONENTS USING GROUND WIRES AND E)SPRINT MASTER GROUND BAR CONNECT TO SURFACE MOUNTED BUS BARS.FOLLOW SUBMITTAL .- `---- ( ANTENNA AND BTS MANUFACTURERS PRACTICES FOR -' f\ I I /7— I GROUNDING REQUIREMENTS.GROUND COAX SHIELD AT BOTH NO DATE D/C DESCRIPTION / I 'I I ENDS AND EXIT FROM TOWER OR POLE USING MFRS 0 08-23-12 BU/BU BP SUBMITTAL �/ II �r PRACTICES. __ /� / I /� I • (N)SPRINT MMBS CABINET CONNECTED 16. ALL GROUND CONNECTIONS SHALL BE EXOTHERMIC.ALL l 1 I - 1 I TO(E)SPRINT MASTER GROUND BAR WIRES SHALL BE COPPER THHN/THWN.ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE ABOVE GROUND. SITE NUMBER 4 C. 17. CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE. P054XC009 r (E)GROUND RING(TYP) GROUNDING AND OTHER OPERATIONAL TESTING WILL BE WITNESSED BY SPRINT WIRELESS,LLC.REPRESENTATIVE. CCI SITE#879600 18. REFER TO DIVISION 16 GENERAL ELECTRIC:GENERAL SITE NAME ELECTRICAL PROVISION AND COMPLY WITH ALL BULL MOUNTAIN REQUIREMENTS OF GROUNDING STANDARDS. 0 ■ 19. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF SITE ADDRESS "1 GROUNDING SYSTEM PER SPRINT STANDARD GROUNDING 12390 SW SCROLLS FERRY / O METHOD,AND RECEIVE APPROVAL OF DESIGN BY TIGARD,OR 97223 AUTHORIZED SPRINT MOBILITY REPRESENTATIVE.PRIOR TO INSTALLATION OF GROUNDING SYSTEM. PHOTO DOCUMENT MGB CONNECTION FROM(N)SPRINT GPS ALL EXOTHERMIC AND GROUND RING J TO(E)MASTER GROUND BAR 20. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY SHEET TITLE DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE �, SOIL CONDITIONS. GROUNDING SITE (E)SPRINT MASTER GROUND BAR 21. ALL EXISTING GROUND BARS,WIRES&CONNECTIONS SHALL PLANS BE FIELD VERIFIED.ANY DEFICIENT ITEMS SHALL BE REPLACED AS REQUIRED TO ACHIEVE ADEQUATE GROUNDING (E)FINAL GROUND LEAD FROM REQUIRED BY SPRINT. MASTER GROUND BAR TO(E) EQUIPMENT GROUND RING(TYP) SHEET NO. • 2 EQUIPMENT GROUNDING (FINAL) SCALE:NTS(11X17) SCALE:NTS(22X34) GENERAL GROUNDING NOTES E-2 .0 • ANTENNA ANTENNA ANTENNA LEGEND \1 SECTOR A SECTOR B _ SECTOR G (E)SPRINT (N)800/1900 MHz (E)SPRINT (N)800/1900 MHz (E)SPRINT (N)800/1900 MHz • EXOTHERMIC CONNECTION o • ANTENNA(TYP) SPRINT ANTENNA ANTENNA(TYP) SPRINT ANTENNA ANTENNA(TYP) SPRINT ANTENNA - MECHANICAL CONNECTION Sprint COMPRESSION CONNECTION AGB ANTENNA GROUND BAR CGB COLLECTOR GROUND BAR COAX COAX COAX JUMPER JUMPER JUMPER MGB MASTER GROUND BAR 1 1_T 800Mhz 6 * /1/—SOOMhz& 800Mhz& 1JOt EAST DRIVE 1900Mhz 1900Mhz I �1900Mhz RIC11�R0soN.7x 75082 4124 ft � I IX Cr IX cc GENERAL CYNAMICS a I 2 Z L7 �= 3 I ? • Wireless Services C( + -L 1– D —1 C( � I C( � — — _J 1- , Cascadia PM I q a� g 0 a Q 5501 NE 109TH COURT,SUITE A-2 #10 AWG #10 AWG =j I #10 AWG }m}j VANCOUVER.WA 98662 Z }0 E W PH,360.885 9200 NOTE: I 2 2 I Z ALL HYBRID TO BE TRIMMED TO AND I I f WIRES ATTACHED TO GROUND BAR. DC/FIBER DC/FIBER _ — jEj#2 AWG L - _ _ (E)jt2 AWG — —(EL2 AWG — J I r I I I GROUNDING NOTES 1. NO WELDINGING OF ANY KIND ON CROWN CASTLE INTERNATIONAL(CCI) TOWERS.IF SPRINT REQUIRES A NEW GROUND BAR INSTALLATION OR BAR TO BE ATTACHED HOME RUN GROUND LEAD ON A CCI TOWER,CONTACT CCI FOR (E)UPPER TOWER GROUND DIRECTLY TO TOWER WITH E ATTACHED APPROVAL PRIOR TO PROCUREMENT AND INSTALLATION OF ANY • CONNECTORS WITHOUT CHERRY ISOLATORS;NO DC/FIBER GROUNDING EQUIPMENT. HOMERUNS ALLOWED ON(E)OR(N)GROUND BARS 2. ALL GROUNDING CONNECTIONS SHALL BE MADE BY EXOTHERMIC WELDS. I CPM PROJECT NO: 4527 1 AT THE COMPLETION OF THE PROJECT EXOTHERMIC WELDS SHALL INCLUDE ALL CABLE TO CABLE,SPLICES,ETC. ALL CABLE TO GROUND RODS,GROUND RODS SPLICES AND LIGHTING PRELIMINARY PROTECTIONS SYSTEM AS INDICATED.GROUND FOUNDATION ONLY AS NO DATE D/C DESCRIPTION INDICATED BY PM.ALL MATERIALS USED(MOLDS,WELDING,METAL, 0 08-01-12 MM/BU 90%CD REVIEW TOOLS,ETC.)SHALL BE EXOTHERMIC WELDED AND INSTALLED PER 1 08-16-12 EG/TT CLIENT COMMENT MANUFACTURERS RECOMMENDATIONS AND PROCEDURES.GROUND CONDUCTOR SHALL HAVE A MINIMUM 24"BENDING RADIUS. (N)GPS ANTENNA (E)DEI CABINET (E)CABINET I 3. ALL EXOTHERMIC WELD CONNECTIONS ON GALVANIZED SURFACES SUBMITTAL (N)MMBS SHALL BE CLEANED THOROUGHLY AND COLORED TO MATCH SURFACE NO DATE D/C DESCRIPTION 0 ■ CABINET WITH(2)TWO COATS OF GALVITE(WHITE)PAINT.OR SILVERBRITE 0 08-23-12 BU/BU BP SUBMITTAL i (ALUMINUM). L #2A — — — 7 #6 AWG W! I #10 AWG GROUNDS q ALL ELECTRICAL&MECHANICAL GROUND CONNECTIONS SHALL HAVE WEATHERPROOFING ANTIOXIDANT COMPOUND APPLIED TO CONNECTION. • COAX :.- SITE NUMBER 6 S 1 5. GROUND TESTS SHALL BE PERFORMED AS REQUIRED BY SPRINT P054XC009 #2 AWG �Iy MMBS GND BAR STANDARD PROCEDURES.GROUND GRID RESISTANCE SHALL NOT T #2 AWG (E)MIGEF I ) #6 AWG COAX —�1 EXCEED 5-OHMS. CCI SITE#879600 Q GROUND KIT SITE NAME 6. CONTRACTOR SHALL SUBMIT THE GROUND RESISTANCE TEXT REPORT (E)LOWER TOWER GROUND BAR AS FOLLOW: BULL MOUNTAIN A. ONE(1)COPY TO OWNER REPRESENTATIVE B. ONE(1)COPY TO ENGINEER SITE ADDRESS C. ONE(1)COPY TO KEEP INSIDE EQUIPMENT INCLOSURE 12390 SW SCHOLLS FERRY (N)MMES BATTERY 7 ALL RADIO EQUIPMENT AND UTILITY CABINETS GROUNDS LEADS TO BE#2 TIGARD,OR 97223 #2 AWG CABINET AWG STRANDED GREEN JACKETED FROM BUSS TERMINAL. 8. ALL ANTENNA MOUNT GROUNDS SHALL BE#2 AWG STRANDED GREEN SHEET TITLE JACKETED CABLE GROUNDS SHALL BE BLACK FROM MFR. FI FI FI 9. ALL GROUND WIRES FROM GROUND BARS TO GROUND SHALL BE#2 AWG GROUNDING RISER W I w Y2 w1=J #2 AWG SOLID BARE AS REQUIRED. DIAGRAM If 1 10. ALL ABOVE GROUND WIRES SHALL BE GREEN JACKETED.ALL GROUND • I I (E)GROUND TO \ WIRE'S PENETRATING INTO GROUND AND BELOW SHALL BE SOLID BARE. GROUND RING(TYP) �+— 1_ SHEET NO E-3.0 SCALE:NTS(11X17) 1 GROUNDING RISER DIAGRAM SCALE:NTS(22X34) • • - THIN WALL C-TAP W/PINK DYE >INDEX(SEE NOTES) Sprint• ` - --1 -,... roil/ �� (N)PANEL ANTENNA #2 AWG STRANDED CU #8 AWG GREEN STRANDED CU GROUNDING CONDUCTOR GROUNDING CONDUCTOR FROM ANTENNA CABLE RRU UNIT TO#2 AWG GROUNDING CONDUCTOR GROUND LEAD TO NOTE: =IA MI 4101° CONTRACTOR TO SURROUND COMPLETED CONNECTION W/WEATHER (E) AGB PROOFING TAPE TO ENSURE WEATHER PROOF CONNECTION. 1301 T1 WEATHERPROOFING KIT #6 AWG STRANDED (SEE NOTE 3) COPPER GROUND WIRE (GROUNDED TO�� r4 BAR)(SEE OTEG SOUND GENERAL DYNAMICS 4. ■ _ ��\ � O� CABLE GROUND KIT Wireless Services„.. II I ,C� �� (N)JUMPERS ATTACHED 111111 11111 CONNECTION OF CABLE GROUND KIT TO ANTENNA CABLE _ 4\ TO APPROVED 1 ATTACHMENTS PER TYPE GT TYPE W TYPE VN TYPE SS 1 #4/A-6.0 NOTES: \�`'\ =� . ,_� 1. DO NOT INSTALL CABLE GROUND KIT AT A BEND AND ALWAYS DIRECT Cascadia PM 11 GROUND WIRE DOWN TO GROUND BAR. i IIII �/ 2. GROUNDING KIT SHALL BE ANDREW SUREGROUND TYPE KIT WITH 5501 NE 109TH COURT,SUITE A-2 TWO-HOLE LUG. VANCOUVER,WA 98662 PH:360.885.9200 TYPE VB TYPE TA TYPE PT TYPE GY 3. WEATHER PROOFING SHALL INCORPORATE PPC WEATHERPROOFING #2 AWG STRANDED � Q �� TAPE KIT,COLD SHRINK SHALL NOT BE USED. CU GROUNDING CONDUCTOR FROM � : \I��\ �� .` �� , ANTENNA GROUND N.A Ill BAR(TYP) -IP-- -- TYPE NC TYPE GL TYPE VS TYPE GR SCALE:NTS(11X17) SCALE:NTS(11X17) SCALE:NTS(11X17) 1 ANTENNA GROUNDING SCALE:NTS,22X34; 2 C-TAP & EXOTHERMIC WELD CONN. SCALE:NTS(22X34) 3 TYP. CABLE GROUNDING SCALE:NTS(22X34) • RRU GROUNDS.STRANDED #2 TINNED GROUND TO CU WIRE WITH GREEN,600V, ANTENNA MOUNTING I CPM PROJECT NO.: 4527 l THHN/THWN INSULATION PIPE(S)IF REQ'D HYBRID CABLE (SIZE AS SPECIFIED) I GROUND LEAD PREVMINARY (E)ANTENNA ” NO. DATE D/C DESCRIPTION GROUND BAR 0 08-01-12 MM/BU 90%CD REVIEW \\\ 2"LIQUID TIGHT COUPLING (N)MMBS CABINET 1 08-16-12 EG/TT CLIENT COMMENT o© 0 ©0 0 0 0 p0 #88711 O Q 0 O 0 0 0 00 0 O S/S NUT 1/8"MIN. (N)BATTERY CABINET SUBMITTAL \-/ I. L8 HOUSING FOR ELECTRIC NO. DATE D/C DESCRIPTION O 0 0 0 0 0 0 0 0 KOPR SHIELD MIN. HEAT SHRINK(CLEAR) CONDUIT j 0 08-23-12 BU/BU BP SUBMITTAL O 0 0 0 O O O O O — A CONNECT TO GROUND I n In IMO 2"LIQUID TIGHT CONDUIT BAR WITHIN CABINET CONTRACTOR TO VERIFY ANTENNA BUSS BAR !m I. FOR HYBRID CABLES#8436 I, (TYP) -f GROUNDING TO THE TOWER GROUND BAR ��s>•�� LABEL Iyly SITE NUMBER �. _ .! 2"PORT W/ADAPTER P054XC009 GROUND LEADS TO EACH 9 2"LIQUID TIGHT COUPLING 1711 ANTENNA GROUND BAR ,�1 1�1 �w #88711 ,I #88 QUID TIGHT COUPLING c SSE MME o TINNED COPPER 1 sr.scr (E)GROUNDBAR I ' ' ' ' ' GROUND BAR 2"RGS DC CONDUIT TO Igilik■gij'fi 2"RGS A/C CONDUIT BULL MOUNTAIN (MOUNTED DIRECT S/S LOCK WASHER •p0 NOT DISCONNECT' PROPOSED MMBS CABINET "' TO TOWER) TAG ON ALL GROUNDING 1 SITE ADDRESS " " I S/S BOLT(1 OR 2) .. i� BAR INTERCONNECTS • �.or 2"RGS A/C CONDUIT 12390 SW SCHOLLS FERRY 1 �i1 ��Y,`�,,l; TIGARD,OR 97223 n> . F.E> 1•- O Q O AND EQUALIZERS �x� Y.r.∎ ,, �(E)GROUND RING `' I 2'LIQUID TIGHT#8435 U V o I OO p o QQ o Qo � MGB O O 0 0 0 0 0 O O NOTES: _ _ _ _ _ (E)#2 GREEN(TYP) SHEET TITLE 1.ALL HARDWARE 18/8 STAINLESS STEEL INCLUDING LOCK WASHER.COAT ALL 1--1 0 0 0 0 0 0 0 0 0 SURFACES WITH KOPR-SHIELD BEFORE MATCHING. NOTE: GROUNDING 2.FOR GROUND BOND TO STEEL ONLY:INSERT A DRAGON TOOTH WASHER U DIAGRAMMATIC LAYOUT (E)HOME RUN GROUNDING WIRE SHALL BE BETWEEN LUG AND STEEL.COAT ALL SURFACES WITH KOPR-SHIELD. ONLY,LAYOUT VARIES. #2 TINNED BCW RING DETAILS REMOVED AND(E)CHERRY INSULATORS 3.PROVIDE'DO NOT DISCONNECT TAG. EXOTHERMIC WELD SHALL BE REMOVED FROM ALL BUS BARS • NOTE:GROUND BARS AT BOTTOM OF TOWER/MONOPOLE SHALL ONLY USE SHEET NO. EXOTHERMIC WELDS FOR LEAD TO BURIED GROUND RING.CONTRACTOR TO VERIFY BUSS BAR GROUNDING TO THE EQUIPMENT GROUNDING RING OR >• HALO AT BASE OF TOWER. E....4.0 SCALE:NTS(11X17) 5 SCALE:NTS(11X17) SCALE:NTS(11X17) 4 I TYPICAL GRND. CONNECTIONS SCALE:NTS(22X34) — 5 TWO HOLE LUG CONNECTION SCALE:NTS(22X34) 6 CABINET GROUND SCHEMATIC SCALE:NTS(22X34) GENERAL CONSTRUCTION NOTES ELECTRICAL NOTES 23.THE ELECTRICAL CONTRACTOR SHALL LABEL ALL PANELS WITH ONLY TYPEWRITTEN DIRECTORIES. ALL ELECTRICAL WIRING SHALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR. 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE LOCAL BUILDING CODE,THE LATEST 1. ELECTRICAL CONTRACTOR SHALL SUPPLY AND INSTALL ANY/ALL ELECTRICAL WORK INDICATED. 24.DISCONNECT SWITCHES SHALL BE H.P.RATED HEAVY-DUTY,QUICK-MAKE AND QUICK-BREAK • EDITION AND ALL OTHER APPLICABLE CODES AND ORDINANCES. ANY/ALL CONSTRUCTION SHALL BE IN ACCORDANCE W/DRAWINGS AND ANY/ALL APPLICABLE ENCLOSURES,AS REQUIRED BY EXPOSURE TYPE. Sprint \l,....›,, ., SPECIFICATIONS.IF ANY PROBLEMS ARE ENCOUNTERED BY COMPLYING WITH THESE REQUIREMENTS, 2. CONTRACTOR SHALL CONSTRUCT SITE IN ACCORDANCE WITH THESE DRAWINGS AND SPRINT CONTRACTOR SHALL NOTIFY'CONSTRUCTION MANAGER'AS SOON AS POSSIBLE,AFTER THE 25.ALL CONNECTIONS SHALL BE MADE WITH A PROTECTIVE COATING OF AN ANTI-OXIDE COMPOUND INTEGRATED CONSTRUCTION STANDARDS FOR WIRELESS SITES(LATEST REVISION).THE DISCOVERY OF THE PROBLEMS,AND SHALL NOT PROCEED WITH THAT PORTION OF WORK,UNTIL THE SUCH AS NO-OXIDE A"BY DEARBORNE CHEMICAL CO.COAT ALL WIRE SURFACES BEFORE SPECIFICATION IS THE RULING DOCUMENT AND ANY DISCREPANCIES BETWEEN THE SPECIFICATION 'CONSTRUCTION MANAGER'HAS DIRECTED THE CORRECTIVE ACTIONS TO BE TAKEN. CONNECTING.EXPOSED COPPER SURFACES,INCLUDING GROUND BARS,SHALL BE TREATED-NO AND THESE DRAWINGS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO SUBSTITUTIONS. 41115P - PROCEEDING WITH CONSTRUCTION. 2. ELECTRICAL CONTRACTOR SHALL VISIT THE JOB SITE AND FAMILIARIZE HIMSELF WITH ANY/ALL CONDITIONS AFFECTING ELECTRICAL AND COMMUNICATION INSTALLATION AND MAKE PROVISIONS AS 26.RACEWAYS:CONDUIT SHALL BE SCHEDULE 40 PVC MEETING OR EXCEEDING NEMA TC2-1990. 3. CONTRACTOR SHALL VISIT THE JOB SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS TO THE COST THEREOF.ALL EXISTING CONDITIONS OF ELECTRICAL EQUIP.,LIGHT FIXTURES,ETC., CONTRACTOR SHALL PLUG AND CAP EACH END OF SPARE AND EMPTY CONDUITS AND PROVIDE AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF.FIELD THAT ARE PART OF THE FINAL SYSTEM,SHALL BE VERIFIED BY THE CONTRACTOR,PRIOR TO THE CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN BE A MINIMUM SEPARATE PULL FT.STRINGS-200 CO TEST WHEN POLYETHYLENE CORD.ALL MEET UL-6 BENDS SHALL 1301 EAST L S 7505 0141E PRIOR TO PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE SUBMITTAL OF HIS BID.FAILURE TO COMPLY WITH THIS PARAGRAPH WILL IN NO WAY RELIEVE BE A MINIMUM OF 2 FT.RADIUS.RGS CONDUITS WHEN SPECIFIED,SHALL MEET UL 6 FOR PoptlJtD90N TX Teon-alas ATTENTION OF THE ENGINEER PRIOR TO THE COMMENCEMENT OF WORK.NO COMPENSATION WILL BE CONTRACTOR OF PERFORMING ALL WORK NECESSARY FORA COMPLETE AND WORKING SYSTEM. GALVANIZED STEEL.ALL FITTINGS SHALL BE SUITABLE FOR USE WITH THREADED RIGID CONDUIT. AWARDED BASED ON CLAIM OF LACK OF KNOWLEDGE OF FIELD CONDITIONS. COAT ALL THREADS WITH'BRITE ZINC'OR'GOLD CALV. 3. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE NEC AND ALL GENERAL DYNAMICS 4. PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY CODES AND LOCAL ORDINANCES OF THE LOCAL POWER&TELEPHONE COMPANIES HAVING 27.SUPPORT OF ALL ELECTRICAL WORK SHALL BE AS REQUIRED BY NEC. Wireless Services UNLESS OTHERWISE NOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS,EQUIPMENT AND JURISDICTION AND SHALL INCLUDED BUT NOT BE LIMITED TO: APPURTENANCES,AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE 28.CONDUCTORS:CONTRACTOR SHALL USE 98%CONDUCTIVITY COPPER WITH TYPE THWN DRAWINGS. A.UL-UNDERWRITERS LABORATORIES INSULATION,600 VOLT,COLOR CODED.USE SOLID CONDUCTORS FOR WIRE UP TO AND INCLUDING B. NEC-NATIONAL ELECTRICAL CODE NO.8 AWG.USE STRANDED CONDUCTORS FOR WIRE ABOVE NO.8 AWG. 5. DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED.SPACING BETWEEN C.NEMA-NATIONAL ELECTRICAL MANUFACTURERS ASSOC. EQUIPMENT IS REQUIRED CLEARANCE.THEREFORE,IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, D.OSHA-OCCUPATIONAL SAFETY AND HEALTH ACT 29.CONNECTORS FOR POWER CONDUCTORS:CONTRACTOR SHALL USE PRESSURE TYPE INSULATED SHOULD THERE BE ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS,EXISTING CONDITIONS E. IBC-INTERNATIONAL BUILDING CODE TWIST-ON CONNECTORS FOR NO.10 AWG AND SMALLER.USE SOLDERLESS MECHANICAL TERMINAL Cascadia PM AND/OR DESIGN INTENT,THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE WORK. F. NFPA-NATIONAL FIRE CODES LUGS FOR NO.8 AWG AND LARGER. 5501 NE 109TH COURT,SUITE A-2 6. DETAILS ARE INTENDED TO SHOW DESIGN INTENT.MODIFICATIONS MAY BE REQUIRED TO SUIT JOB 4. DO NOT SCALE ELECTRICAL DRAWINGS,REFER TO SITE PLANS AND ELEVATIONS FOR EXACT 30.SERVICE:240/120V,SINGLE PHASE,3 WIRE CONNECTIONS AVAILABLE FROM UTILITY COMPANY. VANCOUVER,WA 98602 DIMENSIONS OR CONDITIONS,AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. LOCATIONS OF ALL EQUIPMENT,AND CONFIRM WITH'CONSTRUCTION MANAGER'ANY SIZES OWNER OR OWNERS AGENT WILL APPLY FOR POWER. PH:360165 9200 7. CONTRACTOR SHALL RECEIVE CLARIFICATION IN WRITING,AND SHALL RECEIVE IN WRITING AND LOCATIONS WHEN NEEDED. 31.TELEPHONE SERVICE:CONTRACTOR SHALL PROVIDE EMPTY CONDUITS WITH MULE TAPE AS AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONTRACT DOCUMENTS. 5. EXISTING SERVICES:CONTRACTOR SHALL NOT INTERRUPT EXISTING SERVICES WITHOUT WRITTEN INDICATED ON DRAWINGS. \,\y\\ PERMISSION OF GDIT. v 11- 8. CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND 32.ELECTRICAL AND TELCO RACEWAYS TO BE BURIED A MINIMUM OF 2'DEPTH. Aldieo . Ai* ATTENTION.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS,METHODS, 6. CONTRACTOR SHALL PAY FOR ANY/ALL PERMITS,FEES,INSPECTIONS AND TESTING.CONTRACTOR IS _ _ TECHNIQUES,SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK TO OBTAIN PERMITS AND APPROVED SUBMITTALS PRIOR TO THE WORK BEGINNING OR ORDERING 33.CONTRACTOR SHALL PLACE TWO LENGTHS OF WARNING TAPE AT A DEPTH OF 12"BELOW GROUND r) S'Nil EQUIPMENT. AND DIRECTLY ABOVE ELECTRICAL AND TELCO SERVICE CONDUITS.CAUTIONS TAPE TO READ Czi NE S'i UNDER CONTRACT,UNLESS OTHERWISE NOTED. "CAUTION BURIED ELECTRIC"OR"BURIED TELECOM". cam) �N, *., F9 0 9. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA,ADJACENT AREAS AND 7. THE TERM"PROVIDE"USED IN CONSTRUCTION DOCUMENTS AND SPECIFICATIONS,INDICATES THAT N 41/ BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER THIS CONTRACT. THE CONTRACTOR SHALL FURNISH AND INSTALL. 34.ALL BOLTS SHALL BE STAINLESS STEEL. •- ft 7: 1 WORK SHALL CONFORM TO ALL OSHA REQUIREMENTS. ci x 8. CONTRACTOR SHALL CONFIRM WITH LOCAL UTILITY COMPANY ANY/ALL REQUIREMENTS SUCH AS THE: 35.ALL ELECTRICAL WORK SHALL BE DONE IN ACCORDANCE WITH CURRENT NATIONAL ELECTRICAL LU 10.CONTRACTOR SHALL COORDINATE HIS WORK WITH THE SUPERINTENDENT OF BUILDINGS&GROUNDS LUG SIZE RESTRICTIONS,CONDUIT ENTRY,SIZE OF TRANSFORMERS,SCHEDULED DOWNTIME FOR THE CODES AND ALL LOCAL AND STATE CODE,LAWS AND ORDINANCES.PROVIDE ALL COMPONENTS •REGON AND SCHEDULE HIS ACTIVITIES AND WORKING HOURS IN ACCORDANCE WITH THE REQUIREMENTS. OWNERS'CONFIRMATION,ETC.ANY/ALL CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE AND WIRING SIZES AS REQUIRED TO MEET NEC STANDARDS. Tfr CONSTRUCTION MANAGER,PRIOR TO BEGINNING ANY WORK. 11.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING HIS WORK WITH THE WORK OF OTHERS AS 36.CONTRACTOR SHALL COORDINATE WITH LOCAL POWER COMPANY FOR REQUIREMENTS OF POWER • IT MAY RELATE TO RADIO EQUIPMENT,ANTENNAS AND ANY OTHER PORTIONS OF THE WORK. 9. MINIMUM WIRE SIZE SHALL BE#12 AWG,NOT INCLUDING CONTROL WIRING,UNLESS NOTED SERVICE LINE TO THE METER BASE.POWER SERVICE REQUIREMENT IS COMMERCIAL.AC NOMINAL �� (' ,41#18" OTHERWISE.ALL CONDUCTORS SHALL BE COPPER WITH THWN INSULATION. 120/208 VOLT OR 120/240 VOLT,SINGLE PHASE WITH 200 AMP RATING WHEN REQUIRED. 8-,'�:E �j a ,O'C� • 12.INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR 10.OUTLET BOXES SHALL BE PRESSED STEEL IN DRY LOCATIONS,CAST ALLOY WITH THREADED HUBS IN 37.CONTRACTOR SHALL COORDINATE WITH LOCAL TELEPHONE COMPANY FOR SERVICE LINE CPM PROJECT NO.: '527 REGULATIONS TAKE PRECEDENCE. WET/DAMP LOCATIONS AND SPECIAL ENCLOSURES FOR OTHER CLASSIFIED AREAS. • REQUIREMENTS TO TERMINATE AT THE PPC CABINET. PRELIMINARY 13.MAKE NECESSARY PROVISIONS TO PROTECT EXISTING SURFACES,EQUIPMENT,IMPROVEMENTS, 11.IT IS NOT THE INTENT OF THESE PLANS TO SHOW EVERY MINOR DETAIL OF THE CONSTRUCTION. 38.CONTRACTOR SHALL FURNISH AND INSTALL ELECTRIC METER BASE AND 200A DISCONNECT PIPING ETC.AND IMMEDIATELY REPAIR ANY DAMAGE THAT OCCURS DURING CONSTRUCTION. CONTRACTOR IS EXPECTED TO FURNISH AND INSTALL ALL ITEMS FOR A COMPLETE ELECTRICAL SWITCH PER SITE PLAN DETAIL DRAWINGS AND PER LOCAL UTILITY COMPANY SPECIFICATIONS. NO. DATE D/C DESCRIPTION SYSTEM AND PROVIDE ALL REQUIREMENTS FOR THE EQUIPMENT TO BE PLACED IN PROPER WORKING THE METER BASE SHOULD BE LOCATED IN A MANNER WHERE ACCESSIBLE BY THE LOCAL POWER 0 08-01-12 MM BU 90%CD REVIEW 14.IN DRILLING HOLES INTO CONCRETE WHETHER FOR FASTENING OR ANCHORING PURPOSES,OR 1 08-16-12 EG/TT CLIENT COMMENT PENETRATIONS THROUGH THE FLOOR FOR CONDUIT RUNS,PIPE RUNS,ETC.,MUST BE CLEARLY ORDER. COMPANY. UNDERSTOOD THAT REINFORCING STEEL SHALL NOT BE DRILLED INTO,CUT OR DAMAGED UNDER ANY I2,ELECTRICAL SYSTEM SHALL BE AS COMPLETELY AND EFFECTIVELY GROUNDED,AS REQUIRED BY 39.LOCAL POWER COMPANY SHALL PROVIDE 200 AMP ELECTRIC METER.CONTRACTOR SHALL CIRCUMSTANCES(UNLESS NOTED OTHERWISE).LOCATIONS OF REINFORCING STEEL ARE NOT SPECIFICATION,SET FORTH BY SPRINT. COORDINATE INSTALLATION OF METER WITH LOCAL POWER COMPANY. SUBMITTAL DEFINITELY KNOWN AND THEREFORE MUST BE SEARCHED FOR BY APPROPRIATE METHODS AND NO. DATE D/C DESCRIPTION EQUIPMENT. 13.ALL WORK SHALL BE PERFORMED BY A LICENSED ELECTRICAL CONTRACTOR IN A FIRST CLASS, 40.UNDERGROUND POWER AND TELCO SERVICE LINES SHALL BE ROUTED IN A COMMON TRENCH.ALL 0 08-23-12 BU/BU BP SUBMITTAL 15.REPAIR ALL EXISTING WALL SURFACES DAMAGED DURING CONSTRUCTION SUCH THAT THEY MATCH WORKMANLIKE MANNER.THE COMPLETED SYSTEM SHALL BE FULL OPERATIVE AND SUBJECT TO UNDERGROUND CONDUIT SHALL BE PVC SCHEDULE 40 AND CONDUIT EXPOSED ABOVE GROUND AND BLEND IN WITH ADJACENT SURFACES. REGULATORY INSPECTION AND APPROVAL BY CONSTRUCTION MANAGER. SHALL BE GALVANIZED RIGID STEEL TUBING UNLESS OTHERWISE INDICATED. 16.SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L.LISTED AND FIRE CODE APPROVED 14.ALL WORK SHALL BE COORDINATED WITH OTHER TRADES TO AVOID INTERFERENCE WITH THE 41.ALL TELCO CONDUIT LINES SHALL BE 4"SCH.40 PVC CONDUIT UNLESS OTHERWISE INDICATED.THE SITE NUMBER 17. MATERIALS. O DEMARCATION OR 2-FEET OUTSIDE FENCED AREA,NEAR UTILITY POLE(IN FENCED AREA),OR END P054XC009 EP CONTRACT AREA CLEAN,HAZARD FREE,AND DISPOSE OF ALL DIRT,DEBRIS,AND RUBBISH. 15.CONTRACTOR SHALL GUARANTEE ANY/ALL MATERIALS AND WORK FREE FROM DEFECTS OR A PERIOD CAP OFF AND PROVIDE MARKER STAKE PAINTED BRIGHT ORANGE WITH DESIGNATION FOR TELCO EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE REMOVED. OF NOT LESS THAN TWO YEAR FROM DATE OF CUSTOMER'S ACCEPTANCE. SERVICE. CCI SITE#879600 LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS,DUST,OR SMUDGES OF ANY SITE NAME CONSTRUCTION.CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL COMPLETION OF 16.48 HOURS AND SHALL INCLUDE THE REPLACEMENT OF THDE REPAIR OF ANY OTHER PHASE OF THE ITHIN 42.BE STUBBED ED AND CAPPED AT 6"QABOVE GRADE OR PLATFORM.IF SERVICE LINES CANT BE SHALL BULL MOUNTAIN INSTALLATION,WHICH MAY HAVE BEEN DAMAGED THEREIN. INSTALLED INITIALLY,PROVIDE NYLON PULL CORD IN CONDUITS. 18.MINIMUM BEND RADIUS OF ANTENNA CABLES SHALL BE IN ACCORDANCE WITH CABLE SITE ADDRESS MANUFACTURERS RECOMMENDATIONS. 17.ADEQUATE AND REQUIRED LIABILITY INSURANCE SHALL BE PROVIDED FOR PROTECTION AGAINST 43.THE SPRINT CABINET,INCLUDING 200 AMP LOAD PANEL AND TELCO PANEL,SHALL BE PROVIDED BY 12390 SW SCHOLLS FERRY PUBLIC LOSS AND ANY/ALL PROPERTY DAMAGE FOR THE DURATION OF WORK. OWNER AND INSTALLED BY THE CONTRACTOR.CONTRACTOR IS TO INSTALL BREAKER(S)NOT TIGARD,OR 97223 19.ALL EXISTING INACTIVE SEWER,WATER,GAS,ELECTRIC AND OTHER UTILITIES,WHICH INTERFERE WITH PROVIDED BY MANUFACTURER.SEE PANEL SCHEDULE ON THIS SHEET FOR BREAKER THE EXECUTION OF THE WORK,SHALL BE REMOVED AND/OR CAPPED,PLUGGED OR OTHERWISE 18.PROVIDE AND INSTALL CONDUIT,CONDUCTORS,PULL WIRES,BOXES,COVER PLATES AND DEVICES REQUIREMENTS. DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK,SUBJECT FOR ALL OUTLETS AS INDICATED. TO THE APPROVAL OF THE ENGINEER. 44.LOCATION OF ELECTRIC METER AND DISCONNECT SWITCH TO BE PROVIDED BY GENERAL SHEET TITLE 19.DITCHING AND BACK FILL:CONTRACTOR SHALL PROVIDE FOR ALL UNDERGROUND INSTALLED CONDUIT CONTRACTOR. 20.CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION.EROSION AND/OR CABLES INCLUDING EXCAVATION AND BACKFILLING AND COMPACTION.REFER TO NOTES AND CONTROL MEASURES,IF REQUIRED DURING CONSTRUCTION SHALL BE IN CONFORMANCE WITH REQUIREMENTS,EXCAVATION,AND BACKFILLING. 45.CONTRACTOR SHALL INSPECT THE EXISTING CONDITIONS PRIOR TO SUBMITTING BID.ANY GENERAL JURISDICTIONAL OR STATE AND LOCAL GUIDELINES COORDINATED WITH LOCAL REGULATORY AUTHORITIES.EROSION AND SEDIMENT CONTROL AND QUESTIONS ARISING DURING THE BID PERIOD IN REGARDS TO THE CONTRACTORS NOTES 20.MATERIALS,PRODUCTS AND EQUIPMENT,INCLUDING ALL COMPONENTS THEREOF,SHLL E NEW AND FUNCTIONS.THE SCOPE OF WORK,OR ANY OTHER ISSUE RELATED TO THIS PROJECT SHALL BE 21.LIGHT SHADED LINES AND NOTES REPRESENT WORK PREVIOUSLY DONE.DARK SHADED LINES AND SHALL APPEAR ON THE LIST OF U.L.APPROVED ITEMS AND SHALL MEET OR EXCEED THE BROUGHT UP DURING THE BID PERIOD WITH THE PROJECT MANAGER FOR CLARIFICATION,NOT . NOTES REPRESENT THE SCOPE OF WORK FOR THIS PROJECT.CONTRACTOR SHALL VERIFY IF EXISTING REQUIREMENTS OF THE NEC,NEMA AND IEEE. AFTER THE CONTRACT HAS BEEN AWARDED. CONSTRUCTION IS COMPLETE,CONTRACTOR SHALL NOTIFY ENGINEER OF ANY EXISTING CONDITIONS THAT DEVIATE FROM THE DRAWINGS PRIOR TO BEGINNING CONSTRUCTION. 21.CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OR MANUFACTURES CATALOG INFORMATION OF 46.LOCATION OF EQUIPMENT,CONDUIT AND DEVICES SHOWN ON THE DRAWINGS ARE APPROXIMATE SHEET NO. ANY/ALL LIGHTING FIXTURES,SWITCHES AND ALL OTHER ELECTRICAL ITEMS FOR APPROVAL BY THE AND SHALL BE COORDINATED WITH FIELD CONDITIONS PRIOR TO ROUGH-IN. 22.CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS AND/OR WIRING CERTIFICATES REQUIRED FOR CONSTRUCTION MANAGER PRIOR TO INSTALLATION. ^ THE ELECTRICAL SERVICE UPGRADE.IN ADDITION,CONTRACTOR SHALL PROVIDE ALL NECESSARY 47.THE CONDUIT RUNS AS SHOWN ON THE PLANS ARE APPROXIMATE.EXACT LOCATION AND ROUTING (G _ COORDINATION AND SCHEDULING WITH THE SERVING ELECTRICAL UTILITY AND LOCAL INSPECTION 22.ANY CUTTING OR PATCHING DEEMED NECESSARY FOR ELECTRICAL WORK IS THE ELECTRICAL SHALL BE PER EXISTING FIELD CONDITIONS. AUTHORITIES. CONTRACTORS RESPONSIBILITY AND SHALL BE INCLUDED IN THE COST FOR WORK AND PERFORMED TO THE SATISFACTION OF THE'CONSTRUCTION MANAGER'UPON FINAL ACCEPTANCE. • ELECTRICAL NOTES CONT. ANTENNA & HYBRID CABLE NOTES ENVIRONMENTAL NOTES CONT. \ 48. PROVIDE PULL BOXES AND JUNCTION BOXES WHERE SHOWN OR REQUIRED BY NEC. 1. VERIFY EACH HYBRID CABLE LENGTH,ROUTING,DIAMETER,COLOR CODING AND ALL 3. CONTRACTOR SHALL INSTALL/CONSTRUCT ALL NECESSARY SEDIMENT/SILT CONTROL FENCING c _..> APPURTENANCES WITH GDIT. AND PROTECTIVE MEASURES WITHIN HE LIMITS OF SITE DISTURBANCE PRIOR TO CONSTRUCTION. \print° L. 49. ALL CONDUITS SHALL BE MET WITH BENDS MADE IN ACCORDANCE WITH NEC TABLE 346-10.NO RIGHT ��/// ANGLE DEVICE OTHER THAN STANDARD CONDUIT ELBOWS WITH 12"MINIMUM INSIDE SWEEPS FOR 2. THE HYBRID CABLE AND DIAMETER LENGTH IS SHOWN ON A .EXCESS CABLE LENGTHS TO BE 4. NO SEDIMENT SHALL BE ALLOWED TO EXIT THE PROPERTY.THE CONTRACTOR IS RESPONSIBLE ALL CONDUITS 2"OR LARGER. DRESSED IN A MANNER APPROVED BY GDIT.CABLES CANNOT BE CUT TO FIT. FOR TAKING ADEQUATE MEASURES FOR CONTROLLING EROSION.ADDITIONAL SEDIMENT CONTROL 50. ALL CONDUIT TERMINATIONS SHALL BE PROVIDED WITH PLASTIC THROAT INSULATING GROUNDING FENCING MAY BE REQUIRED IN ANY AREAS SUBJECT TO EROSION. 3. HYBRID CABLE INTERNAL GROUND WIRE TO BE GROUNDED AT TOP AND BOTTOM PER SAMSUNG'S BUSHINGS. (SPRINT)SPECIFICATIONS. 5. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING POSITIVE DRAINAGE ON THE SITE AT ALL 51. ALL WIRE SHALL BE"TYPE THWN,SOLID.ANNEALED COPPER UP TO SIZE 1/10 AWG(18 AND LARGER TIMES WITH SILT AND EROSION CONTROL MEASURES MAINTAINED ON THE DOWNSTREAM SIDE OF alliP SHALL BE CONCENTRIC STRANDED)75 DEGREE C,(167 DEGREES F),98°CONDUCTIVITY.MINIMUM#12. 4. EXCESS TOP 15'HYBRID CABLE FIBER JUMPERS TO BE DRESSED IN A MNNER APPROVED BY GDIT, SITE DRAINAGE.ANY DAMAGE TO ADJACENT PROPERTY AS A RESULT OF EROSION WILL BE CANNOT BE COILED,MUST BE SECURED TO TOWER MOUNTS. CORRECTED AT THE CONTRACTORS EXPENSE. 1301 EAST LOOKWT DANE 52. ALL WIRES SHALL BE TAGGED AT ALL PULL BOXES.J-BOXES,EQUIPMENT BOXES AND CABINETS WITH 5, ALL MAIN CABLES SHALL BE COLOR CODED AS SHOWN ON SHEET RF-1&IN ACCORDANCE WITH 6. CONTRACTOR SHALL BE RESPONSIBLE FOR DAILY INSPECTIONS AND ANY REPAIRS OF ALL RK2uA090K TX 75002-4124 APPROVED PLASTIC TAGS,ACTION CRAFT,BRADY,OR APPROVED EQUAL. SPRINT SPECIFICATIONS. SEDIMENT CONTROL MEASURES INCLUDING SEDIMENT REMOVAL AS NECESSARY. 53. ALL NEW MATERIAL SHALL HAVE A U.L.LABEL. 6. BANDING SHALL BE IN ACCORDANCE WITH SHEET A-4,RF-1&AS FOLLOWS: 7. CLEARING OF VEGETATION AND TREE REMOVAL SHALL BE ONLY AS PERMUTED AND BE HELD TO A GENERAL CYIVAMICti 54. CONDUIT ROUGH-IN SHALL BE COORDINATED WITH THE MECHANICAL EQUIPMENT TO AVOID LOCATION A.MAIN LINE COLOR BANDS SHALL BE 2"WIDE.MAINTAIN 1"SPACING BETWEEN MINIMUM.ONLY TREES NECESSARY FOR CONSTRUCTION OF THE FACILITIES SHALL BE REMOVED. Wireless Services TO CONFLICTS.VERIFY WITH MECHANICAL CONTRACTOR AND COMPLY AS REQUIRED. B. JUMPER COLOR BANDS SHALL BE 1"WIDE WITH 1"SPACE. C. START COLOR BANDS 2"BEFORE MAIN CABLE END 8. SEEDING SAND MULCHING AND/OR SODDING OF THE SITE WILL BE ACCOMPLISHED AS SOON AS 55. ALL PANEL DIRECTORIES SHALL BE TYPEWRITTEN NOT HAND WRITTEN. POSSIBLE AFTER COMPLETION OF THE PROJECT FACILITIES AFFECTING LAND DISTURBANCE. 7. FINAL HYBRID CABLE SIZES SHALL BE DETERMINED BY SAMSUNG RF ENGINEER.SEE HYBRID CABLE 56. INSTALL AN EQUIPMENT GROUNDING CONDUCTOR IN ALL CONDUITS PER THE SPECIFICATIONS AND SCHEDULE SHEET A-4.BASED ON FINAL CABLE RUN LENGTHS DETERMINED BY GDIT. 9. CONTRACTOR SHALL PROVIDE ALL EROSION AND SEDIMENTATION CONTROL MEASURES AS NEC.THE EQUIPMENT GROUNDING CONDUCTORS SHALL BE BONDED AT ALL JUNCTION BOXES. REQUIRED BY LOCAL,COUNTY AND STATE CODES AND ORDINANCES TO PROTECT EMBANKMENTS PULLBOXES,AND ALL DISCONNECT SWITCHES,STARTERS,AND EQUIPMENT CABINETS. 8. ALL HYBRID CABLE WILL BE SECURED TO THE DESIGNED SUPPORT STRUCTURE AT DISTANCES NOT FROM SOIL LOSS AND TO PREVENT ACCUMULATION OF SOIL AND SILT IN STREAMS AND DRAINAGE Cascadia PM TO EXCEED 3'HORIZONTALLY OR 4'VERTICALLY OR THE CABLE MANUFACTURER'S SPECIFICATIONS PATHS LEAVING THE CONSTRUCTION AREA.THIS MAY INCLUDE SUCH MEASURES AS SILT FENCES, 57. HE CONTRACTOR SHALL PREPARE AS-BUILT DRAWINGS.DOCUMENT ANY AND ALL WIRING AND WHICHEVER IS LESS,WITH HARDWARE SPECIFIED IN THE HYBRID CABLE ROUTING DETAILS OF THE STRAW BALE SEDIMENT BARRIERS.AND CHECK DAMS. 5501 NE 109TH COURT,SUITE A-2 EQUIPMENT MT NI CONDITIONS AND CHANGES WHILE COMPLETING THIS CONTRACT.SUBMIT AT SITE WORK NOTES QUALITY O SIZES STONE S INDICATED OF ANY DETRIMENTAL OF QUANTITY,OF SOFT,FUND,DURAB,ELONGATED U FRM IN OR VANCOUVER, 98862 SUBSTANTIAL COMPLETION. 10.RIP RAP OF SIZES INDICATED SHALL CONSIST OF CLEAN,HARD,SOUND,DURABLE,UNIFORM IN PH A 9 60. ENGRAVED NPHENOLIC IT NAMEPLATES S OTHER CONTROLLING INDICAT NG EQUIPMENT ICON ROLLED,BRANCH CIRCUITS 1. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE LINES,UNLESS OTHERWISE DELETERIOUS SUBSTANCES.DISINTEGRATED MATERIAL,ORGANIC MATTER,OIL,ALKALI,OR OTHER INSTALLED ON,AND PANEL FIELD LOCATIONS FED FROM(NO EXCEPTIONS.)PROVIDE SAMPLE FOR NOTED. �.. CONSTRUCTION MANAGER'S APPROVAL. FOUNDATION, EXCAVATION AND BACKFILL NOTES 2. DO NOT SCALE BUILDING DIMENSIONS FROM DRAWING. 1 61. ALL ELECTRICAL DEVICES AND INSTALLATIONS OF THE DEVICES SHALL COMPLY WITH(ADA) ! s AMERICANS WITH DISABILITIES ACT AS ADOPTED BY HE APPLICABLE STATE. 3. SIZE,LOCATION AND TYPE OF ANY UNDERGROUND UTILITIES OR IMPROVEMENTS SHALL BE 1. ALL FINAL GRADED SLOPES SHALL BE A MAXIMUM OF 3 HORIZONTAL TO 1 VERTICAL. 1,1 vir P l ACCURATELY NOTED AND PLACED ON AS-BUILT DRAWINGS BY GENERAL CONTRACTOR AND ISSUED TO S 62. PROVIDE CORE DRILLING AS NECESSARY FOR PENETRATIONS OR RISERS THROUGH BUILDING.DO ARCHITECT/ENGINEER AT COMPLETION OF PROJECT. 2. ALL EXCAVATIONS PREPARED FOR PLACEMENT OF CONCRETE SHALL BE OF UNDISTURBED SOILS, o \y� NG�NEF4, SAO NOT PENETRATE STRUCTURAL MEMBERS WITHOUT CONSTRUCTION MANAGERS APPROVAL.SLEEVES SUBSTANTIALLY HORIZONTAL AND FREE FROM ANY LOOSE,UNSUITABLE MATERIAL OR FROZEN CI) 0 ANO/OR PENETRATIONS IN FIRE RATED CONSTRUCTION SHALL BE PACKED WITH FIRE RATED 4. ALL EXISTING UTILITIES,FACILITIES,CONDITIONS AND HEIR DIMENSIONS SHOWN ON PLANS HAVE SOILS,AND WITHOUT THE PRESENCE OF POUNDING WATER.DEWATERING FOR EXCESS GROUND N 4/ MATERIAL WHICH SHALL MAINTAIN THE FIRE RATING OF THE WALL OR STRUCTURE.FILL FOR FLOOR BEEN PLOTTED FROM AVAILABLE RECORDS.THE ENGINEER AND OWNER ASSUME NOT RESPONSIBILITY WATER SHALL BE PROVIDED WHEN REQUIRED.COMPACTION OF SOILS UNDER CONCRETE PAD 7• 1 ; • PENETRATIONS SHALL PREVENT PASSAGE OF WATER,SMOKE,FIRE AND FUMES.ALL MATERIAL SHALL WHATSOEVER AS TO THE SUFFICIENCY OR ACCURACY OF THE INFORMATION SHOWN ON THE PLANS FOUNDATIONS SHALL NOT BE LESS THAN 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY K BE UL APPROVED FOR THIS PURPOSE. OR HE MANNER OF THEIR REMOVAL OR ADJUSTMENT.CONTRACTOR SHALL BE RESPONSIBLE FOR FOR THE SOIL IN ACCORDANCE WITH ASTM D1557. W DETERMINING EXACT LOCATION OF ALL EXISTING UTILITIES AND FACILITIES PRIOR TO START OF CONSTRUCTION.CONTRACTOR SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED , •REGON • 63. ELECTRICAL CHARACTERISTICS OF ALL EQUIPMENT(NEW AND EXISTING)SHALL BE FIELD VERIFIED INFORMATION RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING OR ADJUSTING 3. CONCRETE FOUNDATIONS SHALL NOT BE PLACED ON ORGANIC OR UNSUITABLE MATERIAL.IF WITH THE OWNER'S REPRESENTATIVE AND EQUIPMENT SUPPLIER PRIOR TO ROUGH-IN Of CONDUIT EXISTING UTILITIES. INADEQUATE BEARING CAPACITY IS REACHED AT THE DESIGNED EXCAVATION DEPTH,THE AND WIRE.ALL EQUIPMENT SHALL BE PROPERLY CONNECTED ACCORDING TO THE NAMEPLATE DATA UNSATISFACTORY SOIL SHALL BE EXCAVATED TO ITS FULL DEPTH AND EITHER BE REPLACED WITH ry�p, FURNISHED ON THE EQUIPMENT(THE DESIGN OF THESE PLANS ARE BASED UPON BEST AVAILABLE 5. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES BOTH HORIZONTALLY AND VERTICALLY PRIOR TO MECHANICALLY COMPACTED GRANULAR MATERIAL OR THE EXCAVATION SHALL BE FILLED WITH , 0�'4 .is et" INFORMA11 ON AT THE TIME OF DESIGN AND SOME EQUIPMENT CHARACTERISTICS MAY VARY FROM START OF CONSTRUCTION.ANY DISCREPANCIES OR DOUBTS AS TO THE INTERPRETATION OF PLANS CONCRETE OF THE SAME TYPE SPECIFIED FOR THE FOUNDATION.CRUSHED STONE MAY BE USED �1 `(`� DESIGN AS SHOWN ON THESE DRAWINGS). SHALL BE IMMEDIATELY REPORTED TO THE ARCHITECT/ENGINEER FOR RESOLUTION AND TO STABILIZE THE BOTTOM OF THE EXCAVATION.ANY STONE SUB BASE MATERIAL,IF USED,SHALL 8-,,o .G w i,C0 INSTRUCTION,AND NO FURTHER WORK SHALL BE PERFORMED UNTIL THE DISCREPANCY IS CHECKED NOT SUBSTITUTE FOR REQUIRED THICKNESS OF CONCRETE. -"ftimmAlay/ 64. LOCATION OF ALL OUTLET,BOXES,ETC.,AND THE TYPE OF CONNECTION(PLUG OR DIRECT)SHALL BE AND CORRECTED BY THE ARCHITECT/ENGINEER.FAILURE TO SECURE SUCH INSTRUCTION MEANS CPM PROJECT NO.: •527 CONFIRMED WITH THE OWNER'S REPRESENTATIVE PRIOR TO ROUGH-IN. CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN RISK AND EXPENSE. 4. ALL EXCAVATIONS SHALL BE CLEAN OF UNSUITABLE MATERIAL SUCH AS VEGETATION,TRASH, DEBRIS,AND SO FORTH PRIOR TO BACK FILLING.BACK FILL SHALL CONSIST OF APPROVED PRELIMINARY 6. CONTRACTOR SHALL CALL LOCAL DIGGER HOT LINE FOR UTILITY LOCATIONS 48 HOURS PRIOR TO MATERIALS SUCH AS EARTH,LOAM SANDY CLAY,SAND AND GRAVEL,OR SOFT SHALE,FREE FROM ANTENNA & COAX NOTES START OF CONSTRUCTION. CLODS OR LARGE STONES OVER 2 1/2"MAX DIMENSIONS.ALL BACK FILL SHALL BE PLACED IN NO. DATE D/C DESCRIPTION COMPACTED LAYERS. 0 08-01-12 MM/BU 90%CD REVIEW 7. ALL NEW AND EXISTING UTILITY STRUCTURES ON SITE AND IN AREAS TO BE DISTURBED BY 1 08-16-12 EG/TT CLIENT COMMENT 1. VERIFY EACH COAXIAL CABLE LENGTH,DIAMETER,ROUTING,COLOR CODING AND ALL CONSTRUCTION SHALL BE ADJUSTED TO FINISH ELEVATIONS PRIOR TO FINAL INSPECTION OF WORK. 5. ALL FILL MATERIALS AND FOUNDATION BACK FILL SHALL BE PLACED MAXIMUM 6"THICK LIFTS APPURTENANCES WITH GDIT. 8. GRADING OF THE SITE WORK AREA IS TO BE SMOOTH AND CONTINUOUS IN SLOPE AND IS TO FEATHER BEFORE COMPACTION.EACH LIFT SHALL BE WETTED IF REQUIRED AND COMPACTED TO NOT LESS INTO EXISTING GRADES AT THE GRADING LIMITS. THAN 95%OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR SOIL IN ACCORDANCE WITH SUBMITTAL 2. THE MAXIMUM COAXIAL CABLE LENGTH AND CORRESPONDING COAXIAL CABLE DIAMETER IS SHOWN ASTM 01557. ESTIMATED ON SHEET A-6.0.THIS CABLE LENGTH IS TO BE USED FOR FABRICATION OR CONSTRUCTION. 9. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF FOUNDATIONS,UTILITIES,ETC.,SHALL BE NO. DATE D/C DESCRIPTION ACTUAL ANTENNA CABLE LENGTH(S)MUST BE VERIFIED.COAXIAL CABLE SHALL BE PROVIDED BY GDIT. PROPERLY LAID BACK OR BRACED IN ACCORDANCE WITH CORRECT OCCUPATIONAL SAFETY AND 6. NEWLY PLACED CONCRETE FOUNDATIONS SHALL CURE A MINIMUM OF 72 HRS PRIOR TO BACK 0 08-23-12 BU/BU BP SUBMITTAL HEALTH ADMINISTRATION(OSHA)REQUIREMENTS. FILLING. 3. ALL COAX CABLES SHALL UTILIZE GROUND KITS,GROUNDED AS FOLLOWS: 10.STRUCTURAL FILLS SUPPORTING PAVEMENTS SHALL BE COMPACTED TO 95%OF MAXIMUM STANDARD 7. FINISHED GRADING SHALL BE SLOPED TO PROVIDE POSITIVE DRAINAGE AND PREVENT STANDING ' A. NEAR ANTENNA RAD CENTER ELEVATION, PROCTOR DRY DENSITY. WATER.HE FINAL(FINISH)ELEVATION OF SLAB FOUNDATIONS SHALL SLOPE AWAY IN ALL B. MIDDLE OF TOWER(MID-HEIGH OF ANTENNA),IF CABLE RUN IS OVER Z00', DIRECTIONS FROM THE CENTER.FINISH GRADE OF CONCRETE PADS SHALL BE A MAXIMUM OF 4 SITE NUMBER ( 11-NEW GRADES NOT IN BUILDING AND DRIVEWAY IMPROVEMENT AREA TO BE ACHIEVED BY FILLING WITH INCHES ABOVE FINAL FINISH GRADE ELEVATIONS.PROVIDE SURFACE FILL GRAVEL TO ESTABLISH �/ n C. BOTTOM OF TOWER, APPROVED CLEAN FILL AND COMPACTED TO 95%OF STANDARD PROCTOR DENSITY. SPECIFIED ELEVATIONS WHERE REQUIRED. P054XC009 D. AT MASTER GROUND BAR 3'-0"FROM MMBS-BBU CABINET 12.ALL FILL SHALL BE PLACED IN UNIFORM LIFTS.THE LIFTS THICKNESS SHOULD NOT EXCEED THAT 8. NEWLY GRADED SURFACE AREAS TO RECEIVE GRAVEL SHALL BE COVERED WffH GEOTEXTILE CCI SITE#879600 4. ALL TOP JUMPERS SHALL BE LENGTHS AS SHOWN AND INSTALLED BY CONTRACTOR. WHICH CAN BE PROPERLY COMPACTED THROUGHOUT ITS ENTIRE DEPTH WITH THE EQUIPMENT FABRIC TYPE:TYPAR-3401 AS MANUFACTURED BY"CONSTRUCTION MATERIAL 1-800-239-3841"OR SITE NAME AVAILABLE. AN APPROVED EQUIVALENT,SHOWN ON PLANS.THE GEOTEXTILE FABRIC SHALL BE BLACK IN 5. ALL CABLES SHALL BE COLOR CODED AS SHOWN ON SHEET RF-1 AND IN ACCORDANCE WITH SPRINT 13.ANY FILLS PLACED ON EXISTING SLOPES THAT ARE STEEPER THAN 10 HORIZONTAL TO 1 VERTICAL COLOR TO CONTROL THE RECURRENCE OF VEGETATIVE GROWTH AND EXTEND TO WITHIN 1 FOOT BULL MOUNTAIN SPECIFICATIONS. OUTSIDE THE SITE FENCING OR ELECTRICAL GROUNDING SYSTEM PERIMETER WHICH EVER IS SHALL BE PROPERLY BENCHED INTO THE EXISTING SLOPE AS DIECTED BY A GEOTECHNICAL GREATER.ALL FABRIC SHALL BE COVERED WITH A MINIMUM OF 4 DEEP COMPACTED STONE OR ENGINEER. SITE ADDRESS 6. BANDING SHALL BE IN ACCORDANCE WITH SHEET A-4,RF-1 AND AS FOLLOWS: GRAVEL AS SPECIFIED.I.E.FDOT TYPE No.57 FOR FENCED COMPOUND;FDOT TYPE No.67 FOR 14.CONTRACTOR SHALL CLEAN ENTIRE SITE DAILY AFTER CONSTRUCTION SUCH THAT NO PAPERS, ACCESS DRIVE AREA. 12390 SW SCHOLLS FERRY A. MAIN LINE COLOR BANDS SHALL BE 2"WIDE.MAINTAIN 1"SPACING BETWEEN COLORS. THRASH,WEEDS,BRUSH OR ANY OTHER DEPOSITS WILL REMAIN.ALL MATERIALS COLLECTED DURING TIGARD,OR 97223 B. FREQUENCY COLOR BANDS SHALL BE 2"WIDE WITH NO SPACE BETWEEN COLORS. CLEANING OPERATIONS SHALL BE DISPOSED OF OFF-SITE BY HE GENERAL CONTRACTOR. 9. IN ALL AREAS TO RECEIVE FILL,REMOVE ALL VEGETATION,TOPSOIL,DEBRIS,WET AND C.JUMPER COLOR BANDS SHALL BE 1"WIDE WITH SPACE. UNSATISFACTORY SOIL MATERIALS,OBSTRUCTIONS,AND DELETERIOUS MATERIALS FROM D. START COLOR BANDS 2"BEYOND WEATHERPROOFING. ALL TREES AND SHRUBS WHICH ARE NOT IN DIRECT CONFLICT WITH THE IMPROVEMENTS SHALL BE GROUND SURFACE.PLOW STRIP OR BREAK UP SLOPED SURFACES STEEPER THAN 1 VERTICAL TO E. START SELECTOR COLOR NEXT TO END CONNECTORS. PROTECTED BY THE GENERAL CONTRACTOR. 4 HORIZONTAL SUCH THAT FILL MATERIAL WILL BIND WITH EXISTING/PREPARED SOIL SURFACE. SHEET TITLE 7. FINAL COAXIAL ANTENNA CABLE SIZES SHALL BE DETERMINED BY SAMSUNG RF ENGINEER.SEE 16 COMPANY,TTE TELEPHONE COMPANY,AND ANY OTHER UTILITY COMPANCONTRACTOR IES HAV NGRJURISDICTION OVER 10 OHR THE UFILL MATERIAL,SCARIFY THE GROUND SURFACE TO DEPTH REQUIRED,"PULVERIZE, GENERAL ANTENNA SCHEDULE SHEET A-4.BASED ON FINAL CABLE RUN LENGTHS DETERMINED BY GD. THIS LOCATION. MOISTURE-CONDITION AND/OR AERATE THE SOILS AND RE-COMPACT TO THE REQUIRED DENSITY NOTES PRIOR TO PLACEMENT OF FILLS. 8. SEE CONSTRUCTION MANAGER FOR ANTENNA SUPPORT ASSEMBLY TYPE. ENVIRONMENTAL NOTES R 11.1E AREAS WHICH EXISTING GRAVEL SURFACING IS REMOVED OR DISTURBED DURING S 9. ALL COAXIAL CABLE WILL BE SECURED TO THE DESIGNED SUPPORT STRUCTURE AT DISTANCES NOT CONSTRUCTION OPERATIONS,REPLACE GRAVEL SURFACING TO MATCH ADJACENT GRAVEL TO EXCEED 3'OR THE CABLE MANUFACTURES SPECIFICATIONS WHICHEVER IS LESS,WITH HARDWARE 1. ALL WORK PERFORMED SHALL BE DONE IN ACCORDANCE WITH ISSUED PERMITS.THE CONTRACTOR SURFACING AND RESTORED TO THE SAME THICKNESS AND COMPACTION AS SPECIFIED.ALL SPECIFIED IN THE COAXIAL CABLE ROUTING DETAILS OF THE SUPPLIED STRUCTURAL REPORT. SHALL BE RESPONSIBLE FOR PAYMENT OF FINES AND PROPER CLEAN UP FOR AREAS IN VIOLATION. RESTORED GRAVEL SURFACING SHALL BE FREE FROM CORRUGATIONS AND WAVES. SHEET NO. IP 10.PROVIDE AT LEAST 6"OF SLACK IN THE MAIN COAXIAL CABLES AT THE ANTENNA MOUNTING ELEVATION 2. CONTRACTOR AND/OR DEVELOPER SHALL BE RESPONSIBLE FOR CONSTRUCTION AND MAINTENANCE 12.EXISTING GRAVEL SURFACING MAY BE EXCAVATED SEPARATELY AND REUSED WITH THE ^ A' CONDITION THAT ANY UNFAVORABLE AMOUNTS OF ORGANIC MATTER,OR OTHER DELETERIOUS / TO PROVIDE FOR FUTURE CONNECTOR REPLACEMENT. OF EROSION AND SEDIMENTATION CONTROLS DURING CONSTRUCTION FOR PROTECTION OF MATERIALS ARE REMOVED PRIOR TO REUSE.FURNISH ANY ADDITIONAL GRAVEL RESURFACING v ADJACENT PROPERTIES,ROADWAYS AND WATERWAYS AND SHALL BE MAINTAINED IN PLACE THROUGH MATERIAL AS NEEDED TO PROVIDE A FULL DEPTH COMPACTED SURFACE THROUGHOUT SITE. FINAL JURISDICTIONAL INSPECTION&RELEASE OF SITE. FNDNsEXCAVATIONEAND BACKDFIILL NOTES CONT. STRUCTURAL CONCRETE ENOTES WEATHERPROOFING NOTES CONT. 13.GRAVEL I 318-08 AND THE SPECIFICATION FOR ...> BEFORE GRAVEL SURFACING IS PLACED AND/OR RESTORED.ANY LOOSE OR DISTURBED MATERIALS CAST-IN-PLACE CONCRETE. STEP 8:WRAP OVER THE COLD SHRINK TUBE WITH ONE LAYER OF BLACK ELECTRICAL TAPE +. SHALL BE THOROUGHLY COMPACTED AND ANY DEPRESSIONS IN THE SUB GRADE SHALL BE FILLED AND 2 INCH WIDTH OVERLAPPING EACH ROW BY 1/2 INCH.THIS TOP LAYER MUST BE WRAPPED Sprint° COMPACTED WITH APPROVED SELECTED MATERIAL.GRAVEL SURFACING MATERIAL SHALL NOT BE 2. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH fc'=3,000 PSI AT 28 DAYS UNLESS USING A SHINGLED EFFECT.THE LAYER SHALL BE WRAPPED SO THAT THE ENDS ARE IN THE USED FOR FILLING DEPRESSIONS IN THE SUB GRADE. NOTED OTHERWISE. UPWARD DIRECTION CREATING A SHINGLED EFFECT WITH THE TAPE SO WATER WILL BE REPELLED AND NOT ALLOWED TO COLLECT AND POOL.THIS TOP LAYER OF ELECTRICAL 14.PROTECT EXISTING GRAVEL SURFACING AND SUB GRADE IN AREAS WHERE EQUIPMENT LOADS WILL 3. REINFORCING STEEL SHALL CONFORM TO ASTM A 615,GRADE 60,DEFORMED UNLESS NOTED TAPE MUST EXTEND TWO INCHES(THE TAPE WIDTH)PAST THE COLD SHRINK TUBE ONTO OPERATE.. OTHERWISE.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 WELDED STEEL WIRE FABRIC THE UNDERLYING CABLE.TAPE SHALL BE WRAPPED SO THAT NO VOIDS OR AIR PACKETS UNLESS NOTED OTHERWISE.SPLICES CLASS"B"AND ALL HOOKS SHALL BE STANDARD UNLESS NOTED ARE PRESENT.TAPE SHALL BE CUT WITH A SHARP KNIFE. 15.DAMAGE TO EXISTING STRUCTURES AND/OR UTILITIES RESULTING FROM CONTRACTORS NEGLIGENCE OTHERWISE. C. BUTYL RUBBER TAPE INSTALLATION PROCEDURE: 41231P SHALL BE REPAIRED AND/OR REPLACED TO THE OWNERS SATISFACTION AT NO ADDITIONAL COST TO 1. REQUIRED MATERIAL:BLACK ELECTRICAL TAPE-2 INCH WIDE AND BUTYL RUBBER TAPE 2 TO 1301 FAST LDCItcJT OVINE THE CONTRACT. 4. THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS 3 INCHES WIDE. RICHARDSON,TX 78002-4124 SHOWN OTHERWISE ON DRAWINGS: 16.ALL SUITABLE BORROW MATERIAL FOR BACK FILL OF THE SITE SHALL BE INCLUDED IN THE BID.EXCESS 2. REQUIRED TOOLS:KNIFE OR SCISSORS. TOPSOIL AND UNSUITABLE MATERIAL SHALL BE DISPOSED OF OFF SITE AT LOCATIONS APPROVED BY CONCRETE CAST AGAINST EARTH 3 IN. STEP 1:THOROUGHLY CLEAN AND DRY THE SURFACE OF COAXIAL CABLE AND CONNECTOR GENERAL DYNAMICS GOVERNING AGENCIES AT NO ADDITIONAL COST TO THE CONTRACT. TO REMOVE ALL GREASE AND DIRT.WRAP CONNECTOR/GROUND KIT WITH TWO LAYERS OF Wireless Services CONCRETE EXPOSED TO EARTH OR WEATHER: BLACK ELECTRICAL TAPE-2 INCH WIDTH OVERLAPPING EACH ROW BY APPROXIMATELY 1/2 STRUCTURAL STEEL NOTES #6 AND LARGER 2 IN. INCH.THESE LAYERS OF TAPE MUST BE WRAPPED TIGHT ENOUGH SO THAT NO VOIDS OR #5 AND SMALLER&WWF 1 1/2 IN. AIR PACKETS ARE PRESENT AND MUST EXTEND ONE INCH PAST THE CONNECTOR/GROUND KIT ON EACH SIDE.TWO ROWS SHALL BE APPLIED,ONE IN EACH DIRECTION,WITH THE TOP 1. ALL STEEL WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC MANUAL OF STEEL CONCRETE NOT EXPOSED TO EARTH OR WEATHER OR NOT CAST AGAINST THE GROUND: ROW SHINGLED TO PROMOTE WATER RUNOFF. CONSTRUCTION.STEEL SECTIONS SHALL BE IN ACCORDANCE WITH ASTM AS INDICATED BELOW: SLAB AND WALL 3/4 IN. W SHAPES:ASTM A992,50 KSI BEAMS AND COLUMNS 1 1/2 IN. INCHES W DTH)CONNECTOR/GROUND THE BLACK KIT ONE TAPE OVERLAPPING BEACH TAPE ROWT BY Cascadia PM ANGLES,BARS CHANNELS:ASTM A36,36 KSI 5. A 3/4"CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE U.N.O.IN ACCORDANCE APPROXIMATELY 1/2 INCH. THE BUTYL RUBBER TAPE MUST EXTEND 2 TO 3 INCHES (THE HSS SECTIONS:ASTM 500,46 KSI 5501 NE 109TH COURT,SUITE A-2 PIPE SECTIONS:ASTM A53-E,35 KSI WITH ACI 301,LATEST EDITION,SECTION 4. TAPE WIDTH) PAST THE ELECTRICAL TAPE AND COME IN GOOD CONTACT WITH THE VANCOUVER.WA 88882 UNDERLYING CABLE.ON CONNECTORS,WHEN WEATHERPROOFING FROM THE MAIN LINE TO pH:380.885.9200 2. ALL EXTERIOR EXPOSED STEEL AND HARDWARE SHALL BE HOT DIPPED GALVANIZED. 6. HOLES TO RECEIVE EXPANSIONNVEDGE ANCHORS SHALL BE 1/8"LARGER IN DIAMETER THAN THE THE JUMPER,BUILD UP THIS AREA WITH EXTRA BUTYL RUBBER TAPE TO INSURE A SMOOTH ANCHOR BOLT,DOWEL OR ROD AND SHALL CONFORM TO MANUFACTURERS RECOMMENDATION FOR TRANSITION FREE OF VOIDS AND AIR PACKETS DOWN TO THE SMALLER DIAMETER CABLE. 3. ALL WELDING SHALL BE PERFORMED USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO EMBEDMENT DEPTH OR AS SHOWN ON THE DRAWINGS.LOCATE AND AVOID CUTTING EXISTING REBAR STEP 3:WRAP CONNECTOR/GROUND KIT WITH TWO LAYERS OF BLACK ELECTRICAL TAPE 2 „_411.. 1 AISC.WHERE FILLET WELD SIZES ARE NOT SHOWN,PROVIDE THE MINIMUM SIZE PER TABLE J2.4 IN THE WHEN DRILLING HOLES IN ELEVATED CONCRETE SLABS. INCH WIDTH OVERLAPPING EACH ROW BY 1 INCH. THESE LAST TWO LAYERS MUST BE • AISC"MANUAL OF STEEL CONSTRUCTION".PAINTED SURFACES SHALL BE TOUCHED UP. WRAPPED USING A SHINGLED EFFECT.THE TOP LAYER SHALL BE WRAPPED SO THAT THE 7. USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHOR,SHALL BE PER ICC& ENDS ARE IN THE UPWARD DIRECTION CREATING A SHINGLED EFFECT WITH THE TAPE SO �.� wa� 4. NOTED OTHERWISE.CONNECTIONS FOR STEEL GRATING MAY USE 5/8"PJ ASTM A 307 BOLTS UNLESS MANUFACTURERS WRITTEN RECOMMENDED PROCEDURES. OF ELECTRICAL REPELLED TAPE MUST EXTEND LTWOE INCHES COLLECT AND POOL.THESE TAPE WIDTH) PAST THE E BUTYL o �w 0■--" �N�l°�sp WATER WEATHERPROOFING NOTES RUBBER TAPE ONTO THE UNDERLYING CABLE. M 4 5. FIELD MODIFICATIONS ARE TO BE COATED WITH ZINC ENRICHED PAINT. ALL LAYERS OF TAPE SHALL BE WRAPPED SO THAT NO VOIDS OR AIR PACKETS ARE � Cc 7: 1 STANDARD CONSTRUCTION SPECIFICATIONS FOR WIRELESS SITES PRESENT. THE LAST WRAP OF TAPE SHALL NOT BE PULLED OR STRETCHED. ALL TAPE X CONCRETE MASONRY NOTES 3.6 WEATHERPROOFING CONNECTORS AND GROUND KITS: SHALL BE CUT WITH A SHARP KNIFE OR SCISSORS. Lu A. ALL CONNECTORS AND GROUND KITS SHALL BE WEATHERPROOFED USING BUTYL RUBBER D. SELF-AMALGAMATING TAPE INSTALLATION PROCEDURE: , •REGON 1. CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT UNITS CONFORMING TO ASTM C90,GRADE N-1, WEATHERPROOFING AND TAPE.THIS INSTALLATION MUST BE DONE IN ACCORDANCE WITH THE (F'M=1,500 PS).MEDIUM WEIGHT(115 PCF). MANUFACTURERS RECOMMENDATION OR AS SHOWN ON THE CONSTRUCTION DRAWINGS 1. REQUIRED MATERIAL:SELF-AMALGAMATING TAPE-1.5 INCHES WIDE AND BLACK ELECTRICAL 2. MORTAR SHALL BE TYPE"S" MINIMUM 1,800 PSI AT 28 DAYS. (WHICHEVER IS GREATER).IF NO DIRECTION IS PROVIDED,WEATHERPROOFING MUST BE DONE TAPE-2 INCHES WIDE. ( ) PER THE FOLLOWING INSTRUCTIONS. 2. REQUIRED TOOLS:KNIFE OR SCISSORS. 8- 4y e+2 O 0 3. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS. 1. THE COAXIAL CABLE CONNECTION OR GROUND KIT CAN BE ENCOMPASSED INTO COLD STEP 1:THOROUGHLY CLEAN AND DRY THE SURFACE OF COAXIAL CABLE AND CONNECTOR (y�, SHRINK AND COMPLETELY WRAPPED WITH 2 INCH WIDE ELECTRICAL TAPE OVERLAPPING TO REMOVE ALL GREASE AND DIRT. CPM PROJECT NO.: '527 4. ALL CELLS CONTAINING REINFORCING STEEL OR EMBEDDED ITEMS AND ALL CELLS IN RETAINING EACH ROW BY APPROXIMATELY W AND EXTENDING PAST THE CONNECTION BY TWO INCHES WALLS AND WALLS BELOW GRADE SHALL BE SOLID GROUTED. AS DISCUSSED BELOW;OR STEP 2:START WRAPPING SELF-AMALGAMATING TAPE ON THE CABLE AT LEAST 2 INCHES FROM THE CONNECTOR/GROUND KIT.MAKE SURE TAPE IS STRETCHED TIGHT DURING THIS PREUMINARY 5. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAM OR LINTEL BEAM UNITS. 2. THE COAXIAL CABLE CONNECTION OR GROUND KIT CAN BE WRAPPED WITH LAYERS OF APPLICATION. NO. DATE D/C DESCRIPTION ELECTRICAUBUTYL RUBBER/ELECTRICAL TAPE AS DISCUSSED BELOW;OR 0 08-01-12 MM/BU 90%CD REVIEW 6. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER,HORIZONTAL CONSTRUCTION JOINTS SHALL 3. THE COAXIAL CABLE CONNECTION OR GROUND KIT CAN BE WRAPPED WITH TWO LAYERS OF STEP 3: WHILE MAKING TAPE, MAKE ONE WRAP OF THE TAPE AROUND THE CABLE, 1 08-16-12 EG/TT CLIENT COMMENT BE FORMED BY STOPPING THE GROUT POUR 1-1/2"BELOW TOP OF THE UPPERMOST UNIT. 1.5 INCH WIDE SELF-AMALGAMATING TAPE COVERED WITH TWO LAYERS OF ELECTRICAL ITSELF. SURE THE TAPE IS WRAPPED ONTO ITSELF. THE TAPE WILL ONLY ADHERE TO ITSELF. TAPE AS DISCUSSED BELOW. 7. ALL BOND BEAM BLOCK SHALL BE"DEEP CUT"UNITS. STEP 4: CONTINUE WRAPPING THE CABLE AND CONNECTOR/GROUND KIT USING HALF SUBMITTAL B. COLD SHRINK INSTALLATION PROCEDURE: OVERLAP(0.75 INCH WIDE)LAYERS. 8. PROVIDE INSPECTION AND CLEAN-OUT HOLES AT BASE OF VERTICAL CELLS HAVING GROUT LIFTS IN NO DATE D/C DESCRIPTION EXCESS OF 4'-0"OF HEIGHT. t. REQUIRED MATERIAL:COLD SHRINK TUBE.SPACERS AS NEEDED.BLACK ELECTRICAL TAPE-2 STEP 5:WRAP OVER AND PAST THE CONNECTOR/GROUND KIT AT LEAST 2 INCHES. 0 08-23-12 BU/BU BP SUBMITTAL INCHES WIDE 9. ALL GROUT SHALL BE CONSOLIDATED WITH A MECHANICAL VIBRATOR. 2. REQUIRED TOOLS:KNIFE AND TAPE MEASURE STEP 6:TO TERMINATE THE SELF-AMALGAMATING TAPE, WRAP THE TAPE AT LEAST ONE FULL ROUND OVER THE CABLE STRETCHING THE TAPE TIGHT. CUT THE TAPE USING KNIFE 10.CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. STEP 1:THOROUGHLY CLEAN AND DRY THE SURFACE OF COAXIAL CABLE AND CONNECTOR OR SCISSORS AND APPLY THE LOOSE END TO THE UNDERLYING SELF-AMALGAMATING TAPE TO REMOVE ALL GREASE AND DIRT. MARK THE MAIN FEED (LARGER DIAMETER) COAXIAL USING THUMB PRESSURE. SITE NUMBER 11.REINFORCING BARS-SEE NOTES UNDER"STRUCTURAL CONCRETE NOTES"FOR REQUIREMENTS. CABLE AT LEAST TWO INCHES ABOVE THE CONNECTION AS THE SPECIFIED START DIMENSION FOR THE COLD SHRINK. STEP 7:TWO ROWS OF SELF-AMALGAMATING TAPE SHALL BE APPLIED IN THIS MANNER, IN P054XC009 ALTERNATING DIRECTIONS.THE TOP LAYER SHALL BE WRAPPED SO THAT THE ENDS ARE IN CCI SITE#879600 12.PROVIDE ONE BAR DIAMETER(A MINIMUM OF 1/2")GROUT BETWEEN MAIN REINFORCING AND MASONRY STEP 2:SLIDE THE COLD SHRINK TUBE OVER THE PRE-CONNECTORIZED END OF THE LARGER AN UPWARD DIRECTION CREATING A SHINGLED EFFECT WITH THE TAPE SO WATER WILL BE UNITS. DIAMETER COAXIAL CABLE PRIOR TO MATING CONNECTOR INTERFACES. MAKE THE REPELLED. SITE NAME 13.LOW LIFT CONSTRUCTION,MAXIMUM GROUT POUR HEIGHT IS 4 FEET. CONNECTION. BULL MOUNTAIN STEP 8:WRAP OVER SELF-AMALGAMATING TAPE WITH TWO LAYERS OF BLACK ELECTRICAL STEP 3: REMOVE WAX PAPER FROM A SPACER HALF AND PRESS ONTO COAXIAL CABLE TAPE-2 INCH WIDTH OVERLAPPING EACH ROW BY 1 INCH.THESE TOP TWO LAYERS MUST 14.ALL CELLS IN CONCRETE BLOCKS SHALL BE FILLED SOLID WITH GROUT,EXCEPT AS NOTED IN THE DIRECTLY BEHIND THE CONNECTOR. REMOVE THE WAX PAPER FROM THE OTHER SPACER ALSO BE WRAPPED USING A SHINGLED EFFECT.THE LAYERS SHALL BE WRAPPED SO THAT SITE ADDRESS DRAWINGS OR SPECIFICATIONS. HALF AND ALIGN THE TWO SPACER HALVES WITH ADHESIVE PORTIONS FACING EACH OTHER. THE ENDS ARE IN THE UPWARD DIRECTION CREATING A SHINGLED EFFECT WITH THE TAPE 12390 SW SCROLLS FERRY PRESS THE SPACER HALVES TOGETHER. THE SPACER WILL BE PLACED NEXT TO THE SO WATER WILL BE REPELLED AND NOT ALLOWED TO COLLECT AND POOL. THESE TOP TIGARD,OR 97223 CAB 15.CELLS SHALL BE IN VERTICAL ALIGNMENT,DOWELS IN FOOTINGS SHALL BE SET TO ALIGN WITH CORES CONNECTOR ON THE SMALLER DIAMETER COAXIAL CABLE SIDE. LAYERS OF ELECTRICAL TAPE MUST EXTEND TWO INCHES (THE TAPE WIDTH) PAST THE CONTAINING REINFORCING STEEL. SELF-AMALGAMATING TAPE ONTO THE UNDERLYING CABLE.ALL LAYERS OF TAPE SHALL BE STEP 4:SLIDE THE COLD THE COL TUBE OVER THE CONNECTION COAXIAL CABLE L THE ONE HAND START WRAPPED SO THAT NO VOIDS OR AIR PACKETS ARE PRESENT. THE LAST WRAP OF TAPE 16.REFER TO ARCHITECTURAL DRAWINGS FOR SURFACE AND HEIGHT OF UNITS,LAYING PATTER AND DIMENSION MARK.HOLD NKE COLD SHRINK TUBE AND COAXIAL CABLE IN ONE HAND SO THAT SHALL NOT BE PULLED OR STRETCHED. ALL TAPE SHALL BE CUT WITH A SHARP KNIFE OR JOINT TYPE. SHEET TITLE THE EDGE OF COLD SHRINK TUBE IS IN LINE WITH THE MARK. SCISSORS. 17.SAND SHALL BE CLEAN,SHARP AND WELL GRADED,FREE FROM INJURIOUS AMOUNTS OF DUST,LUMPS, STEP 5:WITH YOUR FREE HAND,BEGIN REMOVING COLD SHRINK TUBE CORE.THE CORE WILL SHALE,ALKAU OR ORGANIC MATERIAL. BE REMOVED BY UNWINDING IN A COUNTERCLOCKWISE DIRECTION WHILE LIGHTLY PULLING GENERAL 18.BRICK SHALL CONFORM TO ASTM C-62 AND SHALL BE GRADE MW OR BETTER. THE ATTACHED CORD AWAY FROM THE TUBE. NOTES STEP 6:USE BOTH HANDS TO CONTINUE THE UNWINDING PROCESS AS THE COLD SHRINK TUBE BEGINS TO COLLAPSE INTO POSITION.CONTINUE THE UNWINDING PROCESS UNTIL THE • CORE IS COMPLETELY REMOVED AND THE COLD SHRINK TUBE IS INSTALLED. STEP 7:EXCESS COLD SHRINK TUBE EXTENDING TWO INCHES BEYOND THE SPACER HALVES SHEET NO. CAN BE REMOVED OR LEFT IN PLACE.EXCESS COLD SHRINK TUBE CAN BE CAREFULLY CUT lip OFF WITH A KNIFE. -3 L _. - - - -- DRAWING ABBREVIATIONS 4 AFF ABOVE FINISH FLOOR LF LINEAR FEET AGL ABOVE GRADE LEVEL MAX MAXIMUM ''' ) AWG AMERICAN WIRE GAUGE MECH MECHANICAL Sprint AC AIR CONDITIONING MFR MANUFACTURER ADJ ADJUSTABLE MGR MANAGER 4111P I APPROX APPROXIMATELY MIN MINIMUM AZ AZIMUTH MISC MISCELLANEOUS 1201 FAST LOgCOUT OR S RX441RD80N.TX 70062-4124 BLDG BUILDING MIL METAL ' CM CONSTRUCTION MANAGER MTZL METALIZE(D) GENERAL DYNANIICE CAB CABINET MW MICROWAVE Wireless Services CL CENTERLINE NEC NATIONAL ELECTRICAL CODE CLG CEILING NIC NOT IN CONTRACT CLR CLEAR NTS NOT TO SCALE CO COPPER N/A NOT APPLICABLE Cascadia PM CONC CONCRETE OC ON CENTER 5501 NE 109TH COURT.SUITE A-2 VANCOUVER,WA08682 PH:360.885.9200 COND CONDUIT OD OUTSIDE DIAMETER CONST CONSTRUCTION OP OVERHEAD POWER „,. _41 CONT CONTINUOUS OT OVERHEAD FIBER , CPM CASCADIA PM OPP OPPOSITE ��ri•>f•rr��s' 0/C DRAFTER/CHECKER PL PROPERTY LINE 0 ?cG1 N EE.S�� el CI DEMO DEMOLISH PLYWD PLYWOOD CJ (/ . DIA DIAMETER PM PROJECT MANAGER d , Sc DIM DIMENSION PROJ PROJECT W ,� •RECON DN DOWN PROP PROPERTY DTL DETAIL PT PRESSURE TREATED /z,41- i DWG DRAWING RO ROUGH OPENING 8-,.. 16.7-1 ,16. Oe EA EACH ROW RIGHT OF WAY CPM PROJECT NO.: ,527 ELECT ELECTRICAL RRU REMOTE RADIO UNIT PRELIMINARY ELEV ELEVATION REQ REQUIRED NO. DATE D/C DESCRIPTION 0 08-01-12 MM/BU 90%CD REVIEW EQ EQUAL SBTC SOLID BARE TINNED COPPER 1 08-16-12 EG/TT CLIENT COMMENT EQUIP EQUIPMENT SF SQUARE FEET EXT EXTERIOR SHT SHEET SUBMITTAL NO. DATE D/C DESCRIPTION FIN FINISH SPEC SPECIFICATION 0 08-23-12 BU/BU BP SUBMITTAL FLR FLOOR SQ SQUARE FT FOOT.FEET SS STAINLESS STEEL SITE NUMBER GA GAUGE STL STEEL P054XC009 GALV GALVANIZED STRUCT STRUCTURE.STRUCTURAL CCI SITE#879600 GC GENERAL CONTRACTOR TOO TOP OF CONCRETE SITE NAME GWB GYPSUM WALL BOARD TOM TOP OF MASONRY BULL MOUNTAIN GR GRADE THRU THROUGH SITE ADDRESS GRND GROUND TNND TINNED 12390 SW SCHOLLS FERRY TIGARD,OR 97223 HVAC HEATING.VENTING 8 AIR CONDITIONING UBC UNIFORM BUILDING CODE HORIZ HORIZONTAL UG UNDERGROUND SHEET TITLE HT HEIGHT UNO UNLESS NOTED OTHERWISE IBC INTERNATIONAL BUILDING CODE UP UNDERGROUND POWER GENERAL ID INSIDE DIAMETER OF UNDERGROUND FIBER NOTES IN INCH VIF VERIFY IN FIELD INSUL INSULATION VERT VERTICAL SHEET NO. • INT INTERIOR WP WATERPROOF JBOX JUNCTION BOX W/ WITH G N 4 LB(S) POUND(S) W/O WITHOUT t6,4 2 .► RECEIVED /�'. ` ,.. AUG 2 S 2012 Date: May 31, 2012 GPD G ROU P'CI'I'YoFTIGARD Erica Lee GPD Group BUILDINGDIVISION Crown Castle 520 South Main Street, Suite 2531 5350 North 48th Street, Suite 305 Akron, OH 44311 Chandler, AZ 85226 (330)572-2137 (480)734-2406 jcheronis @gpdgroup.com Subject: Structural Analysis Report Carrier Designation: Sprint PCS(Interim Loading) Co-Locate Carrier Site Number: P054XC009 Crown Castle Designation: Crown Castle BU Number: 879600 Crown Castle Site Name: SCHOLLS FERRY/BULL MT/QWEST Crown Castle JDE Job Number: 179345 Crown Castle Work Order Number: 497094 Crown Castle Application Number: 150755 Rev. 0 Engineering Firm Designation: GPD Group Project Number: 2012775.879600.01 Site Data: 12390 SW Scholls Ferry, Tigard,Washington County, OR 97223 Latitude 45°26'34.3", Longitude-122°48'13" 80 Foot—Andrew Monopole Tower Dear Erica Lee, GPD Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 466996, in accordance with application 150755, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Reserved + Proposed Equipment Sufficient Capacity Note:See Table I and Table II for the proposed and existing/reserved loading,respectively. The analysis has been performed in accordance with the TIA-222-G standard and all local code requirements based upon a wind speed of 95 mph 3-second gust and exposure category C. We at GPD Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. PROFFS Respectfully submitted by: �tt5 N , L" OREGON Oregon#: 18155PE P.E. 9y7© . GRpNkC'<(. 520 South Main Street.Suite 2531.Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup.com Glaus Pyle Schomer Burns and DeHaven,Inc.Akron.Atlanta.Cleveland.Columbus.Indianapolis.Louisville.Marion.Phoenix.Seattle.Youngstown Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4- Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5- Section Capacity (Summary) Table 6—Tower Components vs. Capacity 4.1) Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8)APPENDIX C Additional Calculations tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01, Application 150755, Revision 0 Page 3 1) INTRODUCTION The 80' monopole was originally designed for Bechtel by Andrew Corporation in 1997. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. The existing 80' monopole has two major sections connected with a bolted flange connection at 40'. Each tower section has a constant round cross-section. The top section has a diameter of 24" and the bottom 36". The structure is galvanized and has no tower lighting. 2) ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures and the 2010 Oregon Structural Specialty Code (OSSC) using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Seismic loads were considered using a substantiated analysis utilizing the TIA-222-G standard. Based on section 2.7.3 of the TIA-222-G standard the seismic effects may be ignored due to the earthquake spectral response acceleration at short periods (Ss) for this site being less than or equal to 1.00. The wind effects control the tower loading. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) Powerwave 1 P40-16XLPP-RR Technologies 2 Powerwave P65-16-XLPP-RR Technologies 78.0 79.0 , 3 1-7/16 1 3 Sam sung RRH-C2C w/EXT FILTER Telecommunications 3 Samsung RRH-P4 Telecommunications Notes: 1) See Appendix B for the proposed coax layout tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC/BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 4 Table 2- Existing and Reserved Antenna and Cable Information Center Mounting Line Number Antenna Number Feed of Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 2 CSA Wireless PCSA090-19-0 KMW 1 Commun ations HB-X-AW-18-45-00T 78.0 79.0 KMW 6 7/8 1 Communications HB-X-AW-19-65-00T 1 Side Arm Mount ^ [SO 701-3] 72.0 J 3 EMS Wireless i RR45-19-04DPL4 6 1-5/8 70.0 70 1 RAD r AIRMUX-200 I 1 3/8 1 T-Arm Mount[TA 602-3] I 67.0 1 Andrew VHLP2-23 66.0 1 Andrew VHLP1-23 65.0 1 Andrew VHLP2-23 62.0 63.0 1 1 Andrew VHLP1-23 4 1/2 4 5/16 1 Pipe Mount[PM 601-3] 62.0 [ 3 Kathrein 840 10057 3 Nextnet Wireless BTS-2500 43.0 1 Trimble ACUTIME 2000 " 40.0 ( Side Arm Mount 1 5/16 40.0 1 [SO 701-1] 22.0 1 Trimble ACUTIME 2000 18.0 Side Arm Mount 1 1/2 18.0 I 1 [S0 701-1] Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) , 77.5 77.5 9 ALP9212 on 6' Sectorized Mount 67.5 67.5 9 ALP9212 on 6' Sectorized Mount tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 5 3) ANALYSIS PROCEDURE • Table 4- Documents Provided Document Remarks I Reference I Source Terracon Geotechnical Report Project#: 5408-001-01, Task 6, ! Doc ID#: 1990620 CCISITES dated 2/7/96 Global Signal GeoPhysical Map Foundation Mapping & Original dated 5/5/06 Doc ID#: 1988299 ! CCISITES Foundation Calculations (w/Andrew Foundation Calcs, Project#: 97686, dated 9/8/97), Global Signal Monopole Map Tower Mapping &Original dated 5/5/06 Doc ID#: 1990617 CCISITES Tower Calculations (w/Andrew Tower Calcs, dated 5/21/97), Previous Structural Analysis CCI Project#: 301621, PDoc ID#: 2530220 CCISITES dated 11/6/09 3.1) Analysis Method tnxTower(version 6.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-G. 5) Mount sizes, weights, and manufacturers are best estimates based on photos provided and determined without the benefit of a site visit by GPD. 6) All member connections and foundation steel reinforcing are assumed designed to meet or exceed the load carrying capacity of the connected member and surrounding soils respectively unless otherwise specified in this report. 7) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package dated 05/24/12 with any adjustments as noted below. a) Per recent site photos, taken on 5/2/12, the centerline of the VHLP1-23 dish with an azimuth of 34° is 63', rather than 65' as listed in the CAD drawings. b) Per recent site photos, taken on 5/2/12, the centerline of the VHLP2-23 dish with an azimuth of 146° is 65', rather than 59' as listed in the CAD drawings. c) Per recent site photos, taken on 5/2/12, and the TIA inspection from 10/15/08 there is an additional antenna at the 70' elevation: (1) RAD AIRMUX-200 with (1) 3/8" coax. 8) Two foundation designs were available: one from a foundation mapping by Global Signal (dated 5/5/06) and one from the original foundation calculations by Andrew Corporation (Project #: 97686, dated 9/8/97). Because the as-built design was not available, both were analyzed and the controlling capacity is shown. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 6 4)ANALYSIS RESULTS Y Table 5-Section Capacity(Summary) Section Elevation(ft) Component Type Size Critical P(K) SF•P_allow X Pass I Fail No. Element (IQ Capacity L1 80-40 Pole P24x3/8 1 -7.86 1252.46 33.5 Pass L2 [ 40-0 Pole P30x3/8 2 -14.45 1478.58 J 55.4 Pass I ,Summary Pole(L2) 55.4 Pass r I I Rating= 1 55.4 I Pass Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass 1 Pail 1 Anchor Rods i 0 32.1 Pass 1 Base Plate I 0 50.9 Pass 1 Base Foundation I 0 i 33.6 1 Pass 1 Flange Plate I 40 30.3 1 Pass 1 Flange Bolts I 40 1 43.6 i Pass Structure Rating(max from all components)= I 55.4% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations V The design of the tower and its foundation are sufficient for the proposed loading and do not require modification. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC1 BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 7 5) DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0.4.0 5005 DESIGNED APPURTENANCE LOADING I I I TYPE ELEVATION TYPE I ELEVATION LIgtrP4np Rod 4958' 80 (2)Pipe Mount 5'x2.375" 70 • PCSA090-19-0 w/Mount Pips 78 (2)Pipe Mount 5'x2.375" 70 HB-X-AW-18-45-00T w/Moud Pipe 78 (2)Pipe Mount 5'x2.375" 70 f P40-16XLPP-RR w/Mount Pipe 78 T-Arm Mount[TA 602-3) 70 RRH-C2C w/EXT FILTER 78 840 10057 w/Mount Pipe 62 RRH-P4 78 BTS-2500 62 I / ' P65-16-XLPP-RR w/Mount Pipe 78 840 10057 w/Mount Pipe 62 -- RRH-C2C w/EXT FILTER 78 BTS-2500 62 RRH-P4 78 ,640 10057 w'Mount Pipe 62 HB-X-AW-19-65-00T w/Mount Pipe 78 BTS-2500 62 PCSA090-19.0 w/Mount Pipe 78 'Pipe Mount[PM 601-3] 62 P65-16-XLPP-RR w/Mount Pipe 78 VHLP1-23 62 RRH-C2C w/EXT FILTER 78 VHLP2-23 62 IT RRH-P4 78 VHLP123 -_-_ 62 Side Ann Mart[SO 701.3( 78 VHLP223 62 � ° RR45-19-WDPL4 w/Mount Pipe 70 ACUTIME 2000 40 8 e, RR45-19.04DPL4 w/Mount Pipe 70 Side Arm Mount[SO 701.1] 40 S' 7 'g .RR45-19-04DPL4 w/Mount Pipe 70 ACUTIME 2000 18 AIRMUX-200 70 Side Arm Mount[SO 701-1] 18 MATERIAL STRENGTH I GRADE FY 1 Fu I GRADE Fy , Fu A572-50 50 Kai ..........165 ksi TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 40.05 O 8. TOWER RATING:55.4% r f a 1 1 : ALL REACTIONS ARE FACTORED AXIAL 29 K SHEAR \ MOMENT 1 K 'y 79 kip-ft TORQUE 0 kip-ft 30 mph WIND- 1.0000 in ICE AXIAL 14 K SHEAR MOMENT 10 K , f 599 kip-ft 0.0 ft 2 TORQUE 2 kip-ft REACTIONS-95 mph WIND °1 i I I • GPD Group lob:SCHOLLS FERRY/BULL MT/QWEST,BU#:87960( 520 S. Main St., Suite 2531 Protect 2012775.879600.01 G ,,'� Akron, OH 44311 ant'Crown Castle USA,Inc.DfaWn b"JHershberger APO' GPO Group Phone:330-572-2100 Code` TIA-222-G Date'05/31/12 sC81e NTS FAX:330-572-2103 `o+.r o12%2olzn5,879eomul\Tneo7940o.n1 r"r'IC'E-1 Feedline Distribution Chart 0' -80' Round Flat App In Face App Out Face Truss Leg V Face A Face B Face C �� 80.00 7000 700 __-, -- 70.00 7000 00.00 09.00 g re S a 0 O J __.. ._-� --- ----. -- 92.00 02.00 I E. 1 C tV 1 q i ` d .-. g g m a . C rn O ,_ X0.00-$ a 00.00 0.00 40.00 8 9 iri a r o � m g o � V rn N D 1A00 = < 10.00 BOO . -— 0.00 3.04 _ _.._1..00 _ o.00 • GPD Group 'aD SCHOLLS FERRY/BULL MT/QWEST,BU#:87960( ##I 520 S. Main St., Suite 2531 "K1'2012775.879600.01 A P'Ol Akron, OH 4431 1 client.Crown Castle USA,Inc.Draw" y.JHershberger Aped: GPD Group Phone:330-572-2100 cods' TIA-222-G Date:05/31/12 Scab: NTS FAX:330-572-2103 Pads 0+2012'2012775\e79600w1,T„0079000.01 D"No.E-7 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 9 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Basic wind speed of 95 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.0000 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 30 mph is used in combination with ice. 11) Temperature drop of 50 °F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear(P-delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals v Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification J Use Clear Spans For Wind Area Ignore Redundant Members in FEA si Use Code Stress Ratios Use Clear Spans For KLIr SR Leg Bolts Resist Compression v Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice N1 Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz ' Use Azimuth Dish Coefficients v Consider Feedline Torque Use Special Wind Profile NI Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft Li 80.00-40.00 40.00 P24x3/8 A572-50 (50 ksi) L2 40.00-0.00 40.00 P30x3/8 A572-50 (50 ksi) Tower Gusset Gusset Gusset GradeAdjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt • (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 80.00- 1 1 1 40.00 L2 40.00-0.00 1 1 1 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 10 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r p/f in in 9207(5/16") B Surface Ar 62.00-40.00 4 2 0.000 0.3300 0.60 (CaAa) 0.000 LDF4-50A(1/2") A Surface Ar 69.00-62.00 4 1 -0.100 0.6300 0.15 (CaAa) -0.100 LDF4-50A(1/2") B Surface Ar 18.00-3.00 1 1 0.000 0.6300 0.15 (CaAa) 0.000 Climbing Pegs A Surface Ar 80.00-8.00 1 1 0.000 0.1500 0.31 (CaAa) 0.000 Safety Line 3/8 A Surface Ar 80.00-8.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf CR 50 1070(7/8") A No Inside Pole 78.00-3.00 6 No Ice 0.00 0.28 1/2"Ice 0.00 0.28 1"Ice 0.00 0.28 TYPE 2(1-7/16) A No Inside Pole 78.00-3.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 - 1"Ice 0.00 0.60 LDF7-50A(1-5/8") B No Inside Pole 70.00-3.00 6 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 LDF2-50A(3/8") B No Inside Pole 70.00-3.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 9207(5/16") B No Inside Pole 40.00-3.00 4 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 LDF4-50A(1/2") A No Inside Pole 69.00-3.00 4 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Flex Conduit B No Inside Pole 40.00-3.00 2 No Ice 0.00 0.32 1/2"Ice 0.00 0.32 1"Ice 0.00 0.32 2"Flex Conduit B No Inside Pole 69.00-40.00 1 No Ice 0.00 0.32 1/2"Ice 0.00 0.32 1"Ice 0.00 0.32 ATCB-B01-001(5/16") B No Inside Pole 40.00-3.00 1 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80.00-40.00 A 0.000 0.000 2.541 0.000 0.18 . B 0.000 0.000 1.452 0.000 0.21 C 0.000 0.000 0.000 0.000 0.00 L2 40.00-0.00 A 0.000 0.000 1.680 0.000 0.17 B 0.000 0.000 0.945 0.000 0.30 • C 0.000 0.000 0.000 0.000 0.00 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 11 '„ Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 80.00-40.00 A 2.124 0.000 0.000 39.507 0.000 0.87 B 0.000 0.000 13.500 0.000 0.46 C 0.000 0.000 0.000 0.000 0.00 L2 40.00-0.00 A 1.909 0.000 0.000 26.116 0.000 0.49 B 0.000 0.000 6.672 0.000 0.39 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure Section Elevation CP,, CPZ CPx CPZ Ice Ice ft in in in in L1 80.00-40.00 -0.0334 -0.0725 -0.4208 -0.5065 L2 40.00-0.00 -0.0232 -0.0486 -0.4360 -0.4273 Shielding Factor Ka Tower Feed Line Description Feed Line Ka Ka Section Record No. Segment No Ice Ice Elev. L1 6 9207(5/16") 40.00- 1.0000 1.0000 62.00 L1 8 LDF4-50A(1/2") 62.00- 1.0000 1.0000 69.00 L1 13 Climbing Pegs 40.00- 1.0000 1.0000 80.00 L1 14 Safety Line 3/8 40.00- 1.0000 1.0000 80.00 L2 12 LDF4-50A(1/2") 3.00-18.00 1.0000 1.0000 L2 13 Climbing Pegs 8.00-40.00 1.0000 1.0000 L21 14 Safety Line 3/8 8.00-40.00 1.0000. 1.0000 - Discrete Tower Loads I Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Lightning Rod 4'x5/8" C From Leg 0.00 0.0000 80.00 No Ice 0.25 0.25 0.00 0.00 1/2" 0.66 0.66 0.01 2.00 Ice 0.97 0.97 0.01 1"Ice PCSA090-19-0 w/Mount A From Leg 3.00 0.0000 78.00 No Ice 7.31 6.85 0.05 Pipe 0.00 1/2" 7.90 8.07 0.11 " 1.00 Ice 8.46 9.03 0.18 1"Ice HB-X-AW-18-45-00T A From Leg 3.00 0.0000 78.00 No Ice 4.35 4.35 0.06 w/Mount Pipe 0.00 1/2" 5.41 5.41 0.10 1.00 Ice 6.18 6.18 0.16 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight • or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft 1"Ice P40-16XLPP-RR w/Mount A From Leg 3.00 0.0000 78.00 No Ice 9.37 4.83 0.07 Pipe 0.00 1/2" 9.91 5.57 0.13 1.00 Ice 10.45 6.27 0.20 1"Ice RRH-C2C w/EXT FILTER A From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 1"Ice RRH-P4 A From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice P65-16-XLPP-RR w/ B From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice RRH-C2C w/EXT FILTER B From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 1"Ice RRH-P4 B From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice HB-X-AW-19-65-00T w/ B From Leg 3.00 0.0000 78.00 No Ice 5.05 6.48 0.05 Mount Pipe 0.00 1/2" 5.61 7.66 0.10 - 1.00 Ice 6.12 8.55 0.16 1"Ice PCSA090-19-0 w/Mount C From Leg 3.00 0.0000 78.00 No Ice 7.31 6.85 0.05 Pipe 0.00 1/2" 7.90 8.07 0.11 1.00 Ice 8.46 9.03 0.18 1"Ice P65-16-XLPP-RR w/ C From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice RRH-C2C w/EXT FILTER C From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 1"Ice RRH-P4 C From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice Side Arm Mount[SO 701- C None 0.0000 78.00 No Ice 2.83 2.83 0.20 3] 1/2" 3.92 3.92 0.24 Ice 5.01 5.01 0.28 1"Ice RR45-19-04DPL4 w/ A From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 2.00 Ice 6.76 4.50 0.13 1"Ice RR45-19-04DPL4 w/ B From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 2.00 Ice 6.76 4.50 0.13 1"Ice RR45-19-04DPL4 w/ C From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 • 2.00 Ice 6.76 4.50 0.13 1"Ice AIRMUX-200 B From Leg 1.00 0.0000 70.00 No Ice 5.60 1.40 0.01 0.00 1/2" 5.92 1.60 0.04 - 0.00 Ice 6.24 1.81 0.07 1"Ice tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight r or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft (2)Pipe Mount 5'x2.375" A From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice (2)Pipe Mount 5'x2.375" B From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice (2)Pipe Mount 5'x2.375" C From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice T-Arm Mount[TA 602-3] C None 0.0000 70.00 No Ice 11.59 11.59 0.77 1/2" 15.44 15.44 0.99 Ice 19.29 19.29 1.21 1"Ice 840 10057 w/Mount Pipe B From Face 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 B From Face 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice 840 10057 w/Mount Pipe C From Face 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 C From Face 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice 840 10057 w/Mount Pipe A From Leg 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 A From Leg 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice Pipe Mount[PM 601-3] C None 0.0000 62.00 No Ice 4.39 4.39 0.20 1/2" 5.48 5.48 0.24 Ice 6.57 6.57 0.28 1"Ice ACUTIME 2000 A From Leg 3.00 0.0000 40.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 3.00 Ice 0.46 0.46 0.01 1"Ice Side Arm Mount[SO 701- A From Leg 1.50 0.0000 40.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice ACUTIME 2000 A From Leg 3.00 0.0000 18.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 4.00 Ice 0.46 0.46 0.01 1"Ice Side Arm Mount[SO 701- A From Leg 1.50 0.0000 18.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 14 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ftz K VHLP1-23 B Paraboloid From 1.00 -26.0000 62.00 1.27 No Ice 1.28 0.01 w/Shroud(HP) Face 0.00 1/2"Ice 1.45 0.03 1.00 1"Ice 1.62 0.04 VHLP2-23 B Paraboloid From 1.00 86.0000 62.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.05 3.00 1"Ice 4.30 0.08 VHLP1-23 C Paraboloid From 1.00 86.0000 62.00 1.27 No Ice 1.28 0.01 w/Shroud(HP) Face 0.00 1/2"Ice 1.45 0.03 4.00 1"Ice 1.62 0.04 VHLP2-23 A Paraboloid From 1.00 40.0000 62.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 0.00 1/2"Ice 4.01 0.05 5.00 1"Ice 4.30 0.08 Tower Pressures - No Ice GH= 1.100 Section z Kz q, AG F AF AR A,,, Leg CAAA CAAA Elevation a % In Out c Face Face R ft psf ft2 e ft2 ft2 ft2 ft2 ft2 L1 80.00- 60.35 1.138 25 80.000 A 0.000 80.000 80.000 100.00 2.541 0.000 40.00 B 0.000 80.000 100.00 1.452 0.000 C 0.000 80.000 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 20 100.00 A 0.000 100.000 100.000 100.00 1.680 0.000 0 B 0.000 100.000 100.00 0.945 0.000 C 0.000 100.000 100.00 0.000 0.000 Tower Pressure - With Ice G„= 1.100 Section z Kz q= tZ AG F AF AR A49 Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e ft2 ft2 ft2 ftz ft2 L1 80.00-40.00 60.35 1.138 2 2.1245 94.163 A 0.000 94.163 94.163 100.00 39.507 0.000 B 0.000 94.163 100.00 13.500 0.000 C 0.000 94.163 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 2 1.9091 112.727 A 0.000 112.727 112.727 100.00 26.116 0.000 B 0.000 112.727 100.00 6.672 0.000 C 0.000 112.727 100.00, 0.000 0.000 R tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 15 Tower Pressure - Service G„= 1.100 Section z Kz qz AG F AF AR A* Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 a ft2 ft2 ft2 ft2 ft2 L1 80.00- 60.35 1.138 9 80.000 A 0.000 80.000 80.000 100.00 2.541 0.000 40.00 B 0.000 80.000 100.00 1.452 0.000 C 0.000 80.000 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 7 100.00 A 0.000 100.000 100.000 100.00 1.680 0.000 0 B 0.000 100.000 100.00 0.945 0.000 C 0.000_ 100.000 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF Ch. OF DR AE F w Ctrl. Elevation Weight Weight a Face c I psf ft K K e ft2 K p11 L1 80.00- 0.39 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.86 8.54 OTM 106.81 2.64 _ kip-ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF q: OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 _ K golf L1 80.00- 0.39 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.86 8.54 OTM 106.81 2.64 kip-ft_ Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF q: 1 OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K Of L1 80.00- 0.39 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 16 Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf Sum Weight: 0.86 8.54 OTM 106.81 2.64 kip-ft Tower Forces - With Ice - Wind Normal To Face Section Add Self F e CF qz DF 1 DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K p/f L1 80.00- 1.33 6.50 A 1 1.2 2 1 1 94.163 0.31 7.71 C 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.88 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.21 14.23 OTM 24.80 kip- 0.61 ft Tower Forces - With Ice - Wind 60 To Face Section Add Self F e CF qz ' DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e . ft2 K plf L1 80.00- 1.33 6.50 A 1 1.2 2 1 1 94.163 0.31 7.71 C 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.88 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.21 14.23 OTM 24.80 kip- 0.61 ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF qr DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L1 80.00- 1.33 6.50 A 1 1.2 2 1 1 94.163 0.39 9.68 A 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.88 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.21 14.23 OTM 29.56 kip- 0.69 - ft tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 ` Project Number 2012775.879600.01,Application 150755, Revision 0 Page 17 Tower Forces - Service - Wind Normal To Face I Section Add Self F e CF qz OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L1 80.00- 0.39 3.79 A 1 0.6 9 1 1 80.000 0.47 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.86 8.54 OTM 38.12 kip- 0.94 ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF qz OF OR AE F 1 w Ctrl. Elevation Weight Weight a Face c psf ft K K e fe K plf L1 80.00- 0.39 3.79 A 1 0.6 9 1 1 80.000 0.47 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.86 8.54 OTM 38.12 kip- 0.94 ft J Tower Forces - Service - Wind 90 To Face Section Add Self F e CF qz OF ! DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L1 80.00- 0.39 3.79 A 1 0.6 9 1 1 80.000 0.47 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.47 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.86 8.54 OTM 38.12 kip- 0.94 ft Discrete Appurtenance Pressures - No Ice c„= 1.100 Description Aiming Weight Offset Offset, z Kz qz CAAc CAAc Azimuth Front Side • ° K ft ft ft psf ft2 ft2 Lightning Rod 4'x5/8" 240.0000 0.00 -0.87 0.50 82.00 1.214 27 0.25 0.25 PCSA090-19-0 w/ 0.0000 0.05 0.00 -4.00 79.00 1.204 26 7.31 6.85 Mount Pipe HB-X-AW-18-45-00T 0.0000 0.06 0.00 -4.00 79.00 1.204 26 4.35 4.35 w/Mount Pipe tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 18 Description Aiming Weight Offset, Offset z K, 9= CAAc CAAc Azimuth Front Side ` K ft ft ft psf ft2 ft2 P40-16XLPP-RR w/ 0.0000 0.07 0.00 -4.00 79.00 1.204 26 9.37 4.83 Mount Pipe RRH-C2C w/EXT 0.0000 0.05 0.00 -4.00 79.00 1.204 26 2.26 5.54 FILTER RRH-P4 0.0000 0.06 0.00 -4.00 79.00 1.204 26 3.19 2.07 P65-16-XLPP-RR w/ 120.0000 0.07 3.46 2.00 79.00 1.204 26 8.64 6.36 Mount Pipe RRH-C2C w/EXT 120.0000 0.05 3.46 2.00 79.00 1.204 26 2.26 5.54 FILTER RRH-P4 120.0000 0.06 3.46 2.00 79.00 1.204 26 3.19 2.07 HB-X-AW-19-65-00T 120.0000 0.05 3.46 2.00 79.00 1.204 26 5.05 6.48 w/Mount Pipe PCSA090-19-0 w/ 240.0000 0.05 -3.46 2.00 79.00 1.204 26 7.31 6.85 Mount Pipe P65-16-XLPP-RR w/ 240.0000 0.07 -3.46 2.00 79.00 1.204 26 8.64 6.36 Mount Pipe RRH-C2C w/EXT 240.0000 0.05 -3.46 2.00 79.00 1.204 26 2.26 5.54 FILTER RRH-P4 240.0000 0.06 -3.46 2.00 79.00 1.204 26 3.19 2.07 Side Arm Mount[SO 0.0000 0.20 0.00 0.00 78.00 1.201 26 2.83 2.83 701-3] RR45-19-04DPL4 w/ 300.0000 0.04 -4.33 -2.50 72.00 1.181 26 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 60.0000 0.04 4.33 -2.50 72.00 1.181 26 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.04 0.00 5.00 72.00 1.181 26 5.84 3.28 Mount Pipe AIRMUX-200 120.0000 0.01 1.73 1.00 70.00 1.174 26 5.60 1.40 Pipe Mount 5'x2.375" 300.0000 0.04 -4.33 -2.50 70.00 1.174 26 2.38 2.38 Pipe Mount 5'x2.375" 60.0000 0.04 4.33 -2.50 70.00 1.174 26 2.38 2.38 Pipe Mount 5x2.375" 180.0000 0.04 0.00 5.00 70.00 1.174 26 2.38 2.38 . T-Arm Mount[TA 602- 0.0000 0.77 0.00 0.00 70.00 1.174 26 11.59 11.59 3] 840 10057 w/Mount 60.0000 0.05 1.73 -1.00 62.00 1.144 25 3.50 3.34 Pipe BTS-2500 60.0000 0.04 1.73 -1.00 62.00 1.144 25 2.12 0.96 840 10057 w/Mount 180.0000 0.05 0.00 2.00 62.00 1.144 25 3.50 3.34 Pipe BTS-2500 180.0000 0.04 0.00 2.00 62.00 1.144 25 2.12 0.96 840 10057 w/Mount 0.0000 0.05 0.00 -2.00 62.00 1.144 25 3.50 3.34 Pipe BTS-2500 0.0000 0.04 0.00 -2.00 62.00 1.144 25 2.12 0.96 Pipe Mount[PM 601-3] 0.0000 0.20 0.00 0.00 62.00 1.144 25 4.39 4.39 ACUTIME 2000 0.0000 0.00 0.00 -4.00 43.00 1.060 23 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.50 40.00 1.044 23 0.85 1.67 701-1] ACUTIME 2000 0.0000 0.00 0.00 -4.25 22.00 0.920 20 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.75 18.00 0.882 19 0.85 1.67 701-1] Sum 2.57 Weight: Discrete Appurtenance Pressures - With Ice GH= 1.100 Description Aiming Weight Offset, Offset z K, ch I CAAc CAAc t Azimuth Front Side K ft ft ft psf ft2 ft2 in Lightning Rod 4'x5/8" 240.0000 0.04 -0.87 0.50 82.00 1.214 3 1.60 1.60 2.1852 PCSA090-19-0 w/ 0.0000 0.40 0.00 -4.00 79.00 1.204 3 9.96 11.27 2.1797 Mount Pipe _ HB-X-AW-18-45-00T 0.0000 0.32 0.00 -4.00 79.00 1.204 3 8.08 8.08 2.1797 w/Mount Pipe P40-16XLPP-RR w/ 0.0000 0.41 0.00 -4.00 79.00 1.204 3 11.77 8.10 2.1797 Mount Pipe RRH-C2C w/EXT 0.0000 0.25 0.00 -4.00 79.00 1.204 3 3.25 6.99 2.1797 FILTER I tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 19 Description Aiming Weight Offset, Offsets z Kz qz CAAc CAAc tz Azimuth Front Side ° K ft ft ft psf ft2 ft2 in RRH-P4 0.0000 0.19 0.00 -4.00 79.00 1.204 3 4.34 3.09 2.1797 P65-16-XLPP-RR w/ 120.0000 0.43 3.46 2.00 79.00 1.204 3 11.41 10.59 2.1797 Mount Pipe RRH-C2C w/EXT 120.0000 0.25 3.46 2.00 79.00 1.204 3 3.25 6.99 2.1797 FILTER RRH-P4 120.0000 0.19 3.46 2.00 79.00 1.204 3 4.34 3.09 2.1797 HB-X-AW-19-65-00T 120.0000 0.35 3.46 2.00 79.00 1.204 3 7.39 10.71 2.1797 w/Mount Pipe PCSA090-19-0 w/ 240.0000 0.40 -3.46 2.00 79.00 1.204 3 9.96 11.27 2.1797 Mount Pipe P65-16-XLPP-RR w/ 240.0000 0.43 -3.46 2.00 79.00 1.204 3 11.41 10.59 2.1797 Mount Pipe RRH-C2C w/EXT 240.0000 0.25 -3.46 2.00 79.00 1.204 3 3.25 6.99 2.1797 FILTER RRH-P4 240.0000 0.19 -3.46 2.00 79.00 1.204 3 4.34 3.09 2.1797 Side Arm Mount[SO 0.0000 0.38 0.00 0.00 78.00 1.201 3 7.58 7.58 2.1797 701-3] RR45-19-04DPL4 w/ 300.0000 0.27 -4.33 -2.50 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe RR45-19-04DPL4 w/ 60.0000 0.27 4.33 -2.50 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.27 0.00 5.00 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe AIRMUX-200 120.0000 0.17 1.73 1.00 70.00 1.174 3 7.03 2.32 2.1562 Pipe Mount 5'x2.375" 300.0000 0.18 -4.33 -2.50 70.00 1.174 3 5.14 5.14 2.1562 Pipe Mount 6x2.375" 60.0000 0.18 4.33 -2.50 70.00 1.174 3 5.14 5.14 2.1562 Pipe Mount 5'x2.375" 180.0000 0.18 0.00 5.00 70.00 1.174 3 5.14 5.14 2.1562 T-Arm Mount[TA 602- 0.0000 1.71 0.00 0.00 70.00 1.174 3 28.19 28.19 2.1562 3] 840 10057 w/Mount 60.0000 0.25 1.73 -1.00 62.00 1.144 3 5.91 6.51 2.1302 Pipe • BTS-2500 60.0000 0.11 1.73 -1.00 62.00 1.144 3 3.05 1.71 2.1302 840 10057 w/Mount 180.0000 0.25 0.00 2.00 62.00 1.144 3 5.91 6.51 2.1302 Pipe BTS-2500 180.0000 0.11 0.00 2.00 62.00 1.144 3 3.05 1.71 2.1302 840 10057 w/Mount 0.0000 0.25 0.00 -2.00 62.00 1.144 3 5.91 6.51 2.1302 Pipe BTS-2500 0.0000 0.11 0.00 -2.00 62.00 1.144 3 3.05 1.71 2.1302 Pipe Mount[PM 601-3] 0.0000 0.38 0.00 0.00 62.00 1.144 3 9.03 9.03 2.1302 ACUTIME 2000 0.0000 0.03 0.00 -4.00 43.00 1.060 2 0.66 0.66 2.0388 Side Arm Mount[SO 0.0000 0.12 0.00 -2.50 40.00 1.044 2 2.03 4.40 2.0388 701-1] ACUTIME 2000 0.0000 0.02 0.00 -4.25 22.00 0.920 2 0.63 0.63 1.8824 Side Arm Mount[SO 0.0000 0.12 0.00 -2.75 18.00 0.882 2 1.94 4.19 1.8824 701-1] Sum 9.44 Weight: Discrete Appurtenance Pressures - Service c„= 1.100 Description Aiming Weight Offset, Offsets z K, qs CAAc CAAc Azimuth Front Side K ft ft ft psf ft2 ft2 Lightning Rod 4'x5/8" 240.0000 0.00 -0.87 0.50 82.00 1.214 10 0.25 0.25 PCSA090-19-0 w/ 0.0000 0.05 0.00 -4.00 79.00 1.204 9 7.31 6.85 Mount Pipe HB-X-AW-18-45-00T 0.0000 0.06 0.00 -4.00 79.00 1.204 9 4.35 4.35 w/Mount Pipe P40-16XLPP-RR w/ 0.0000 0.07 0.00 -4.00 79.00 1.204 9 9.37 4.83 Mount Pipe RRH-C2C w/EXT 0.0000 0.05 0.00 -4.00 79.00 1.204 9 2.26 5.54 FILTER RRH-P4 0.0000 0.06 0.00 -4.00 79.00 1.204 9 3.19 2.07 P65-16-XLPP-RR w/ 120.0000 0.07 3.46 2.00 79.00 1.204 9 8.64 6.36 . Mount Pipe RRH-C2C w/EXT 120.0000 0.05 3.46 2.00 79.00 1.204 9 2.26 5.54 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 20 Description Aiming Weight Offset, Offset, z K, qz CAAc CAAc Azimuth Front Side K ft ft ft psf ft2 ft2 FILTER RRH-P4 120.0000 0.06 3.46 2.00 79.00 1.204 9 3.19 2.07 HB-X-AW-19-65-00T 120.0000 0.05 3.46 2.00 79.00 1.204 9 5.05 6.48 w/Mount Pipe PCSA090-19-0 w/ 240.0000 0.05 -3.46 2.00 79.00 1.204 9 7.31 6.85 Mount Pipe P65-16-XLPP-RR w/ 240.0000 0.07 -3.46 2.00 79.00 1.204 9 8.64 6.36 Mount Pipe RRH-C2C w/EXT 240.0000 0.05 -3.46 2.00 79.00 1.204 9 2.26 5.54 FILTER RRH-P4 240.0000 0.06 -3.46 2.00 79.00 1.204 9 3.19 2.07 Side Arm Mount[SO 0.0000 0.20 0.00 0.00 78.00 1.201 9 2.83 2.83 701-3] RR45-19-04DPL4 w/ 300.0000 0.04 -4.33 -2.50 72.00 1.181 9 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 60.0000 0.04 4.33 -2.50 72.00 1.181 9 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.04 0.00 5.00 72.00 1.181 9 5.84 3.28 Mount Pipe AIRMUX-200 120.0000 0.01 1.73 1.00 70.00 1.174 9 5.60 1.40 Pipe Mount 5'x2.375" 300.0000 0.04 -4.33 -2.50 70.00 1.174 9 2.38 2.38 Pipe Mount 5'x2.375" 60.0000 0.04 4.33 -2.50 70.00 1.174 9 2.38 2.38 Pipe Mount 5'x2.375" 180.0000 0.04 0.00 5.00 70.00 1.174 9 2.38 2.38 T-Arm Mount[TA 602- 0.0000 0.77 0.00 0.00 70.00 1.174 9 11.59 11.59 3] 840 10057 w/Mount 60.0000 0.05 1.73 -1.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 60.0000 0.04 1.73 -1.00 62.00 1.144 9 2.12 0.96 840 10057 w/Mount 180.0000 0.05 0.00 2.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 180.0000 0.04 0.00 2.00 62.00 1.144 9 2.12 0.96 840 10057 w/Mount 0.0000 0.05 0.00 -2.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 0.0000 0.04 0.00 -2.00 62.00 1.144 9 2.12 0.96 Pipe Mount[PM 601-3] 0.0000 0.20 0.00 0.00 62.00 1.144 9 4.39 4.39 4 ACUTIME 2000 0.0000 0.00 0.00 -4.00 43.00 1.060 8 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.50 40.00 1.044 8 0.85 1.67 701-1] ACUTIME 2000 0.0000 0.00 0.00 -4.25 22.00 0.920 7 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.75 18.00 0.882 7 0.85 1.67 701-1] Sum 2.57 Weight: _ Dish Pressures - No Ice Elevation Dish Aiming Weight Offset, Offset, KZ AA q, ft Description Azimuth K ft ft ft2 psf 63.00 VHLP1-23 34.0000 0.01 1.73 -1.00 1.148 1.28 25 65.00 VHLP2-23 146.0000 0.03 1.73 -1.00 1.156 3.72 25 66.00 VHLP1-23 266.0000 0.01 0.00 2.00 1.160 1.28 25 67.00 VHLP2-23 40.0000 0.03 0.00 -2.00 1.163 3.72 26 Sum 0.08 Weight: Dish Pressures - With Ice Elevation Dish Aiming Weight Offset, Offset, K, AA qz t, ft Description Azimuth K ft ft ft2 psf in _ 63.00 VHLP1-23 34.0000 0.08 1.73 -1.00 1.148 2.02 3 2.1336 65.00 VHLP2-23 146.0000 0.14 1.73 -1.00 1.156 4.96 3 2.1403 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 21 Elevation Dish Aiming Weight Offset, Offset, K, AA ft Description Azimuth K ft ft ft2 psf in 66.00 VHLP1-23 266.0000 0.09 0.00 2.00 1.160 2.02 3 2.1435 67.00 VHLP2-23 40.0000 0.14 0.00 -2.00 1.163 4.97 3 2.1468 Sum 0.44 Weight: Dish Pressures - Service Elevation Dish Aiming Weight Offset, Offset, K, AA qz ft Description Azimuth K ft ft ft2 psf 63.00 VHLP1-23 34.0000 0.01 1.73 -1.00 1.148 1.28 9 65.00 VHLP2-23 146.0000 0.03 1.73 -1.00 1.156 3.72 9 66.00 VHLP1-23 266.0000 0.01 0.00 2.00 1.160 1.28 9 67.00 VHLP2-23 40.0000 0.03 0.00 -2.00 1.163 3.72 9 Sum 0.08 Weight: Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.O 1ce+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 22 Comb. Description No. ` 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 80-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -18.77 -0.80 2.48 Max. Mx 20 -7.87 230.73 -0.49 Max. My 2 -7.86 -0.74 236.93 Max.Vy 20 -7.77 230.73 -0.49 Max.Vx 14 7.94 1.32 -236.14 Max.Torque 22 -1.34 L2 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -28.74 -0.54 3.70 Max.Mx 20 -14.45 588.10 -1.34 Max.My 2 -14.45 -1.12 599.47 Max.Vy 20 -9.88 588.10 -1.34 Max.Vx 14 9.99 3.60 -598.19 Max.Torque 22 -1.71 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 28 28.74 -0.64 1.11 Max.H. 21 10.84 9.87 -0.03 Max.H2 2 14.45 -0.01 9.97 Max.M. 2 599.47 -0.01 9.97 Max.M, 8 586.76 -9.84 0.03 Max.Torsion 10 1.59 -8.53 -4.94 Min.Vert 11 10.84 -8.53 -4.94 Min.H. 8 14.45 -9.84 0.03 Min.HZ 14 14.45 0.06 -9.98 Min.Mx 14 -598.19 0.06 -9.98 Min.M, 20 -588.10 9.87 -0.03 Min.Torsion 22 -1.71 8.53 4.98 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M„ Moment,M, K K K kip-ft kip-ft kip-ft Dead Only 12.05 0.00 0.00 -0.80 -0.25 0.00 1.2 Dead+1.6 Wind 0 deg- 14.45 0.01 -9.97 -599.47 -1.12 0.69 No Ice ' 0.9 Dead+1.6 Wind 0 deg- 10.84 0.01 -9.97 -596.58 -1.04 0.69 No Ice 1.2 Dead+1.6 Wind 30 deg- 14.45 4.89 -8.63 -519.26 -291.53 0.05 No Ice ' 0.9 Dead+1.6 Wind 30 deg- 10.84 4.89 -8.63 -516.73 -290.17 0.05 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 23 Load Vertical Shear: Shear: Overturning Overturning Torque Combination Moment,M: Moment,M: K K K kip-ft kip-ft kip-ft No Ice 1.2 Dead+1.6 Wind 60 deg- 14.45 8.53 -4.97 -299.05 -508.85 -0.86 No Ice 0.9 Dead+1.6 Wind 60 deg- 10.84 8.53 -4.97 -297.49 -506.54 -0.85 No Ice 1.2 Dead+1.6 Wind 90 deg- 14.45 9.84 -0.03 -2.93 -586.76 -1.44 No Ice 0.9 Dead+1.6 Wind 90 deg- 10.84 9.84 -0.03 -2.67 -584.11 -1.44 No Ice 1.2 Dead+1.6 Wind 120 deg 14.45 8.53 4.94 295.12 -508.92 -1.59 -No Ice 0.9 Dead+1.6 Wind 120 deg 10.84 8.53 4.94 294.06 -506.61 -1.59 -No Ice 1.2 Dead+1.6 Wind 150 deg 14.45 4.86 8.63 516.89 -289.34 -1.15 -No Ice 0.9 Dead+1.6 Wind 150 deg 10.84 4.86 8.63 514.86 -287.99 -1.15 -No Ice 1.2 Dead+1.6 Wind 180 deg 14.45 -0.06 9.98 598.19 3.60 -0.60 -No Ice 0.9 Dead+1.6 Wind 180 deg 10.84 -0.06 9.98 595.81 3.66 -0.60 -No Ice 1.2 Dead+1.6 Wind 210 deg 14.45 -4.94 8.66 519.12 294.24 0.07 -No Ice 0.9 Dead+1.6 Wind 210 deg 10.84 -4.94 8.66 517.08 293.03 0.07 -No Ice 1.2 Dead+1.6 Wind 240 deg 14.45 -8.54 5.03 301.16 509.13 0.86 -No Ice 0.9 Dead+1.6 Wind 240 deg 10.84 -8.54 5.03 300.08 506.97 0.86 -No Ice 1.2 Dead+1.6 Wind 270 deg 14.45 -9.87 0.03 1.34 588.10 1.56 -No Ice . 0.9 Dead+1.6 Wind 270 deg 10.84 -9.87 0.03 1.58 585.60 1.56 -No Ice 1.2 Dead+1.6 Wind 300 deg 14.45 -8.53 -4.98 -299.98 508.36 1.71 -No Ice 0.9 Dead+1.6 Wind 300 deg 10.84 -8.53 -4.98 -298.41 506.21 1.70 -No Ice 1.2 Dead+1.6 Wind 330 deg 14.45 -4.90 -8.65 -520.25 291.59 1.32 -No Ice 0.9 Dead+1.6 Wind 330 deg 10.84 -4.90 -8.65 -517.71 290.39 1.32 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 28.74 0.00 -0.00 -3.70 -0.54 0.00 1.2 Dead+1.0 Wind 0 28.74 0.00 -1.21 -74.63 -0.57 0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 28.74 0.64 -1.11 -69.40 -38.02 -0.01 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 28.74 1.05 -0.60 -39.04 -61.52 -0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 28.74 1.21 -0.00 -3.86 -70.92 -0.18 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 28.74 1.05 0.60 31.48 -61.59 -0.19 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 28.74 0.60 1.05 57.66 -35.41 -0.13 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 28.74 -0.00 1.21 67.24 -0.23 -0.06 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 28.74 -0.64 1.12 62.10 37.21 0.02 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 28.74 -1.05 0.61 31.94 60.51 0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 28.74 -1.21 0.00 -3.56 69.99 0.19 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 28.74 -1.05 -0.60 -39.19 60.49 0.20 . deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 28.74 -0.60 -1.05 -65.24 34.57 0.15 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 12.05 0.00 -2.22 -133.95 -0.44 0.15 . Dead+Wind 30 deg-Service 12.05 1.09 -1.93 -116.11 -65.04 0.01 Dead+Wind 60 deg-Service 12.05 1.90 -1.11 -67.12 -113.38 -0.19 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 24 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M, Moment,M2 K K K kip-ft kip-ft kip-ft Dead+Wind 90 deg-Service 12.05 2.19 -0.01 -1.25 -130.71 -0.32 Dead+Wind 120 deg- 12.05 1.90 1.10 65.05 -113.40 -0.36 Service Dead+Wind 150 deg- 12.05 1.08 1.92 114.39 -64.55 -0.26 Service Dead+Wind 180 deg- 12.05 -0.01 2.23 132.47 0.61 -0.13 Service Dead+Wind 210 deg- 12.05 -1.10 1.93 114.88 65.27 0.02 Service Dead+Wind 240 deg- 12.05 -1.91 1.12 66.40 113.07 0.19 Service Dead+Wind 270 deg- 12.05 -2.20 0.01 -0.30 130.64 0.35 Service Dead+Wind 300 deg- 12.05 -1.90 -1.11 -67.33 112.90 0.38 Service Dead+Wind 330 deg- 12.05 -1.09 -1.93 -116.33 64.68 0.29 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -12.05 0.00 0.00 12.05 0.00 0.000% 2 0.01 -14.45 -9.97 -0.01 14.45 9.97 0.000% 3 0.01 -10.84 -9.97 -0.01 10.84 9.97 0.000% 4 4.89 -14.45 -8.63 -4.89 14.45 8.63 0.000% 5 4.89 -10.84 -8.63 -4.89 10.84 8.63 0.000% • 6 8.53 -14.45 -4.97 -8.53 14.45 4.97 0.000% 7 8.53 -10.84 -4.97 -8.53 10.84 4.97 0.000% 8 9.84 -14.45 -0.03 -9.84 14.45 0.03 0.000% 9 9.84 -10.84 -0.03 -9.84 10.84 0.03 0.000% • 10 8.53 -14.45 4.94 -8.53 14.45 -4.94 0.000% 11 8.53 -10.84 4.94 -8.53 10.84 -4.94 0.000% 12 4.86 -14.45 8.63 -4.86 14.45 -8.63 0.000% 13 4.86 -10.84 8.63 -4.86 10.84 -8.63 0.000% 14 -0.06 -14.45 9.98 0.06 14.45 -9.98 0.000% 15 -0.06 -10.84 9.98 0.06 10.84 -9.98 0.000% 16 -4.94 -14.45 8.66 4.94 14.45 -8.66 0.000% 17 -4.94 -10.84 8.66 4.94 10.84 -8.66 0.000% 18 -8.54 -14.45 5.03 8.54 14.45 -5.03 0.000% 19 -8.54 -10.84 5.03 8.54 10.84 -5.03 0.000% 20 -9.87 -14.45 0.03 9.87 14.45 -0.03 0.000% 21 -9.87 -10.84 0.03 9.87 10.84 -0.03 0.000% 22 -8.53 -14.45 -4.98 8.53 14.45 4.98 0.000% 23 -8.53 -10.84 -4.98 8.53 10.84 4.98 0.000% 24 -4.90 -14.45 -8.65 4.90 14.45 8.65 0.000% 25 -4.90 -10.84 -8.65 4.90 10.84 8.65 0.000% 26 0.00 -28.74 0.00 -0.00 28.74 0.00 0.000% 27 0.00 -28.74 -1.21 -0.00 28.74 1.21 0.000% 28 0.64 -28.74 -1.11 -0.64 28.74 1.11 0.000% 29 1.05 -28.74 -0.60 -1.05 28.74 0.60 0.000% 30 1.21 -28.74 -0.00 -1.21 28.74 0.00 0.000% 31 1.05 -28.74 0.60 -1.05 28.74 -0.60 0.000% 32 0.60 -28.74 1.05 -0.60 28.74 -1.05 0.000% 33 -0.00 -28.74 1.21 0.00 28.74 -1.21 0.000% 34 -0.64 -28.74 1.12 0.64 28.74 -1.12 0.000% 35 -1.05 -28.74 0.61 1.05 28.74 -0.61 0.000% 36 -1.21 -28.74 0.00 1.21 28.74 -0.00 0.000% 37 -1.05 -28.74 -0.60 1.05 28.74 0.60 0.000% - 38 -0.60 -28.74 -1.05 0.60 28.74 1.05 0.000% 39 0.00 -12.05 -2.22 -0.00 12.05 2.22 0.000% 40 1.09 -12.05 -1.93 -1.09 12.05 1.93 0.000% 41 1.90 -12.05 -1.11 -1.90 12.05 1.11 0.000% • 42 2.19 -12.05 -0.01 -2.19 12.05 0.01 0.000% 43 1.90 -12.05 1.10 -1.90 12.05 -1.10 0.000% tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01, Application 150755, Revision 0 Page 25 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 44 1.08 -12.05 1.92 -1.08 12.05 -1.92 0.000% 45 -0.01 -12.05 2.23 0.01 12.05 -2.23 0.000% 46 -1.10 -12.05 1.93 1.10 12.05 -1.93 0.000% 47 -1.91 -12.05 1.12 1.91 12.05 -1.12 0.000% 48 -2.20 -12.05 0.01 2.20 12.05 -0.01 0.000% 49 -1.90 -12.05 -1.11 1.90 12.05 1.11 0.000% 50 -1.09 -12.05 -1.93 1.09 12.05 1.93 0.000% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00007760 3 Yes 4 0.00000001 0.00005000 4 Yes 4 0.00000001 0.00031268 5 Yes 4 0.00000001 0.00019880 6 Yes 4 0.00000001 0.00034685 7 Yes 4 0.00000001 0.00022138 8 Yes 4 0.00000001 0.00014030 9 Yes 4 0.00000001 0.00009060 10 Yes 4 0.00000001 0.00025999 11 Yes 4 0.00000001 0.00016615 12 Yes 4 0.00000001 0.00037228 13 Yes 4 0.00000001 0.00023851 14 Yes 4 0.00000001 0.00006065 15 Yes 4 0.00000001 0.00003911 16 Yes 4 0.00000001 0.00030386 17 Yes 4 0.00000001 0.00019349 18 Yes 4 0.00000001 0.00027549 19 Yes 4 0.00000001 0.00017548 20 Yes 4 0.00000001 0.00014875 21 Yes 4 0.00000001 0.00009611 22 Yes 4 0.00000001 0.00041314 23 Yes 4 0.00000001 0.00026517 24 Yes 4 0.00000001 0.00026036 25 Yes 4 0.00000001 0.00016548 26 Yes 4 0.00000001 0.00001055 27 Yes 4 0.00000001 0.00015913 28 Yes 4 0.00000001 0.00017035 29 Yes 4 0.00000001 0.00015660 30 Yes 4 0.00000001 0.00014949 31 Yes 4 0.00000001 0.00014464 32 Yes 4 0.00000001 0.00013997 33 Yes 4 0.00000001 0.00013652 34 Yes 4 0.00000001 0.00014778 35 Yes 4 0.00000001 0.00014013 36 Yes 4 0.00000001 0.00014437 37 Yes 4 0.00000001 0.00015241 38 Yes 4 0.00000001 0.00015764 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0 00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC!BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 26 • Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40 4.373 39 0.4030 0.0030 L2 40-0 1.314 39 0.2735 0.0014 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 80.00 Lightning Rod 4'x5/8" 39 4.373 0.4030 0.0030 58648 78.00 PCSA090-19-0 w/Mount Pipe 39 4.199 0.3983 0.0029 58648 70.00 RR45-19-04DPL4 w/Mount Pipe 39 3.506 0.3791 0.0026 29324 67.00 VHLP2-23 39 3.252 0.3714 0.0024 22557 66.00 VHLP1-23 39 3.168 0.3687 0.0024 20945 65.00 VHLP2-23 39 3.085 0.3660 0.0024 19549 63.00 VHLP1-23 39 2.921 0.3605 0.0023 17249 62.00 840 10057 w/Mount Pipe 39 2.840 0.3576 0.0022 16291 40.00 ACUTIME 2000 39 1.314 0.2735 0.0014 7649 18.00 ACUTIME 2000 39 0.434 0.1360 0.0006 16290 . Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° ° L1 80-40 19.545 2 1.7989 0.0133 L2 40-0 5.876 2 1.2231 0.0062 Critical Deflections and Radius of Curvature - Design Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft Lightning Rod 4'x5/8" 2 19.545 1.7989 0.0133 13161 78.00 PCSA090-19-0 w/Mount Pipe 2 18.764 1.7781 0.0130 13161 70.00 RR45-19-04DPL4 w/Mount Pipe 2 15.671 1.6929 0.0115 6580 67.00 VHLP2-23 2 14.536 1.6588 0.0109 5061 66.00 VHLP1-23 2 14.163 1.6470 0.0107 4700 65.00 VHLP2-23 2 13.791 1.6351 0.0106 4386 63.00 VHLP1-23 2 13.057 1.6105 0.0102 3870 62.00 840 10057 w/Mount Pipe 2 12.695 1.5978 0.0100 3655 40.00 ACUTIME 2000 2 5.876 1.2231 0.0062 1715 18.00 ACUTIME 2000 2 1.945 0.6085 0.0027 3651 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 27 Compression Checks Pole Design Data Section Elevation Size L L„ KI/r A P. Op, Ratio No. P. ft ft ft in2 K K .P„ L1 80-40(1) P24x3/8 40.00 0.00 0.0 27.832 -7.86 1252.46 0.006 5 L2 40-0(2) P30x3/8 40.00 0.00 0.0 34.901 -14.45 1478.58 0.010 1 Pole Bending Design Data Section Elevation Size M„, OM„ Ratio Muy OM,y Ratio No. K. Muy ft kip-ft kip-ft 4 Mu, kip-ft kip-ft 4M„y L1 80-40(1) P24x3/8 236.93 720.83 0.329 0.00 720.83 0.000 L2 40-0(2) P30x3/8 599.47 1101.03 0.544 0.00 1101.03 0.000 Pole Shear Design Data Section Elevation Size Actual 4V, Ratio Actual ct#T Ratio No. V„ V„ T„ T„ ft K K .V„ kip-ft kip-ft OT„ L1 80-40(1) P24x3/8 7.93 626.23 0.013 0.69 1213.93 0.001 L2 40-0(2) P30x3/8 9.98 739.29 0.014 0.69 1802.60 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P„ M. M„y Vu T„ Stress Stress ft OP„ OM,,, q,Mny 0V„ IaT, Ratio Ratio L1 80-40(1) 0.006 0.329 0.000 0.013 0.001 0.335 1.000 4.8.2 V L2 40-0(2) 0.010 0.544 0.000 0.014 0.000 0.554 1.000 4.8.2 y/ lV/ Section Capacity Table Section Elevation Component Size Critical P oP,,b„ % Pass No. ft Type Element K K Capacity Fail L1 80-40 Pole P24x3/8 1 -7.86 1252.46 33.5 Pass L2 40-0 Pole P30x3/8 2 -14.45 1478.58 55.4 Pass Summary ELC: Load Case 10 Pole(L2) 55.4 Pass Rating= 55.4 Pass tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 28 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0.4.0 (PROPOSED) (3) 1-7/t8'TO 78 FT LEVEL ` ((IINNED-70 RENDVED) (6)BTALL7/B'ib 7a BE FT lEVF1 (INSTALLED- (2)2 CONDUITS) 0/ 4 1/2'TO 62 FT LEVEL• TQf O (INSTALLED-PI(4)5/18•TD 62 FT LEVEL \\ OO LEVEL(INSTALLED) 8) 5/ (8) TO 70 FT EL ()1(1) 1/2'TO 18 FT LEVEL / • (1) 5/16'TO 40 FT LEVEL BUSINESS UNIT:879800 TOWER ID:C_BASELEVEL LEGEND: FEEDUNES • SOLD) BLUE CIRCLE DENOTES EXISTING FEEDUNE O OPEN RED CIRCLE DENOTES PROPOSED FEEDLNNE X BLUE "1• DENOTES LOCATION NOT GIVEN NOTE: ASSUME FEFDLINE ATTACHMENT HEIGHT TO TOWER STEEL AT 8-FEET ABOVE FINISHED GRADE UNLESS OTHERWISE SPECIFIED BASE LEVEL DRAWING ' " 1..r-r 1 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 29 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0.4.0 - Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 236.93 ft-kips N-Included BU#: 879600 Axial, Pu: 7.86 kips Vn=cp(0.45*Ab*Fu) Site Name: SCHOLLS FERRY/BULL t Shear,Vu: 7.93 kips _ cp=0.75,cp"Vn (kips): App#: 150755, Rev. 0 Elevation: 40 feet 17.89 Pole Manufacturer:l Other If No stiffeners,Criteria: I TIA G I<-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Data Bolt Tension Capacity,cp"Tn,B1: 30.06 kips 9-1-n 1 . Qty: 32 Adjusted cp"Tn(due to Vu=Vu/Qty), B: 30.06 kips 9Tn[(1-(VuhpVn)^21^0.5 _ Diameter(in.): 0.75 Bolt Fu: 120 Max Bolt directly applied Tu: 13.10 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL"tc"for B cap.w/o Pry: 0.957 in N/A: 75 <-- Disregard Min PL"trea"for actual T w/Pry: 0.491 in N/A: 55 <-- Disregard Min PL"t1"for actual T w/o Pry: 0.632 in Circle(in.): 26.625 - T allowable w/o Prying: 30.06 kips a'<0 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 13.10 kips Diam: 29.125 in Non-Prying Bolt Stress Ratio,Tu/B: 43.6% Pass Thick,t: 1.375 in Grade(Fy): 36 ksi Exterior Flange Plate Results Flexural Check Rigid Strength, Fu: 58 ksi Compression Side Plate Stress: 9.8 ksi TIA G Single-Rod B-eff: 2.36 in Allowable Plate Stress: 32.4 ksi W"Fy Compression Plate Stress Ratio: 30.3% Pas: Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 11.53 Config: 0 Tension Side Stress Ratio, (treq/t)^2: 12.8% Pass Weld Type: Groove Depth: in** n/a Groove Angle:, degrees Stiffener Results Fillet H.Weld: <--Disregard Horizontal Weld : n/a Fillet V.Weld: in Vertical Weld: n/a Width: in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Thick: in Plate Comp. (AISC Bracket): n/a Notch: in Pole Results Grade: ksi Pole Punching Shear Check: n/a Weld str.: ksi ,- Pole Data ��' Diam: 24 in L ., Thick: 0.375 in Grade: 50 ksi #of Sides: 0 "0"IF Round a i Fu 65 ksi ' • , is Reinf.Fillet Weld 0 "0"if None a •0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt ""Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Ext Flange G 1.3, Effective March 19,2012 Analysis Date:5/31/2012 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: 879600 Mu: 599.47 ft-kips Site Name: SCHOLLS FERRY/BULL A Axial, Pu: 14.45 kips App#: 150755, Rev. 0 Shear,Vu: 9.98 kips Pole Manufacturer:I Other I Eta Factor,ri 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty:, 10 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength(Fu): 100 ksi Max Rod(Cu+Vu/r'j): 83.4 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial,cD"Fu`Anet: 260.0 Kips cp'Tn Bolt Circle: 36 in Anchor Rod Stress Ratio: 32.1% Pass Plate Data Diam: 42 in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 16.5 ksi AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi cp'Fy Single-Rod B-eff: 9.42 in Base Plate Stress Ratio: 50.9% Pass Y.L.Length: 19.90 Stiffener Data(Welding at both sides) n/a Config: 0 Stiffener Results Weld Type: Horizontal Weld : n/a Groove Depth: in'" Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <--Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2 n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a • Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 30 in Thick: 0.375 in Grade: 50 ksi #of Sides: 0 "0"IF Round Fu 65 _ksi Reinf.Fillet Weld 0 "0"if None ` IS '0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt **Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date:5/31/2012 • • CAISSON ANALYSIS WORKSHEET I -t_. _ Client: Crown Castle Job No.: 2012775.879600.01 '._ Site ID: 879600 Sheet No: 1 Of 1 OUP. Site Name: SCROLLS FERRY/BULL MT/QWEST Made By: JH Date: 5/31/2012 G P D GR OU Location: Tigard,OR Chk'd By: DP Date: 5/31/2012 Loading Type: Wind Code: G FOUNDATION DATA RISA Reactions Diameter= 4.5 ft Moment= 599.47 ft-k Length= 28 ft Axial= 14.45 kips Rebar Size= 7 Shear= 9.98 kips #of bars= 20 Tie Size= 3 Clear Cover= 3 inches Edge to Bar Center= 3.8125 inches f'c= 3000 psi MOMENT CAPACITY OF DRILLED CONCRETE SHAFT Mn= 2148.63 in-k ACI Code 2008 Seismic Risk C Moderate Risk Load Factor= 1 4)(flexure)= 0.9 4,Mn= 1933.77 ft-k MOMENT FROM CAISSON PROGRAM USING ADJUSTED S.F.AND ACTUAL CAISSON LENGTH Moment= 649.0 ft-k(max. moment along caisson) REINFORCING STEEL CAPACITY LF'Moment from Caisson 649.00 ft-k Capacity= _ = 33.6% O.K. (I)Mn 1933.77 ft-k SOIL CAPACITY FROM CAISSON PROGRAM USING ADDITIONAL SAFETY FACTORS ADDITIONAL SAFETY FACTOR FROM CAISSON= 10.82 Phi(Soil)= 0.75 Capacity= 1/phi(soil) _ 1.33 = 12.3% O.K. Additional Safety Factor 10.82 Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral,transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 879600 TIA Revision: G Site Name: SCHOLLS FERRY/BULL MT/OWE, Max. Factored Shaft Mu: 649 ft-kips(*Note) App#: 150755, Rev. 0 Max. Factored Shaft Pu: 14.45 kips Max Axial Force Type:_ Comp. (*)Note:Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 1.3 <----Disregard For P(DL) _ 1.3 I <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 649 ft-kips Pier Properties 1.00 _ Pu: 14.45 kips Concrete: Pier Diameter= 4.5 ft Material Properties Concrete Area= 2290.2 in2 Concrete Comp. strength,f'c= 3000 psi Reinforcement yield strength, Fy=r 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain = 0.00207 Horiz. Tie Bar Size= 3 Limiting compressive strain=1 0.003 1 Vert. Cage Diameter= 3.86 ft ACI 318 Code Vert. Cage Diameter= 46.38 in Select Analysis ACI Code=d 2008 Vertical Bar Size=1 7 Seismic Properties Bar Diameter= 0.88 in Seismic Design Category= C Bar Area= 0.6 in2 Seismic Risk= Moderate Number of Bars = 20 As Total= 12 in2 Solve <--Press Upon Completing All Input A s/Aconc, Rho: 0.0052 0.52% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(f'c)/Fy: 0.0027 E• lommor 200 Fy: 0.0025 lir A.-� Mu �t 4 � IBC 1810..1.2: 0.0025 SDC C Mu �' �_ Governing: 0.0033 0.33% - • ACI 10.8 and 10.9 Min As for Columns, Comp. Controlled, Shafts: T l } Min As: 0.0050 0.50% Case 1 Case 2 Dist. From Edge to Neutral Axis: 13.30 in Minimum Rho Check: Extreme Steel Strain, Et: 0.0083 Actual Req'd Min. Rho: 0.33% Flexural et>0.0050,Tension Controlled Provided Rho: 0.52% OK Reduction Factor,q: 0.900 r <--Comment Box Ref. Shaft Max Axial Ca acities,4)Max(Pn or Tn): Max Pu = (9=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318 (10-2) 3395.32 kips For Axial Compression, q Pn = Pu: 517.69 kips at Mu=(4=0.65)Mn= #NUM! ft-kips Drilled Shaft Moment Capacity, cpMn: 1933.77 ft-kips Drilled Shaft Superimposed Mu: 649.00 ft-kips Max Tu, (9=0.9) Tn = 648 kips at Mu=c=(0.90)Mn= 0.00 _ft-kips (Mu/pMn, Drilled Shaft Flexure CSR: I 33.56%] Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date:5/31/2012 • . . . CAISSON Version 4.46 Thu May 31 10:06:37 2012 U.W. Short Course - 1998 ***************************************************************************** * * * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * ***************************************************************************** *** ANALYSIS IDENTIFICATION : SCHOLLS FERRY/BULL MT/QWEST, BU #: 879600 NOTES : GPD GROUP JOB #: 2012775.879600.01 *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 4.500 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.00 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 2.25 0.00 120.0 0.0 2 S 12.75 2.25 120.0 2.833 28.57 3 S 10.00 15.00 57.6 2.951 29.59 4 S 3.00 25.00 67.6 2.515 25.53 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 599.5 VERTICAL (k) = 14.4 SHEAR (k) = 10.0 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 10.82 *** CALCULATED PIER LENGTH (ft) = 28.000 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.00 2.25 120.0 0.0 0.00 1.13 S 2.25 12.75 120.0 2.833 504.75 10.20 S 15.00 4.47 57.6 2.951 343.86 17.29 S 19.47 5.53 57.6 2.951 -488.08 22.30 S 25.00 3.00 67.6 2.515 -252.32 26.52 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 108.2 6487.0 10.0 599.5 2.80 101.8 6788.3 9.4 627.4 5.60 47.9 7006.2 4.4 647.5 8.40 -42.1 7022.7 -3.9 649.0 11.20 -168.1 6736.8 -15.5 622.6 14.00 -330.0 6047.9 -30.5 559.0 16.80 -529.4 4852.9 -48.9 448.5 19.60 -730.1 3066.2 -67.5 283.4 22.40 -490.7 1352.9 -45.4 125.0 25.20 -236.1 334.8 -21.8 30.9 U.W. Short Course - 1998 Page 1/2 I r . . 28.00 -0.0 0.0 -0.0 0.0 *** TOTAL REINFORCEMENT PCT = 0.30 REINFORCEMENT AREA (in^2) = 6.87 *** USABLE AXIAL CAP. (k) = 14.4 USABLE MOMENT CAP. (ft-k) = 698.2 *** US Standard Re-Bars (Select one of the following) : 35 BARS #4 (AREA = 0.20 in^2 DIA = 0.500 in) AT SPACING (in) = 3.95 23 BARS #5 (AREA = 0.31 in^2 DIA = 0.625 in) AT SPACING (in) = 6.01 16 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 8.64 12 BARS #7 (AREA = 0.60 in^2 DIA = 0.875 in) AT SPACING (in) = 11.52 9 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 15.36 7 BARS #9 (AREA = 1.00 in^2 DIA = 1.128 in) AT SPACING (in) = 19.75 6 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 23.04 5 BARS #11 (AREA = 1.56 in^2 DIA = 1.410 in) AT SPACING (in) = 27.65 4 BARS #14 (AREA = 2.25 in^2 DIA = 1.693 in) AT SPACING (in) = 34.56 *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 908.6 U.W. Short Course - 1998 Page 2/2 /�i_ Date: May 31, 2012 GPD GROUP Erica Lee GPD Group Crown Castle 520 South Main Street, Suite 2531 5350 North 48th Street, Suite 305 Akron, OH 44311 Chandler, AZ 85226 (330) 572-2137 (480) 734-2406 jcheronis @gpdgroup.com Subject: Structural Analysis Report Carrier Designation: Sprint PCS (Final Loading) Co-Locate Carrier Site Number: P054XC009 Crown Castle Designation: Crown Castle BU Number: 879600 Crown Castle Site Name: SCHOLLS FERRY/BULL MT/QWEST Crown Castle JDE Job Number: 179345 Crown Castle Work Order Number: 497094 Crown Castle Application Number: 150755 Rev. 0 Engineering Firm Designation: GPD Group Project Number: 2012775.879600.01 Site Data: 12390 SW Scholls Ferry, Tigard, Washington County, OR 97223 Latitude 45°26'34.3", Longitude -122°48'13" 80 Foot—Andrew Monopole Tower Dear Erica Lee, GPD Group is pleased to submit this "Structural Analysis Report" to determine the structural integrity of the above mentioned tower. This analysis has been performed in accordance with the Crown Castle Structural 'Statement of Work' and the terms of Crown Castle Purchase Order Number 466996, in accordance with application 150755, revision 0. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC5: Existing + Reserved + Proposed Equipment Sufficient Capacity Note: See Table I and Table II for the proposed and existing/reserved loading, respectively. The analysis has been performed in accordance with the TIA-222-G standard and all local code requirements based upon a wind speed of 95 mph 3-second gust and exposure category C. We at GPD Group appreciate the opportunity of providing our continuing professional services to you and Crown Castle. If you have any questions or need further assistance on this or any other projects please give us a call. NE51/4'0 PR°FFS Respectfully submitted by: �S 1h: � Q E �ioy� A ' GEGON David B. Granger, P.E. • 09�aF. 8 199 Oregon #: 18155PE 0 8. GAPN 520 South Main Street.Suite 2531 .Akron,Ohio 44311 .330-572-2100.Fax 330-572-2101 .www.GPDGroup.corn Glaus Pyle Schomer Burns and DeHaven,Inc.Akron.Atlanta.Cleveland.Columbus.Indianapolis.Louisville.Marion.Phoenix.Seattle.Youngstown Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Antenna and Cable Information Table 2 - Existing and Reserved Antenna and Cable Information Table 3 - Design Antenna and Cable Information 3) ANALYSIS PROCEDURE Table 4 - Documents Provided 3.1)Analysis Method 3.2)Assumptions 4) ANALYSIS RESULTS Table 5- Section Capacity (Summary) Table 6—Tower Components vs. Capacity 4.1)Recommendations 5) DISCLAIMER OF WARRANTIES 6) APPENDIX A tnxTower Output 7) APPENDIX B Base Level Drawing 8) APPENDIX C Additional Calculations tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC/BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 3 1) INTRODUCTION • The 80' monopole was originally designed for Bechtel by Andrew Corporation in 1997. The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F. The existing 80' monopole has two major sections connected with a bolted flange connection at 40'. Each tower section has a constant round cross-section. The top section has a diameter of 24" and the bottom 36". The structure is galvanized and has no tower lighting. 2)ANALYSIS CRITERIA The structural analysis was performed for this tower in accordance with the requirements of TIA-222-G Structural Standards for Steel Antenna Towers and Antenna Supporting Structures and the 2010 Oregon Structural Specialty Code (OSSC) using a 3-second gust wind speed of 95 mph with no ice, 30 mph with 1 inch ice thickness and 60 mph under service loads, exposure category C with topographic category 1 and crest height of 0 feet. Seismic loads were considered using a substantiated analysis utilizing the TIA-222-G standard. Based on section 2.7.3 of the TIA-222-G standard the seismic effects may be ignored due to the earthquake spectral response acceleration at short periods (Ss) for this site being less than or equal to 1.00. The wind effects control the tower loading. Table 1 - Proposed Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size(in) (ft) 1 Powerwave P40-16XLPP-RR Technologies 2 Powerwave P65-16-XLPP-RR Technologies 78.0 79.0 3 1-7/16 1 3 Sam sung RRH-C2C w/EXT FILTER. (Telecommunications Samsung 3 Telecommunications I RRH-P4 Notes: 1) See Appendix B for the proposed coax layout tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 4 Table 2- Existing and Reserved Antenna and Cable Information Center Number Number Feed Mounting Line Antenna Antenna Model of Feed Line Note Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) _ 2 CSA Wireless PCSA090-19-0 KMW 1 Communications HB-X-AW-18-45-00T 78.0 79.0 I KMW 6 7/8 1 1 Communications HB-X-AW-19-65-00T 1 Side Arm Mount [SO 701-3] 72.0 3 EMS Wireless RR45-19-04DPL4 I 6 11-5/8 70.0 70 1 RAD AIRMUX-200 I 1 I 3/8 1 I T-Arm Mount[TA 602-3] I I I 67.0 I 1 I Andrew VHLP2-23 F-66.0 1 I Andrew VHLP1-23 65.0 1 I Andrew VHLP2-23 62.0 63.0 1 Andrew VHLP1-23 4 1/2 _ 4 5/16 1 Pipe Mount [PM 601-3] 62.0 3 r Kathrein 840 10057 3 Nextnet Wireless BTS-2500 I 43.0 1 Trimble ACUTIME 2000 • 40.0 40.0 1 Side Arm Mount 1 5/16 [SO 701-1] 22.0 1 Trimble ACUTIME 2000 18.0 I 18.0 1 Side Arm Mount 1 1/2 [SO 701-1] Notes: 1) Existing antennas and coax to be removed. Table 3- Design Antenna and Cable Information Center Number Number Feed Mounting Line of Antenna Antenna Model of Feed Line Level (ft) Elevation Antennas Manufacturer Lines Size (in) (ft) 77.5 77.5 9 ALP9212 on 6' Sectorized Mount 67.5 67.5 9 ALP9212 on 6' Sectorized Mount tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 5 3) ANALYSIS PROCEDURE Table 4- Documents Provided Document Remarks I Reference Source Terracon Geotechnical Report Project#: 5408-001-01, Task 6, Doc ID#: 1990620 CCISITES dated 2/7/96 Global Signal GeoPhysical Map Foundation Mapping & Original dated 5/5/06 Doc ID#: 1988299 CCISITES Foundation Calculations (w/Andrew Foundation Calcs, Project#: 97686, dated 9/8/97), Global Signal Monopole Map ' Tower Mapping &Original dated 5/5/06 Doc ID#: 1990617 CCISITES Tower Calculations (w/Andrew Tower Calcs, dated 5/21/97), Previous Structural Analysis CCI Project#: 301621, Doc ID#:2530220 CCISITES dated 11/6/09 3.1) Analysis Method tnxTower(version 6.0.4.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2) Assumptions 1) Tower and structures were built in accordance with the manufacturer's specifications. 2) The tower and structures have been maintained in accordance with the manufacturer's specification. 3) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 4) When applicable, transmission cables are considered as structural components for calculating wind loads as allowed by TIA/EIA-222-G. 5) Mount sizes, weights, and manufacturers are best estimates based on photos provided and determined without the benefit of a site visit by GPD. 6) All member connections and foundation steel reinforcing are assumed designed to meet or exceed the load carrying capacity of the connected member and surrounding soils respectively unless otherwise specified in this report. 7) All equipment model numbers, quantities, and centerline elevations are as provided in the CCI CAD package dated 05/24/12 with any adjustments as noted below. a) Per recent site photos, taken on 5/2/12, the centerline of the VHLP1-23 dish with an azimuth of 34° is 63', rather than 65' as listed in the CAD drawings. b) Per recent site photos, taken on 5/2/12, the centerline of the VHLP2-23 dish with an azimuth of 146° is 65', rather than 59' as listed in the CAD drawings. c) Per recent site photos, taken on 5/2/12, and the TIA inspection from 10/15/08 there is an additional antenna at the 70' elevation: (1) RAD AIRMUX-200 with (1) 3/8" coax. 8) Two foundation designs were available: one from a foundation mapping by Global Signal (dated 5/5/06) and one from the original foundation calculations by Andrew Corporation (Project #: 97686, dated 9/8/97). Because the as-built design was not available, both were analyzed and the controlling capacity is shown. This analysis may be affected if any assumptions are not valid or have been made in error. GPD Group should be notified to determine the effect on the structural integrity of the tower. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC!BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 6 4)ANALYSIS RESULTS Table 5-Section Capacity(Summary) Section Elevation(ft) Component Type Critical P(� SF*P_allow % P��Fail No. Element (IQ Capacity L1 80-40 Pole P24x3/8 1 -7.64 1252.46 28.5 Pass L2 40-0 Pole I P30x3/8 2 -14.12 1478.58 48.9 Pass II I I I ISummary I I I I Pole(L2) I 48.9 I Pass I I I I I Rating= 1 48.9 I Pass Table 6-Tower Component Stresses vs. Capacity—LC5 Notes Component Elevation(ft) %Capacity Pass!Fail 1 Anchor Rods 0 28.3 Pass 1 Base Plate 0 I 44.9 I Pass Ji 1 Base Foundation 0 I 29.7 I Pass 1 Flange Plate 40 I 25.8 I Pass 1 I Flange Bolts I 40 I 38.9 I Pass Structure Rating(max from all components) 48.9% Notes: 1) See additional documentation in"Appendix C—Additional Calculations"for calculations supporting the%capacity consumed. 4.1) Recommendations The design of the tower and its foundation are sufficient for the proposed loading and do not require modification. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01, Application 150755, Revision 0 Page 7 5) DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the code specified amount, if any, that should be considered in the structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and/or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01, Application 150755, Revision 0 Page 8 APPENDIX A TNXTOWER OUTPUT tnxTower Report-version 6.0.4.0 80.0 ft DESIGNED APPURTENANCE LOADING I I 1 I TYPE ELEVATION TYPE I ELEVATION 'K5 ' Lightning •PCSA090-19.0 ROd 4wi Mount B Pipe 80 78 AIRMUX-200 70(2)Pipe Mount 52.375' 70 HB-X AW-18-45-00T 78 (2)Pipe Mount 5'x2.375' 70 P40.16XLPP-RR w. out Pipe 78 (2)Pipe Mount 5x2.375' 70 RRH-C2C w,EXT 78 T-Ann Mount(TA 602-31 70 RRH-P4 78 840 10057 w/Mount Pipe 62 P65 16-XLPP-RR w'Mount Pipe 78 BTS-2500 - 62 RRH-C2C w/EXT FILTER 78 840 10057 w/Mount Pipe }62 i RRH-P4 78 BTS-2500 !62 HB-X-AW-19-65-00T w..Mount Pipe 78 8010057 w/Mount Pips 70 i PCSA090-19-0 w-Mount Pipe 78 BTS-2500 62 P65-16-XLPP-RR w-Mount Pipe 78 Pipe Mount[PM 80131 62 RRH-C2C wIEXT FILTER 78 VHLP1-23 62 • Pipe Mount 5 _ 78 VHLP2 23 62 IT p --_ 78 VHLPI 23 62 P X2375' , g Pipe Mount 5'x2.375' 78 VHLP2-23 ri 62 8 x� Pipe Mount 5'x2 375" I ACUTIME 2000 -;40 g j Side Arm Mount[SO 701-3) 78 Sde Ann Mount[SO 701-11 �40 RR45 19 04DPL4 w/Mount Pipe_-� :0 ACUTIME 2000 18 RR45-19-04DPL4 w/Mount Pipe 70 Side Arm Mount[SO 701-11 18 RR45-19-04DPL4 w Mount Pipe 70 MATERIAL STRENGTH GRADE r Fy Fu ` GRADE Fy 1 Fu A572-50 50 ksi 65 ksi 1 TOWER DESIGN NOTES 1. Tower is located in Washington County,Oregon. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA-222-G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice.Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. ott �_ O 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING:48.9% a i 1 s ALL REACTIONS ARE FACTORED AXIAL 27 K SHEAR MOMENT 1 K, J 71 kip-ft TORQUE 0 kip-ft 30 mph WIND-1.0000 in ICE AXIAL 14 K SHEAR 1--N\ MOMENT 9 K 527 kip-ft 00ft TORQUE 1 kip-ft REACTIONS-95 mph WIND g Z o £ -E rg . u v 03 a 3 5 3 GPD Group lob:SCHOLLS FERRY/BULL MT/QWEST,BU#:87960C il Pro r 520 S. Main St., Suite 2531 2012775.879600.01 /�,� Akron, OH 44311 C11en` Crown Castle USA,Inc.Draw"by.JHershbergerAP'd: GPO Group Phone:330-572-2100 Code: TIA-222-G fie'05/31/12 Scale: NTS FAX:330-572-2103 Path:0x2012\20127754174400w1\Truts79400.an Dwg r'I0.E-1 Feedline Distribution Chart 0' - 80' Round Flat App In Face App Out Face ,_,. Truss Leg 80.80 Face A Face B Face C 78.00 78.00 -- --- -- 000.... 70.00 9900.._.... 69.00 6 I 7 8200 62.00 g 0 U 1 n 2 e Ti- a Ii n t. 0 ._ 40.00 ,R __a _ _ - _ _. __ 10.00 __ _ 10,00 10.00 t w s n E 1 t. & $ --.......19:00 v .. 18.00 :v 4 LL 8.00___... 0 -- 8.00 3.00 3.00 .__ 000 GPD Group lob:SCHOLLS FERRY/BULL MT/QWEST,BU#:879601 520 S. Main St., Suite 2531 Protect:201 277E879600.01 �f�. Akron, OH 44311 clam Crown Castle USA,Inc.Draw"by:JHershberger API''d GPD Group Phone:330-572-2100 Code:TIA-222-G Date:05/31/12 Scale` NTS FAX:330-572-2103 Pad'' 0::t20+220t277587960Qr0t:Tn.^179500.0 DWg No.E-7 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 9 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: 1) Tower is located in Washington County, Oregon. 2) Basic wind speed of 95 mph. 3) Structure Class II. 4) Exposure Category C. 5) Topographic Category 1. 6) Crest Height 0.00 ft. 7) Nominal ice thickness of 1.0000 in. 8) Ice thickness is considered to increase with height. 9) Ice density of 56 pcf. 10) A wind speed of 30 mph is used in combination with ice. 11) Temperature drop of 50 °F. 12) Deflections calculated using a wind speed of 60 mph. 13) A non-linear(P-delta) analysis was used. 14) Pressures are calculated at each section. 15) Stress ratio used in pole design is 1. 16) Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Options Consider Moments-Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments-Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments-Diagonals v Assume Rigid Index Plate Calculate Redundant Bracing Forces Use Moment Magnification v Use Clear Spans For Wind Area Ignore Redundant Members in FEA V Use Code Stress Ratios Use Clear Spans For KUr SR Leg Bolts Resist Compression V Use Code Safety Factors-Guys Retension Guys To Initial Tension All Leg Panels Have Same Allowable Escalate Ice Ni Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz Ni Use Azimuth Dish Coefficients N: Consider Feedline Torque Use Special Wind Profile v Project Wind Area of Appurt. Include Angle Block Shear Check Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles Leg Bolts Are At Top Of Section SR Members Have Cut Ends \ Include Shear-Torsion Interaction Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing(4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC.6D+W Combination Pole Section Geometry Section Elevation Section Pole Pole Socket Length Length Size Grade ft ft ft L1 80.00-40.00 40.00 P24x3/8 A572-50 (50 ksi) L2 40.00-0.00 40.00 P30x3/8 A572-50 (50 ksi) Tower Gusset Gusset Gusset GradeAdjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness A, Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft2 in in in L1 80.00- 1 1 1 40.00 L2 40.00-0.00 1 1 1 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 10 • Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Secto Component Placement Total Number Start/En Width or Perimete Weight r Type Number Per Row d Diamete r ft Position r plf in in 9207(5/16") B Surface Ar 62.00-40.00 4 2 0.000 0.3300 0.60 (CaAa) 0.000 LDF4-50A(1/2") A Surface Ar 69.00-62.00 4 1 -0.100 0.6300 0.15 (CaAa) -0.100 LDF4-50A(1/2") B Surface Ar 18.00-3.00 1 1 0.000 0.6300 0.15 (CaAa) 0.000 Climbing Pegs A Surface Ar 80.00-8.00 1 1 0.000 0.1500 0.31 (CaAa) 0.000 Safety Line 3/8 A Surface Ar 80.00-8.00 1 1 0.000 0.3750 0.22 (CaAa) 0.000 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft ft2/ft plf TYPE 2(1-7/16) A No Inside Pole 78.00-3.00 3 No Ice 0.00 0.60 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 LDF7-50A(1-5/8") B No Inside Pole 70.00-3.00 6 No Ice 0.00 0.82 1/2"Ice 0.00 0.82 1"Ice 0.00 0.82 - LDF2-50A(3/8") B No Inside Pole 70.00-3.00 1 No Ice 0.00 0.08 1/2"Ice 0.00 0.08 1"Ice 0.00 0.08 9207(5/16") B No Inside Pole 40.00-3.00 4 No Ice 0.00 0.60 - 1/2"Ice 0.00 0.60 1"Ice 0.00 0.60 LDF4-50A(1/2") A No Inside Pole 69.00-3.00 4 No Ice 0.00 0.15 1/2"Ice 0.00 0.15 1"Ice 0.00 0.15 2"Flex Conduit B No Inside Pole 40.00-3.00 2 No Ice 0.00 0.32 1/2"Ice 0.00 0.32 1"Ice 0.00 0.32 2"Flex Conduit B No Inside Pole 69.00-40.00 1 No Ice 0.00 0.32 1/2"Ice 0.00 0.32 1"Ice 0.00 0.32 ATCB-B01-001(5/16") B No Inside Pole 40.00-3.00 1 No Ice 0.00 0.07 1/2"Ice 0.00 0.07 1"Ice 0.00 0.07 Feed Line/Linear Appurtenances Section Areas Tower Tower Face AR AF CAAA CAAA Weight Sectio Elevation In Face Out Face n ft ft2 ft2 ft2 ft2 K L1 80.00-40.00 A 0.000 0.000 2.541 0.000 0.11 B 0.000 0.000 1.452 0.000 0.21 C 0.000 0.000 0.000 0.000 0.00 L2 40.00-0.00 A 0.000 0.000 1.680 0.000 0.11 B 0.000 0.000 0.945 0.000 0.30 C 0.000 0.000 0.000 0.000 0.00 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 11 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF CAAA CAAA Weight Sectio Elevation or Thickness In Face Out Face n ft Leg in ft2 ft2 ft2 ft2 K L1 80.00-40.00 A 2.124 0.000 0.000 39.507 0.000 0.81 B 0.000 0.000 13.500 0.000 0.46 C 0.000 0.000 0.000 0.000 0.00 L2 40.00-0.00 A 1.909 0.000 0.000 26.116 0.000 0.43 B 0.000 0.000 6.672 0.000 0.39 C 0.000 0.000 0.000 0.000 0.00 Feed Line Center of Pressure 7 Section Elevation CPx CPz CPx CPz Ice Ice ft in in in in L1 80.00-40.00 -0.0334 -0.0725 -0.4208 -0.5065 L2 40.00-0.00 -0.0232 -0.0486 -0.4360 -0.4273 Shielding Factor Ka Tower Feed Line Description Feed Line K. K. Section Record No. Segment No Ice Ice ' Elev. L1 6 9207(5/16") 40.00- 1.0000 1.0000 62.00 L1 8 LDF4-50A(1/2") 62.00- 1.0000 1.0000 69.00 L1 13 Climbing Pegs 40.00- 1.0000 1.0000 80.00 L1 14 Safety Line 3/8 40.00- 1.0000 1.0000 80.00 L2 12 LDF4-50A(1/2") 3.00-18.00 1.0000 1.0000 L2 13 Climbing Pegs 8.00-40.00 1.0000 1.0000 L2 14 Safety Line 3/8 8.00-40.00 1.0000 1.0000 Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Harz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ft2 K ft ° ft Lightning Rod 4'x5/8" C From Leg 0.00 0.0000 80.00 No Ice 0.25 0.25 0.00 0.00 1/2" 0.66 0.66 0.01 2.00 Ice 0.97 0.97 0.01 1"Ice P40-16XLPP-RR w/Mount A From Leg 3.00 0.0000 78.00 No Ice 9.37 4.83 0.07 Pipe 0.00 1/2" 9.91 5.57 0.13 1.00 Ice 10.45 6.27 0.20 1"Ice RRH-C2C w/EXT FILTER A From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 12 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ff K ft ° ft 1"Ice RRH-P4 A From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice P65-16-XLPP-RR w/ B From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice RRH-C2C w/EXT FILTER B From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 1"Ice RRH-P4 B From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice P65-16-XLPP-RR w/ C From Leg 3.00 0.0000 78.00 No Ice 8.64 6.36 0.07 Mount Pipe 0.00 1/2" 9.29 7.54 0.14 1.00 Ice 9.91 8.43 0.21 1"Ice RRH-C2C w/EXT FILTER C From Leg 3.00 0.0000 78.00 No Ice 2.26 5.54 0.05 0.00 1/2" 2.47 5.86 0.09 1.00 Ice 2.69 6.19 0.13 1"Ice RRH-P4 C From Leg 3.00 0.0000 78.00 No Ice 3.19 2.07 0.06 0.00 1/2" 3.44 2.29 0.08 1.00 Ice 3.70 2.52 0.11 1"Ice Pipe Mount 5'x2.375" A From Leg 3.00 0.0000 78.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice Pipe Mount 5'x2.375" B From Leg 3.00 0.0000 78.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice Pipe Mount 5'x2.375" C From Leg 3.00 0.0000 78.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice Side Arm Mount[SO 701- C None 0.0000 78.00 No Ice 2.83 2.83 0.20 3] 1/2" 3.92 3.92 0.24 Ice 5.01 5.01 0.28 1"Ice RR45-19-04DPL4 w/ A From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 2.00 Ice 6.76 4.50 0.13 1"Ice RR45-19-04DPL4 w/ B From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 2.00 Ice 6.76 4.50 0.13 1"Ice RR45-19-04DPL4 w/ C From Face 4.00 0.0000 70.00 No Ice 5.84 3.28 0.04 Mount Pipe 0.00 1/2" 6.29 3.88 0.08 2.00 Ice 6.76 4.50 0.13 1"Ice AIRMUX-200 B From Leg 1.00 0.0000 70.00 No Ice 5.60 1.40 0.01 0.00 1/2" 5.92 1.60 0.04 0.00 Ice 6.24 1.81 0.07 1"Ice (2)Pipe Mount 5'x2.375" A From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 13 Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Horz Adjustmen Front Side Leg Lateral t Vert ft ft ft2 ftz K ft ° ft (2)Pipe Mount 5'x2.375" B From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice (2)Pipe Mount 5'x2.375" C From Face 4.00 0.0000 70.00 No Ice 1.19 1.19 0.02 0.00 1/2" 1.50 1.50 0.03 0.00 Ice 1.81 1.81 0.04 1"Ice T-Arm Mount[TA 602-3] C None 0.0000 70.00 No Ice 11.59 11.59 0.77 1/2" 15.44 15.44 0.99 Ice 19.29 19.29 1.21 1"Ice 840 10057 w/Mount Pipe B From Face 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 B From Face 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice 840 10057 w/Mount Pipe C From Face 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 C From Face 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice 840 10057 w/Mount Pipe A From Leg 1.00 0.0000 62.00 No Ice 3.50 3.34 0.05 0.00 1/2" 4.10 4.17 0.08 0.00 Ice 4.64 4.87 0.13 1"Ice BTS-2500 A From Leg 1.00 0.0000 62.00 No Ice 2.12 0.96 0.04 0.00 1/2" 2.32 1.12 0.05 0.00 Ice 2.53 1.29 0.06 1"Ice Pipe Mount[PM 601-3] C None 0.0000 62.00 No Ice 4.39 4.39 0.20 1/2" 5.48 5.48 0.24 Ice 6.57 6.57 0.28 1"Ice ACUTIME 2000 A From Leg 3.00 0.0000 40.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 3.00 Ice 0.46 0.46 0.01 1"Ice Side Arm Mount[SO 701- A From Leg 1.50 0.0000 40.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice ACUTIME 2000 A From Leg 3.00 0.0000 18.00 No Ice 0.30 0.30 0.00 0.00 1/2" 0.37 0.37 0.00 4.00 Ice 0.46 0.46 0.01 1"Ice Side Arm Mount[SO 701- A From Leg 1.50 0.0000 18.00 No Ice 0.85 1.67 0.07 1] 0.00 1/2" 1.14 2.34 0.08 0.00 Ice 1.43 3.01 0.09 1"Ice tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 14 Dishes Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Horz Adjustment Beam Diameter Area Leg Lateral Width Vert ft ft ft ft2 K VHLP1-23 B Paraboloid From 1.00 -26.0000 62.00 1.27 No Ice 1.28 0.01 w/Shroud(HP) Face 0.00 1/2"Ice 1.45 0.03 1.00 1"Ice 1.62 0.04 VHLP2-23 B Paraboloid From 1.00 86.0000 62.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Face 0.00 1/2"Ice 4.01 0.05 3.00 1"Ice 4.30 0.08 VHLP1-23 C Paraboloid From 1.00 86.0000 62.00 1.27 No Ice 1.28 0.01 w/Shroud(HP) Face 0.00 1/2"Ice 1.45 0.03 4.00 1"Ice 1.62 0.04 VHLP2-23 A Paraboloid From 1.00 40.0000 62.00 2.17 No Ice 3.72 0.03 w/Shroud(HP) Leg 0.00 1/2"Ice 4.01 0.05 5.00 1"Ice 4.30 0.08 Tower Pressures - No Ice GH= 1.100 Section z Kz q, AG F AF AR A,� Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf fit e ft2 ft2 ft2 ft2 _ ft2 L1 80.00- 60.35 1.138 25 80.000 A 0.000 80.000 80.000 100.00 2.541 0.000 40.00 B 0.000 80.000 100.00 1.452 0.000 ' C 0.000 80.000 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 20 100.00 A 0.000 100.000 100.000 100.00' 1.680 0.000 0 B 0.000 100.000 100.00 0.945 0.000 C 0.000 100.000 _ 100.00 0.000 0.000 Tower Pressure - With Ice GH= 1.100 Section z Kz q, 12 AG F AF AR Ale, Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf in ft2 e fit ft2 ff ft2 ft2 L1 80.00-40.00 60.35 1.138 2 2.1245 94.163 A 0.000 94.163 94.163 100.00 39.507 0.000 B 0.000 94.163 100.00 13.500 0.000 C 0.000 94.163 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 2 1.9091 112.727 A 0.000 112.727 112.727 100.00 26.116 0.000 B 0.000 112.727 100.00 6.672 0.000 C _ 0.000_ 112.727 100.00 0.000 0.000 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 15 Tower Pressure - Service Gil= 1.100 Section z KZ qz AG F AF AR A,,g Leg CAAA CAAA Elevation a % In Out c Face Face ft ft psf ft2 a ft2 ft2 _ ft2 ft2 ft2 L1 80.00- 60.35 1.138 9 80.000 A 0.000 80.000 80.000 100.00 2.541 . 0.000 40.00 B 0.000 80.000 100.00 1.452 0.000 C 0.000 80.000 100.00 0.000 0.000 L2 40.00-0.00 20.72 0.909 7 100.00 A 0.000 100.000 100.000 100.00 1.680 0.000 0 B 0.000 100.000 100.00 0.945 0.000 C 0.000 100.000, 100.00 0.000 0.000 Tower Forces - No Ice - Wind Normal To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K p/f L1 80.00- 0.32 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.73 8.54 OTM 106.81 2.64 kip-ft Tower Forces - No Ice - Wind 60 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K p/f - L1 80.00- 0.32 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.73 8.54 OTM 106.81 2.64 kip-ft Tower Forces - No Ice - Wind 90 To Face Section Add Self F e CF qz DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K p/f . L1 80.00- 0.32 3.79 A 1 0.6 25 1 1 80.000 1.31 32.85 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 20 1 1 100.000 1.33 33.18 C . 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 16 Section Add Self F e CF q, OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft _ K K e ft2 K plf Sum Weight: 0.73 8.54 OTM 106.81 2.64 kip-ft Tower Forces - With Ice - Wind Normal To Face I Section Add Self F e CF q, OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L1 80.00- 1.27 6.50 A 1 1.2 2 1 1 94.163 0.31 7.71 C 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.82 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.09 14.23 OTM 24.80 kip- 0.61 ft Tower Forces - With Ice - Wind 60 To Face ' Section Add Self F e CF qz ' DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e ft2 K plf L1 80.00- 1.27 6.50 A 1 1.2 2 1 1 94.163 0.31 7.71 C 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.82 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.09 14.23 OTM 24.80 kip- 0.61 ft Tower Forces - With Ice - Wind 90 To Face Section Add Self F e CF q: DF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e f12 K Of L1 80.00- 1.27 6.50 A 1 1.2 2 1 1 94.163 0.39 9.68 A 40.00 B 1 1.2 1 1 94.163 C 1 1.2 1 1 94.163 L2 40.00- 0.82 7.73 A 1 1.2 2 1 1 112.727 0.30 7.46 C 0.00 B 1 1.2 1 1 112.727 C 1 1.2 1 1 112.727 Sum Weight: 2.09 14.23 OTM 29.56 kip- 0.69 ft tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 17 Tower Forces - Service - Wind Normal To Face Section Add Self F e CF qz OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K _ e _ ft2 K plf L1 80.00- 0.32 3.79 A 1 0.6 9 1 1 80.000 0.47' 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.73 8.54 OTM 38.12 kip- 0.94 ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF qz OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K e f? K p/f L1 80.00- 0.32 3.79 A 1 0.6 9 1 1 80.000 0.47 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.73 8.54 OTM 38.12 kip- 0.94 ft Tower Forces - Service - Wind 90 To Face Section Add Self F e CF qz OF DR AE F w Ctrl. Elevation Weight Weight a Face c psf ft K K _ e , ft2 K pif L1 80.00- 0.32 3.79 A 1 0.6 9 1 1 80.000 0.47 11.73 C 40.00 B 1 0.6 1 1 80.000 C 1 0.6 1 1 80.000 L2 40.00- 0.41 4.75 A 1 0.6 7 1 1 100.000 0.47 11.84 C 0.00 B 1 0.6 1 1 100.000 C 1 0.6 1 1 100.000 Sum Weight: 0.73 8.54 OTM 38.12 kip- 0.94 i ft Discrete Appurtenance Pressures - No Ice GH= 1.100 Description Aiming Weight Offset, Offset z Kz qz CAAc CAAc I Azimuth Front Side K ft ft ft , ft2 ft2 Lightning Rod 4'x5/8" 240.0000 0.00 -0.87 0.50 82.00 1.21 27 0.25 0.25 P40-16XLPP-RR w/ 0.0000 0.07 0.00 -4.00 79.00 1.204 26 9.37 4.83 Mount Pipe RRH-C2C w/EXT 0.0000 0.05 0.00 -4.00 79.00 1.204 26 2.26 5.54 FILTER tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 18 Description Aiming Weight Offsets, Offset, z K, q, CAAc CAAc Azimuth Front Side ° K ft ft ft psf ft2 ft2 RRH-P4 0.0000 0.06 0.00 -4.00 79.00 1.204 26 3.19 2.07 P65-16-XLPP-RR w/ 120.0000 0.07 3.46 2.00 79.00 1.204 26 8.64 6.36 Mount Pipe RRH-C2C w/EXT 120.0000 0.05 3.46 2.00 79.00 1.204 26 2.26 5.54 FILTER RRH-P4 120.0000 0.06 3.46 2.00 79.00 1.204 26 3.19 2.07 P65-16-XLPP-RR w/ 240.0000 0.07 -3.46 2.00 79.00 1.204 26 8.64 6.36 Mount Pipe RRH-C2C w/EXT 240.0000 0.05 -3.46 2.00 79.00 1.204 26 2.26 5.54 FILTER RRH-P4 240.0000 0.06 -3.46 2.00 79.00 1.204 26 3.19 2.07 Pipe Mount 5'x2.375" 0.0000 0.02 0.00 -4.00 78.00 1.201 26 1.19 1.19 Pipe Mount 5'x2.375" 120.0000 0.02 3.46 2.00 78.00 1.201 26 1.19 1.19 Pipe Mount 5'x2.375" 240.0000 0.02 -3.46 2.00 78.00 1.201 26 1.19 1.19 Side Arm Mount[SO 0.0000 0.20 0.00 0.00 78.00 1.201 26 2.83 2.83 701-3] RR45-19-04DPL4 w/ 300.0000 0.04 -4.33 -2.50 72.00 1.181 26 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 60.0000 0.04 4.33 -2.50 72.00 1.181 26 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.04 0.00 5.00 72.00 1.181 26 5.84 3.28 Mount Pipe AIRMUX-200 120.0000 0.01 1.73 1.00 70.00 1.174 26 5.60 1.40 Pipe Mount 5'x2.375" 300.0000 0.04 -4.33 -2.50 70.00 1.174 26 2.38 2.38 Pipe Mount 5'x2.375" 60.0000 0.04 4.33 -2.50 70.00 1.174 26 2.38 2.38 Pipe Mount 5'x2.375" 180.0000 0.04 0.00 5.00 70.00 1.174 26 2.38 2.38 T-Arm Mount[TA 602- 0.0000 0.77 0.00 0.00 70.00 1.174 26 11.59 11.59 3] 840 10057 w/Mount 60.0000 0.05 1.73 -1.00 62.00 1.144 25 3.50 3.34 Pipe BTS-2500 60.0000 0.04 1.73 -1.00 62.00 1.144 25 2.12 0.96 840 10057 w/Mount 180.0000 0.05 0.00 2.00 62.00 1.144 25 3.50 3.34 Pipe BTS-2500 180.0000 0.04 0.00 2.00 62.00 1.144 25 2.12 0.96 840 10057 w/Mount 0.0000 0.05 0.00 -2.00 62.00 1.144 25 3.50 3.34 _ Pipe BTS-2500 0.0000 0.04 0.00 -2.00 62.00 1.144 25 2.12 0.96 Pipe Mount[PM 601-31 0.0000 0.20 0.00 0.00 62.00 1.144 25 4.39 4.39 ACUTIME 2000 0.0000 0.00 0.00 -4.00 43.00 1.060 23 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.50 40.00 1.044 23 0.85 1.67 701-1] ACUTIME 2000 0.0000 0.00 0.00 -4.25 22.00 0.920 20 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.75 18.00 0.882 19 0.85 1.67 701-1] Sum 2.42 Weight: Discrete Appurtenance Pressures - With Ice GH=1.100 Description Aiming Weight Offset, Offset, z K, qz CAAc CAAc t, Azimuth Front Side ° K ft ft ft psf ft2 ft2 in Lightning Rod 4'x5/8" 240.0000 0.04 -0.87 0.50 82.00 1.214 3 1.60 1.60 2.1852 P40-16XLPP-RR w/ 0.0000 0.41 0.00 -4.00 79.00 1.204 3 11.77 8.10 2.1797 Mount Pipe RRH-C2C w/EXT 0.0000 0.25 0.00 -4.00 79.00 1.204 3 3.25 6.99 2.1797 FILTER RRH-P4 0.0000 0.19 0.00 -4.00 79.00 1.204 3 4.34 3.09 2.1797 P65-16-XLPP-RR w/ 120.0000 0.43 3.46 2.00 79.00 1.204 3 11.41 10.59 2.1797 Mount Pipe RRH-C2C w/EXT 120.0000 0.25 3.46 2.00 79.00 1.204 3 3.25 6.99 2.1797 FILTER RRH-P4 120.0000 0.19 3.46 2.00 79.00 1.204 3 4.34 3.09 2.1797 P65-16-XLPP-RR w/ 240.0000 0.43 -3.46 2.00 79.00 1.204 3 11.41 10.59 2.1797 Mount Pipe RRH-C2C w/EXT 240.0000 0.25 -3.46 2.00 79.00 1.204 3 3.25 6.99 2.1797 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 19 • Description Aiming Weight Offset, Offsets z Kx qs CAAc CAAc is Azimuth Front Side - K ft ft ft psf ft2 ft2 in FILTER RRH-P4 240.0000 0.19 -3.46 2.00 79.00 1.204 3 4.34 3.09 2.1797 Pipe Mount 5x2.375" 0.0000 0.09 0.00 -4.00 78.00 1.201 3 2.59 2.59 2.1797 Pipe Mount 5'x2.375" 120.0000 0.09 3.46 2.00 78.00 1.201 3 2.59 2.59 2.1797 Pipe Mount 5'x2.375" 240.0000 0.09 -3.46 2.00 78.00 1.201 3 2.59 2.59 2.1797 Side Arm Mount[SO 0.0000 0.38. 0.00 0.00 78.00 1.201 3 7.58 7.58 2.1797 701-3] RR45-19-04DPL4 w/ 300.0000 0.27 -4.33 -2.50 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe I RR45-19-04DPL4 w/ 60.0000 0.27 4.33 -2.50 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.27 0.00 5.00 72.00 1.181 3 7.88 6.02 2.1562 Mount Pipe AIRMUX-200 120.0000 0.17 1.73 1.00 70.00 1.174 3 7.03 2.32 2.1562 Pipe Mount 5'x2.375" 300.0000 0.18 -4.33 -2.50 70.00 1.174 3 5.14 5.14 2.1562 Pipe Mount 5'x2.375" 60.0000 0.18 4.33 -2.50 70.00 1.174 3 5.14 5.14, 2.1562 Pipe Mount 5'x2.375" 180.0000 0.18 0.00 5.00 70.00 1.174 3 5.14 5.14 2.1562 T-Arm Mount[TA 602- 0.0000 1.71 0.00 0.00 70.00 1.174 3 28.19 28.19 2.1562 3] 840 10057 w/Mount 60.0000 0.25 1.73 -1.00 62.00 1.144 3 5.91 6.51' 2.1302 Pipe BTS-2500 60.0000 0.11 1.73 -1.00 62.00 1.144 3 3.05 1.71 2.1302 840 10057 w/Mount 180.0000 0.25 0.00 2.00 62.00 1.144 3 5.91 6.51 2.1302 Pipe BTS-2500 180.0000 0.11 0.00 2.00 62.00 1.144 3 3.05 1.71 2.1302 840 10057 w/Mount 0.0000 0.25 0.00 -2.00 62.00 1.144 3 5.91 6.51 2.1302 Pipe BTS-2500 0.0000 0.11 0.00 -2.00 62.00 1.144 3 3.05 1.71 2.1302 Pipe Mount[PM 601-3] 0.0000 0.38 0.00 0.00 62.00 1.144 3 9.03 9.03 2.1302 ACUTIME 2000 0.0000 0.03 0.00 -4.00 43.00 1.060 2 0.66 0.66 2.0388 Side Arm Mount[SO 0.0000 0.12 0.00 -2.50 40.00 1.044 2 2.03 4.40 2.0388 701-1] ACUTIME 2000 0.0000 0.02 0.00 -4.25 22.00 0.920 2 0.63 0.63 1.8824 Side Arm Mount[SO 0.0000 0.12 0.00 -2.75 18.00 0.882 2 1.94 4.19 1.8824 701-1] _ Sum 8.26 Weight: Discrete Appurtenance Pressures - Service GH= 1.100 I Description Aiming Weight Offsetx Offsets z K, qs CAAc CAAc Azimuth Front Side K ft ft ft psf ft2 ft2 Lightning Rod 4'x5/8" 240.0000 0.00 -0.87 0.50 82.00 1.214 10 0.25 0.25 P40-16XLPP-RR w/ 0.0000 0.07 0.00 -4.00 79.00 1.204 9 9.37 4.83 Mount Pipe RRH-C2C w/EXT 0.0000 0.05 0.00 -4.00 79.00 1.204 9 2.26 5.54 FILTER RRH-P4 0.0000 0.06 0.00 -4.00 79.00 1.204 9 3.19 2.07 P65-16-XLPP-RR w/ 120.0000 0.07 3.46 2.00 79.00 1.204 9 8.64 6.36 Mount Pipe RRH-C2C w/EXT 120.0000 0.05 3.46 2.00 79.00 1.204 9 2.26 5.54 FILTER RRH-P4 120.0000 0.06 3.46 2.00 79.00 1.204 9 3.19 2.07 P65-16-XLPP-RR w/ 240.0000 0.07 -3.46 2.00 79.00 1.204 9 8.64 6.36 Mount Pipe RRH-C2C w/EXT 240.0000 0.05 -3.46 2.00 79.00 1.204 9 2.26 5.54 FILTER RRH-P4 240.0000 0.06 -3.46 2.00 79.00 1.204 9 3.19 2.07 Pipe Mount 5'x2.375" 0.0000 0.02 0.00 -4.00 78.00 1.201 9 1.19 1.19 Pipe Mount 5'x2.375" 120.0000 0.02 3.46 2.00 78.00 1.201 9 1.19 1.19 Pipe Mount 5'x2.375" 240.0000 0.02 -3.46 2.00 78.00 1.201 9 1.19 1.19 Side Arm Mount[SO 0.0000 0.20 0.00 0.00 78.00 1.201 9 2.83 2.83 701-3] RR45-19-04DPL4 w/ 300.0000 0.04 -4.33 -2.50 72.00 1.181 9 5.84 3.28 Mount Pipe tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 20 • Description Aiming Weight Offset, Offset, z K, q, CAAc CAAc Azimuth Front Side - K ft ft ft psi ft2 ft2 RR45-19-04DPL4 w/ 60.0000 0.04 4.33 -2.50 72.00 1.181 9 5.84 3.28 Mount Pipe RR45-19-04DPL4 w/ 180.0000 0.04 0.00 5.00 72.00 1.181 9 5.84 3.28 Mount Pipe AIRMUX-200 120.0000 0.01 1.73 1.00 70.00 1.174 9 5.60 1.40 Pipe Mount 5'x2.375" 300.0000 0.04 -4.33 -2.50 70.00 1.174 9 2.38 2.38 Pipe Mount 5'x2.375" 60.0000 0.04 4.33 -2.50 70.00 1.174 9 2.38 2.38 Pipe Mount 5'x2.375" 180.0000 0.04 0.00 5.00 70.00 1.174 9 2.38 2.38 1-Arm Mount[TA 602- 0.0000 0.77 0.00 0.00 70.00 1.174 9 11.59 11.59 3] 840 10057 w/Mount 60.0000 0.05 1.73 -1.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 60.0000 0.04 1.73 -1.00 62.00 1.144 9 2.12 0.96 840 10057 w/Mount 180.0000 0.05 0.00 2.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 180.0000 0.04 0.00 2.00 62.00 1.144 9 2.12 0.96 840 10057 w/Mount 0.0000 0.05 0.00 -2.00 62.00 1.144 9 3.50 3.34 Pipe BTS-2500 0.0000 0.04 0.00 -2.00 62.00 1.144 9 2.12 0.96 Pipe Mount[PM 601-3] 0.0000 0.20 0.00 0.00 62.00 1.144 9 4.39 4.39 ACUTIME 2000 0.0000 0.00 0.00 -4.00 43.00 1.060 8 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.50 40.00 1.044 8 0.85 1.67 701-1] ACUTIME 2000 0.0000 0.00 0.00 -4.25 22.00 0.920 7 0.30 0.30 Side Arm Mount[SO 0.0000 0.07 0.00 -2.75 18.00 0.882 7 0.85 1.67 701-1] Sum 2.42 Weight: - Dish Pressures - No Ice Elevation Dish Aiming Weight Offset, Offset, K, AA q= ft Description Azimuth K ft ft ft2 psf 63.00 VHLP1-23 34.0000 0.01 1.73 -1.00 1.148 1.28 25 65.00 VHLP2-23 146.0000 0.03 1.73 -1.00 1.156 3.72 25 66.00 VHLP1-23 266.0000 0.01 0.00 2.00 1.160 1.28 25 67.00 VHLP2-23 40.0000 0.03 0.00 -2.00 1.163 3.72 26 Sum 0.08 Weight: Dish Pressures - With Ice Elevation Dish Aiming Weight Offset, Offset, K, AA q, t, ft Description Azimuth K ft ft ft2 psf in 63.00 VHLP1-23 34.0000 0.08 1.73 -1.00 1.148 2.02 3 2.1336 65.00 VHLP2-23 146.0000 0.14 1.73 -1.00 1.156 4.96 3 2.1403 66.00 VHLP1-23 266.0000 0.09 0.00 2.00 1.160 2.02 3 2.1435 67.00 VHLP2-23 40.0000 0.14 0.00 -2.00 1.163 4.97 3 2.1468 Sum 0.44 Weight:i Dish Pressures - Service Elevation Dish Aiming Weight Offset, Offset, K, AA q, ft Description Azimuth K ft ft ft2 psf 63.00 VHLP1-23 34.0000 0.01 1.73 -1.00 1.148 1.28 9 - 65.00 VHLP2-23 146.0000 0.03 1.73 -1.00 1.156 3.72 9 66.00 VHLP1-23 266.0000 0.01 0.00 2.00 1.160 1.28 9 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 21 Elevation Dish Aiming Weight Offset, Offset, K, AA ft Description Azimuth K ft ft ft2 psf 67.00 VHLP2-23 40.0000 0.03 0.00 -2.00 1.163 3.72 9 Sum 0.08 Weight: Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind 120 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg-Service 40 Dead+Wind 30 deg-Service 41 Dead+Wind 60 deg-Service 42 Dead+Wind 90 deg-Service 43 Dead+Wind 120 deg-Service 44 Dead+Wind 150 deg-Service 45 Dead+Wind 180 deg-Service 46 Dead+Wind 210 deg-Service 47 Dead+Wind 240 deg-Service 48 Dead+Wind 270 deg-Service 49 Dead+Wind 300 deg-Service 50 Dead+Wind 330 deg-Service tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CC/BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 22 Maximum Member Forces Sectio Elevation Component Condition Gov. Axial Major Axis Minor Axis n ft Type Load Moment Moment No. Comb. K kip-ft kip-ft L1 80-40 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -17.48 -0.97 0.99 Max.Mx 20 -7.65 196.63 0.58 Max.My 2 -7.64 0.62 200.96 Max.Vy 20 -6.89 196.63 0.58 Max.Vx 14 7.03 -0.04 -200.76 Max.Torque 24 -0.77 L2 40-0 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 26 -27.38 -0.70 2.17 Max.Mx 20 -14.12 519.35 1.12 Max.My 2 -14.12 1.63 527.24 Max.Vy 20 -9.03 519.35 1.12 Max.Vx 14 9.10 0.85 -526.56 Max.Torque 22 -1.07 Maximum Reactions I Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 26 27.38 -0.00 0.00 Max.Hx 21 10.59 9.02 0.00 Max.Hi 2 14.12 0.02 9.08 Max.Mx 2 527.24 0.02 9.08 _ Max.Mz 8 518.01 -8.99 -0.01 Max.Torsion 10 0.95 -7.82 -4.53 Min.Vert 7 10.59 -7.78 4.49 Min.Hx 8 14.12 -8.99 -0.01 Min.HZ 14 14.12 0.02 -9.09 Min.Mx 14 -526.56 0.02 -9.09 Min.Mz 20 -519.35 9.02 0.00 Min.Torsion 22 -1.07 7.82 4.57 Tower Mast Reaction Summary Load Vertical Shears Shears Overturning Overturning Torque Combination Moment,Mx Moment,Ms K K K kip-ft kip-ft kip-ft Dead Only 11.77 0.00 0.00 -0.56 -0.25 0.00 1.2 Dead+1.6 Wind 0 deg- 14.12 -0.02 -9.08 -527.24 1.63 0.74 No Ice 0.9 Dead+1.6 Wind 0 deg- 10.59 -0.02 -9.08 -524.86 1.70 0.74 No Ice 1.2 Dead+1.6 Wind 30 deg- 14.12 4.43 -7.85 -455.29 -254.77 0.48 No Ice 0.9 Dead+1.6 Wind 30 deg- 10.59 4.43 -7.85 -453.22 -253.63 0.48 No Ice 1.2 Dead+1.6 Wind 60 deg- 14.12 7.78 -4.49 -260.41 -447.94 -0.16 No Ice 0.9 Dead+1.6 Wind 60 deg- 10.59 7.78 -4.49 -259.15 -446.00 -0.16 No Ice 1.2 Dead+1.6 Wind 90 deg- 14.12 8.99 0.01 0.12 -518.01 -0.67 No Ice ' 0.9 Dead+1.6 Wind 90 deg- 10.59 8.99 0.01 0.29 -515.77 -0.67 No Ice 1.2 Dead+1.6 Wind 120 deg 14.12 7.82 4.53 261.83 -450.75 -0.95 -No Ice 0.9 Dead+1.6 Wind 120 deg 10.59 7.82 4.53 260.90 -448.80 -0.95 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 23 Load Vertical Shear, Shear Overturning Overturning Torque Combination Moment,M, Moment,Mz - K K K kip-ft kip-ft kip-ft -No Ice 1.2 Dead+1.6 Wind 150 deg 14.12 4.46 7.88 456.26 -257.35 -0.81 -No Ice 0.9 Dead+1.6 Wind 150 deg 10.59 4.46 7.88 454.53 -256.19 -0.81 -No Ice 1.2 Dead+1.6 Wind 180 deg 14.12 -0.02 9.09 526.56 0.85 -0.65 -No Ice 0.9 Dead+1.6 Wind 180 deg 10.59 -0.02 9.09 524.53 0.92 -0.65 -No Ice 1.2 Dead+1.6 Wind 210 deg 14.12 -4.48 7.87 455.75 257.49 -0.36 -No Ice 0.9 Dead+1.6 Wind 210 deg 10.59 -4.48 7.87 454.01 256.49 -0.36 -No Ice 1.2 Dead+1.6 Wind 240 deg 14.12 -7.79 4.55 263.11 448.22 0.17 -No Ice 0.9 Dead+1.6 Wind 240 deg 10.59 -7.79 4.55 262.18 446.43 0.17 -No Ice 1.2 Dead+1.6 Wind 270 deg 14.12 -9.02 -0.00 -1.12 519.35 0.80 -No Ice 0.9 Dead+1.6 Wind 270 deg 10.59 -9.02 -0.00 -0.94 517.26 0.80 -No Ice 1.2 Dead+1.6 Wind 300 deg 14.12 -7.82 -4.57 -266.10 450.20 1.07 -No Ice 0.9 Dead+1.6 Wind 300 deg 10.59 -7.82 -4.57 -264.81 448.40 1.07 -No Ice 1.2 Dead+1.6 Wind 330 deg 14.12 -4.51 -7.90 -459.03 259.60 0.99 -No Ice 0.9 Dead+1.6 Wind 330 deg 10.59 -4.51 -7.90 -456.94 258.59 0.98 -No Ice 1.2 Dead+1.0 Ice+1.0 Temp 27.38 0.00 -0.00 -2.17 -0.70 0.00 1.2 Dead+1.0 Wind 0 27.38 -0.00 -1.13 -66.15 -0.55 0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 30 27.38 0.60 -1.04 -61.74 -34.64 0.04 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 60 27.38 0.98 -0.56 -33.88 -55.76 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 90 27.38 1.13 0.00 -2.16 -64.35 -0.08 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 120 27.38 0.98 0.56 29.68 -56.01 -0.11 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 150 27.38 0.56 0.98 53.25 -32.37 -0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 180 27.38 -0.00 1.13 61.80 -0.59 -0.07 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 210 27.38 -0.60 1.04 57.48 33.50 -0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 240 27.38 -0.98 0.56 29.81 54.41 0.03 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 270 27.38 -1.13 0.00 -2.23 63.08 0.09 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 300 27.38 -0.98 -0.57 -34.36 54.57 0.12 deg+1.0 Ice+1.0 Temp 1.2 Dead+1.0 Wind 330 27.38 -0.56 -0.98 -57.79 31.19 0.11 deg+1.0 Ice+1.0 Temp Dead+Wind 0 deg-Service 11.77 -0.01 -2.03 -117.71 0.18 0.17 Dead+Wind 30 deg-Service 11.77 0.99 -1.75 -101.71 -56.87 0.11 Dead+Wind 60 deg-Service 11.77 1.74 -1.00 -58.35 -99.84 -0.04 Dead+Wind 90 deg-Service 11.77 2.01 0.00 -0.39 -115.43 -0.15 Dead+Wind 120 deg- 11.77 1.74 1.01 57.83 -100.47 -0.21 Service Dead+Wind 150 deg- 11.77 1.00 1.76 101.09 -57.44 -0.18 Service Dead+Wind 180 deg- 11.77 -0.00 2.03 116.73 0.00 -0.15 _ Service Dead+Wind 210 deg- 11.77 -1.00 1.76 100.97 57.10 -0.08 Service Dead+Wind 240 deg- 11.77 -1.74 1.02 58.12 99.53 0.04 Service Dead+Wind 270 deg- 11.77 -2.01 -0.00 -0.67 115.35 0.18 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 24 • Load Vertical Shear. Shear Overturning Overturning Torque Combination Moment,M. Moment,MZ • K K K kip-ft kip-ft kip-ft Service Dead+Wind 300 deg- 11.77 -1.74 -1.02 -59.62 99.97 0.24 Service Dead+Wind 330 deg- 11.77 -1.01 -1.76 -102.54 57.57 0.22 Service Solution Summary Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 1 0.00 -11.77 0.00 0.00 11.77 0.00 0.000% 2 -0.02 -14.12 -9.08 0.02 14.12 9.08 0.000% 3 -0.02 -10.59 -9.08 0.02 10.59 9.08 0.000% 4 4.43 -14.12 -7.85 -4.43 14.12 7.85 0.000% 5 4.43 -10.59 -7.85 -4.43 10.59 7.85 0.000% 6 7.78 -14.12 -4.49 -7.78 14.12 4.49 0.000% 7 7.78 -10.59 -4.49 -7.78 10.59 4.49 0.000% 8 8.99 -14.12 0.01 -8.99 14.12 -0.01 0.000% 9 8.99 -10.59 0.01 -8.99 10.59 -0.01 0.000% 10 7.82 -14.12 4.53 -7.82 14.12 -4.53 0.000% 11 7.82 -10.59 4.53 -7.82 10.59 -4.53 0.000% 12 4.46 -14.12 7.88 -4.46 14.12 -7.88 0.000% 13 4.46 -10.59 7.88 -4.46 10.59 -7.88 0.000% 14 -0.02 -14.12 9.09 0.02 14.12 -9.09 0.000% 15 -0.02 -10.59 9.09 0.02 10.59 -9.09 0.000% 16 -4.48 -14.12 7.87 4.48 14.12 -7.87 0.000% 17 -4.48 -10.59 7.87 4.48 10.59 -7.87 0.000% 18 -7.79 -14.12 4.55 7.79 14.12 -4.55 0.000% 19 -7.79 -10.59 4.55 7.79 10.59 -4.55 0.000% 20 -9.02 -14.12 -0.00 9.02 14.12 0.00 0.000% 21 -9.02 -10.59 -0.00 9.02 10.59 0.00 0.000% 22 -7.82 -14.12 -4.57 7.82 14.12 4.57 0.000% 23 -7.82 -10.59 -4.57 7.82 10.59 4.57 0.000% 24 -4.51 -14.12 -7.90 4.51 14.12 7.90 0.000% 25 -4.51 -10.59 -7.90 4.51 10.59 7.90 0.000% 26 0.00 -27.38 0.00 -0.00 27.38 0.00 0.000% 27 -0.00 -27.38 -1.13 0.00 27.38 1.13 0.000% 28 0.60 -27.38 -1.04 -0.60 27.38 1.04 0.000% 29 0.98 -27.38 -0.56 -0.98 27.38 0.56 0.000% 30 1.13 -27.38 0.00 -1.13 27.38 -0.00 0.000% 31 0.98 -27.38 0.56 -0.98 27.38 -0.56 0.000% 32 0.56 -27.38 0.98 -0.56 27.38 -0.98 0.000% 33 -0.00 -27.38 1.13 0.00 27.38 -1.13 0.000% 34 -0.60 -27.38 1.04 0.60 27.38 -1.04 0.000% 35 -0.98 -27.38 0.56 0.98 27.38 -0.56 0.000% 36 -1.13 -27.38 0.00 1.13 27.38 -0.00 0.000% 37 -0.98 -27.38 -0.57 0.98 27.38 0.57 0.000% 38 -0.56 -27.38 -0.98 0.56 27.38 0.98 0.000% 39 -0.01 -11.77 -2.03 0.01 11.77 2.03 0.000% 40 0.99 -11.77 -1.75 -0.99 11.77 1.75 0.000% 41 1.74 -11.77 -1.00 -1.74 11.77 1.00 0.000% 42 2.01 -11.77 0.00 -2.01 11.77 -0.00 0.000% 43 1.74 -11.77 1.01 -1.74 11.77 -1.01 0.000% 44 1.00 -11.77 1.76 -1.00 11.77 -1.76 0.000% 45 -0.00 -11.77 2.03 0.00 11.77 -2.03 0.000% 46 -1.00 -11.77 1.76 1.00 11.77 -1.76 0.000% 47 -1.74 -11.77 1.02 1.74 11.77 -1.02 0.000% 48 -2.01 -11.77 -0.00 2.01 11.77 0.00 0.000% 49 -1.74 -11.77 -1.02 1.74 11.77 1.02 0.000% 50 -1.01 -11.77 -1.76 1.01 11.77 1.76 0.000% tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCl BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 25 Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00006904 3 Yes 4 0.00000001 0.00004522 4 Yes 4 0.00000001 0.00022651 5 Yes 4 0.00000001 0.00014706 6 Yes 4 0.00000001 0.00018683 7 Yes 4 0.00000001 0.00012081 8 Yes 4 0.00000001 0.00003860 9 Yes 4 0.00000001 0.00002526 10 Yes 4 0.00000001 0.00017080 11 Yes 4 0.00000001 0.00011048 12 Yes 4 0.00000001 0.00023293 13 Yes 4 0.00000001 0.00015134 14 Yes 4 0.00000001 0.00006072 15 Yes 4 0.00000001 0.00003977 16 Yes 4 0.00000001 0.00017253 17 Yes 4 0.00000001 0.00011155 18 Yes 4 0.00000001 0.00019425 19 Yes 4 0.00000001 0.00012598 20 Yes 4 0.00000001 0.00005146 21 Yes 4 0.00000001 0.00003372 22 Yes 4 0.00000001 0.00024442 23 Yes 4 0.00000001 0.00015893 24 Yes 4 0.00000001 0.00017008 25 Yes 4 0.00000001 0.00010981 26 Yes 4 0.00000001 0.00000001 27 Yes 4 0.00000001 0.00012156 28 Yes 4 0.00000001 0.00013152 29 Yes 4 0.00000001 0.00012148 30 Yes 4 0.00000001 0.00011865 31 Yes 4 0.00000001 0.00011703 32 Yes 4 0.00000001 0.00011441 33 Yes 4 0.00000001 0.00011170 34 Yes 4 0.00000001 0.00012011 35 Yes 4 0.00000001 0.00011147 36 Yes 4 0.00000001 0.00011302 37 Yes 4 0.00000001 0.00011736 38 Yes 4 0.00000001 0.00012050 39 Yes 4 0.00000001 0.00000001 40 Yes 4 0.00000001 0.00000001 41 Yes 4 0.00000001 0.00000001 42 Yes 4 0.00000001 0.00000001 43 Yes 4 0.00000001 0.00000001 44 Yes 4 0.00000001 0.00000001 45 Yes 4 0.00000001 0.00000001 46 Yes 4 0.00000001 0.00000001 47 Yes 4 0.00000001 0.00000001 48 Yes 4 0.00000001 0.00000001 49 Yes 4 0.00000001 0.00000001 50 Yes 4 0.00000001 0.00000001 Maximum Tower Deflections - Service Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 80-40 3.766 39 0.3427 0.0015 L2 40-0 1.145 39 0.2372 0.0008 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 26 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ft 80.00 Lightning Rod 4'x5/8" 39 3.766 0.3427 0.0015 69346 78.00 P40-16XLPP-RR w/Mount Pipe 39 3.617 0.3390 0.0015 69346 70.00 RR45-19-04DPL4 w/Mount Pipe 39 3.024 0.3240 0.0013 34673 67.00 VHLP2-23 39 2.807 0.3180 0.0013 26672 66.00 VHLP1-23 39 2.735 0.3159 0.0013 24766 65.00 VHLP2-23 39 2.664 0.3137 0.0012 23115 63.00 VHLP1-23 39 2.524 0.3093 0.0012 20396 62.00 840 10057 w/Mount Pipe 39 2.454 0.3070 0.0012 19263 40.00 ACUTIME 2000 39 1.145 0.2372 0.0008 9045 18.00 ACUTIME 2000 39 0.383 0.1185 0.0004 19262 Maximum Tower Deflections - Design Wind Section Elevation Horz. Gov. Tilt Twist No. Deflection Load ft in Comb. 0 0 L1 80-40 16.864 2 1.5344 0.0067 L2 40-0 5.126 2 1.0621 0.0037 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in 0 ft 80.00 Lightning Rod 4'x5/8" 2 16.864 1.5344 0.0067 15507 78.00 P40-16XLPP-RR w/Mount Pipe 2 16.195 1.5181 0.0065 15507 70.00 RR45-19-04DPL4 w/Mount Pipe 2 13.542 1.4509 0.0059 7753 67.00 VHLP2-23 2 12.569 1.4237 0.0057 5964 66.00 VHLP1-23 2 12.248 1.4144 0.0056 5538 65.00 VHLP2-23 2 11.930 1.4048 0.0055 5168 63.00 VHLP1-23 2 11.300 1.3850 0.0054 4560 62.00 840 10057 w/Mount Pipe 2 10.989 1.3748 0.0053 4307 40.00 ACUTIME 2000 2 5.126 1.0621 0.0037 2021 18.00 ACUTIME 2000 24 1.714 0.5308 0.0018 4303 Compression Checks Pole Design Data I Section Elevation Size L L„ Kl/r A P° +P„ Ratio No. P„ ft ft ft in2 K K +Pn L1 80-40(1) P24x3/8 40.00 0.00 0.0 27.832 -7.64 1252.46 0.006 5 L2 40-0(2) P30x3/8 40.00 0.00 0.0 34.901 -14.12 1478.58 0.010 1 tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 27 Pole Bending Design Data Section Elevation Size M. OMnx Ratio Ma,. +M,,,. Ratio No. M. Mff_ ft kip-ft kip-ft 4M7 kip-ft kip-ft +Mny L1 80-40(1) P24x3/8 200.96 720.83 0.279 0.00 720.83 0.000 L2 40-0(2) P30x3/8 527.35 1101.03 0.479 0.00 1101.03 0.000 Pole Shear Design Data Section Elevation Size Actual (1)V„ Ratio Actual 4T„ Ratio No. V. V„ T„ T„ ft K K 4)V„ kip-ft kip-ft 411„ L1 80-40(1) P24x3/8 7.02 626.23 0.011 0.75 1213.93 0.001 L2 40-0(2) P30x3/8 9.10 739.29 0.012 0.99 1802.60 0.001 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P. M. M„,. Vu Tu Stress Stress ft ¢P„ GMnx +M„y 4V„ +T„ Ratio Ratio L1 80-40(1) 0.006 0.279 0.000 0.011 0.001 0.285 1.000 4.8.2 1/ 1/ . L2 40-0(2) 0.010 0.479 0.000 0.012 0.001 0.489 1.000 4.8.2 I/ Section Capacity Table Section Elevation Component Size Critical P ePouu, % Pass No. ft Type Element K K Capacity Fail L1 80-40 Pole P24x3/8 1 -7.64 1252.46 28.5 Pass L2 40-0 Pole P30x3/8 2 -14.12 1478.58 48.9 Pass Summary ELC: Load Case 11 Pole(L2) 48.9 Pass Rating= 48.9 Pass tnxTower Report-version 6.0.4.0 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01, Application 150755, Revision 0 Page 28 APPENDIX B BASE LEVEL DRAWING tnxTower Report-version 6.0.4.0 41 (PROPOSED) 3) 1-7/16'TO 78 FT LEVEL BE RLMOVED) 6)7/8/r'TO TO 78 FT LEVEL / \ INSTALLED-IN (2) r CONDUITS) 0/ ` 4) 1/2'TO 62 fT LEVEL ` 07 4)3/16'TO 62 FT LEVEL (INSTALLED)\\ O ED� ( TO 70 FT LEVEL (1) 1/2'TO 18 FT LEVEL • (1)S/16'TO 40 FT LEVEL BUSINESS UNIT 879600 TOWER ID:C_MSELEVEL LEGEND: FEEDLINES • SOLID BLUE CIRCLE DENOTES EXISTING FEEDUNE O OPEN RED CIRCLE DENOTES PROPOSED MARLINE X BLUE 'Z" DENOTES LOCATION NOT GIVEN NOTE: ASSUME FEEDUNE ATTACHMENT HEIGHT TO TOWER STEEL AT 8-FEET ABOVE FINISHED GRADE UNLESS OTHERWISE SPECIFIED BASE LEVEL DRAWING ''�rx 1 Crown Castle USA Inc May 31, 2012 80 Ft Monopole Tower Structural Analysis CCI BU No 879600 Project Number 2012775.879600.01,Application 150755, Revision 0 Page 29 APPENDIX C ADDITIONAL CALCULATIONS tnxTower Report-version 6.0.4.0 Stiffened or Unstiffened, Exterior Flange Plate - Any Bolt Material TIA Rev G Reactions Bolt Threads: Site Data Mu 200.96 ft-kips N-Included BU#: 879600 Axial, Pu: 7.64 kips Vn=9(0.45`Ab*Fu) Site Name: SCHOLLS FERRY/BULL 1 Shear, Vu:- 7.02 kips 9=0.75,cp'Vn(kips): App#: 150755, Rev. 0 Elevation: 40 feet 17.89 Pole Manufacturer:I Other If No stiffeners,Criteria: I TIA G <-Only Applcable to Unstiffened Cases Flange Bolt Results Rigid Bolt Data Bolt Tension Capacity,9*Tn,B1: 30.06 kips q'Tn Qty: 32 Adjusted c *Tn (due to Vu=Vu/Qty), B: 30.06 kips cpTn[(1-(Vu/cpVn)^2)^0.5 Diameter(in.): 0.75 Bolt Fu: 120 Max Bolt directly applied Tu: 11.08 Kips Bolt Material: A325 Bolt Fy: 92 Min. PL"tc"for B cap.w/o Pry: 0.957 in N/A: 75 <--Disregard Min PL"treq"for actual T w/Pry: 0.452 in N/A: 55 <--Disregard Min PL"t1"for actual T w/o Pry: 0.581 in Circle(in.): 26.625 T allowable w/o Prying: 30.06 kips a'<0 case Prying Force,q: 0.00 kips Plate Data Total Bolt Tension=Tu+q: 11.08 kips Diam: 29.125 in Non-Prying Bolt Stress Ratio,Tu/B: 36.9% Pass Thick,t: 1.375 in Grade(Fy): 36 ksi Exterior Flange Plate Results Flexural Check Ri.id Strength, Fu: 58 ksi Compression Side Plate Stress: 8.4 ksi TIA G Single-Rod B-eff: 2.36 in Allowable Plate Stress: 32.4 ksi Compression Plate Stress Ratio: 25.8% Pas' Comp.Y.L.Length: Stiffener Data(Welding at Both Sides) No Prying 11.53 Config: 0 Tension Side Stress Ratio, (treq/t)^2: 10.8% Pass Weld Type: Groove Depth: in** n/a Groove Angle: degrees Stiffener Results Fillet H.Weld: <--Disregard Horizontal Weld : n/a Fillet V.Weld: in Vertical Weld: n/a Width: in Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Height: in Plate Tension+Shear,ft/Ft+(fv/Fv)^2: n/a Thick: in Plate Comp. (AISC Bracket): n/a Notch: in Pole Results Grade: ksi Pole Punching Shear Check: n/a Weld str.: ksi � _ r Pole Data Diam: 24 in Thick: 0.375 in Grade: 50 ksi ;; #of Sides: 0 "0"IF Round Fu 65 ksi Reinf.Fillet Weld 0 "0"if None • s 0=none,1=every bolt,2=every 2 bolts,3=2 per bolt • Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Ext Flange G 1.3, Effective March 19,2012 Analysis Date:5/31/2012 Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA Rev G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding(1)*(Rod Diameter) Site Data Reactions BU#: 879600 Mu: 527.35 ft-kips Site Name: SCHOLLS FERRY/BULL A Axial, Pu: 14.12 kips App#: 150755, Rev. 0 Shear,Vu: 9.09 _kips Pole Manufacturer:[ Other 1 Eta Factor, r) 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 10 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Rigid Strength (Fu): 100 ksi Max Rod(Cu+Vu/r'): 73.5 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, Co*Fu*Anet: 260.0 Kips p'Tn Bolt Circle: 36 in Anchor Rod Stress Ratio: 28.3% Pass Plate Data Diam: 42 ,in Base Plate Results Flexural Check Rigid Thick: 2 in Base Plate Stress: 14.5 ksi AISC LRFD Grade: 36 ksi Allowable Plate Stress: 32.4 ksi cp'Fy Single-Rod B•eff: 9.42 in Base Plate Stress Ratio: 44.9% Pass Y.L.Length: 19.90 Stiffener Dat�Welding at both sides) n/a Config: 0 Stiffener Results Weld Type: _ Horizontal Weld : n/a Groove Depth: in" Vertical Weld: n/a Groove Angle: degrees Plate Flex+Shear,fb/Fb+(fv/Fv)^2: n/a Fillet H.Weld: <-- Disregard Plate Tension+Shear,ft/Ft+(fv/Fv)^2 n/a Fillet V.Weld: in Plate Comp. (AISC Bracket): n/a • Width: in Height: in Pole Results Thick: in Pole Punching Shear Check: n/a _ Notch: in Grade: ksi Weld str.: ksi Pole Data Diam: 30 in .._ Thick: 0.375 in ' _, Grade: 50 ksi . �' #of Sides: 0 -o-IF Round Fu 65 ksi Reinf.Fillet Weld 0 °0°if None at a - .7 ys 4,1 w '0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt Note:for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes CClplate 1.5-Circular Base G 1.3, Effective March 19,2012 Analysis Date:5/31/2012 • CAISSON ANALYSIS WORKSHEET Client: Crown Castle Job No.: 2012775.879600.01 /'/ Site ID: 879600 Sheet No: 1 Of 1 Site Name: SCHOLLS FERRY/BULL MT/QWEST Made By: JH Date: 5/31/2012 GPD GROUP, Location: Tigard, OR Chk'd By: DP Date: 5/31/2012 Loading Type: Wind Code: G FOUNDATION DATA RISA Reactions Diameter= 4.5 ft Moment = 527.35 ft-k Length= 28 ft Axial = 14.12 kips Rebar Size= 7 Shear= 9.09 kips #of bars= 20 Tie Size= 3 Clear Cover= 3 inches Edge to Bar Center= 3.8125 inches f'c= 3000 psi MOMENT CAPACITY OF DRILLED CONCRETE SHAFT Mn= 2148.63 in-k ACI Code 2008 Seismic Risk C Moderate Risk Load Factor= 1 (flexure) = 0.9 dMn= 1933.77 ft-k MOMENT FROM CAISSON PROGRAM USING ADJUSTED S.F.AND ACTUAL CAISSON LENGTH Moment= 573.7 ft-k (max. moment along caisson) REINFORCING STEEL CAPACITY LF*Moment from Caisson 573.70 ft-k Capacity= _ = 29.7% O.K. �Mn 1933.77 ft-k SOIL CAPACITY FROM CAISSON PROGRAM USING ADDITIONAL SAFETY FACTORS ADDITIONAL SAFETY FACTOR FROM CAISSON = 12.19 Phi(Soil) = 0.75 1/phi(soil) 1.33 Capacity= O.K. Additional Safety Factor 12.19 1010.9% Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G Note: Shaft assumed to have ties, not spiral, transverse reinforcing Site Data Maximum Shaft Superimposed Forces BU#: 879600 TIA Revision: G Site Name: SCHOLLS FERRY/BULL MT/OWE Max. Factored Shaft Mu: 573.7 ft-kips(*Note) App#: 150755, Rev. 0 Max. Factored Shaft Pu: 14.12 kips Max Axial Force Type:_ Comp. (*) Note: Max Shaft Superimposed Moment does not necessarily Loads Already Factored equal to the shaft top reaction moment For M(WL) 1.3 <----Disregard For P (DL) 1.3 <----Disregard Load Factor Shaft Factored Loads 1.00 Mu: 573.7 ft-kips Pier Properties 1.00 Pu: 14.12 kips Concrete: Pier Diameter = 4.5 ft Material Properties Concrete Area = 2290.2 in2 Concrete Comp. strength,f'c= 3000 psi Reinforcement yield strength, Fy = 60 ksi Reinforcement: Reinforcing Modulus of Elasticity, E= 29000 ksi Clear Cover to Tie= 3.00 in Reinforcement yield strain = 0.00207 Horiz. Tie Bar Size= 3 Limiting compressive strain =1 0.003 Vert. Cage Diameter = 3.86 ft ACI 318 Code Vert. Cage Diameter= 46.38 in Select Analysis ACI Code=[ 2008 Vertical Bar Size = 7 Seismic Properties Bar Diameter= 0.88 in Seismic Design Category = C Bar Area= 0.6 in2 Seismic Risk = Moderate Number of Bars = 20 As Total= 12 in2 Solve <--Press Upon Completing All Input • A s/Aconc, Rho: 0.0052 0.52% (Run) ACI 10.5 , ACI 21.10.4, and IBC 1810. Results: Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 2 (3)*(Sgrt(f'c)/Fy: 0.0027 E• widink 200/ Fy: 0.0025 /.•AAA u �• IBC 1810.1.2: 0.0025 SDC C Mu �' • ��. M • //lam Governing: 0.0033 0.33% - . - ACI 10.8 and 10.9 Min As for Columns, Comp. Controlled. Shafts: T1 Min As: 0.0050 0.50% Case 1 Case 2 Dist. From Edge to Neutral Axis: 13.30 in Minimum Rho Check: Extreme Steel Strain, et: 0.0083 Actual Req'd Min. Rho: 0.33% Flexural et > 0.0050,Tension Controlled Provided Rho: 0.52% OK Reduction Factor,c): 0.900 <-- Comment Box Ref. Shaft Max Axial Capacities,4) Max(Pn or Tn): Max Pu = 4=0.65) Pn. Output Note: Negative Pu=Tension Pn per ACI 318110-2) 3395.32 kips For Axial Compression, cp Pn = Pu: 517.69 kips at Mu=(1)=0.65)Mn= #NUM! _ft-kips Drilled Shaft Moment Capacity, cpMn: 1933.77 ft-kips Drilled Shaft Superimposed Mu: 573.70 ft-kips Max Tu, (cp=0.9) Tn = 648 kips at Mu=ck=(0.90)Mn= 0.00 ft-kips (MukpMn, Drilled Shaft Flexure CSR: I 29.67% Drilled_Shaft_MomentCapacity, DSMC, Version 1.1 - Effective 04/01/2010 Analysis Date: 5/31/2012 . • t , CAISSON Version 4.46 Thu May 31 09:52:30 2012 U.W. Short Course - 1998 ***************************************************************************** * * * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * ***************************************************************************** *** ANALYSIS IDENTIFICATION : SCHOLLS FERRY/BULL MT/QWEST, BU #: 879600 NOTES : GPD GROUP JOB #: 2012775.879600.01 *** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 4.500 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.00 *** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 2.25 0.00 120.0 0.0 2 S 12.75 2.25 120.0 2.833 28.57 3 S 10.00 15.00 57.6 2.951 29.59 4 S 3.00 25.00 67.6 2.515 25.53 *** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 527.4 VERTICAL (k) = 14.1 SHEAR (k) = 9.1 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 12.19 *** CALCULATED PIER LENGTH (ft) = 28.000 *** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.00 2.25 120.0 0.0 0.00 1.13 S 2.25 12.75 120.0 2.833 504.75 10.20 S 15.00 4.49 57.6 2.951 345.20 17.30 S 19.49 5.51 57.6 2.951 -486.74 22.31 S 25.00 3.00 67.6 2.515 -252.32 26.52 *** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft-k) SHEAR (k) MOMENT (ft-k) 0.00 110.9 6434.6 9.1 527.9 2.80 104.5 6743.4 8.6 553.2 5.60 50.5 6968.9 4.1 571.7 8.40 -39.4 6992.8 -3.2 573.7 11.20 -165.4 6714.5 -13.6 550.8 14.00 -327.3 6033.2 -26.8 494.9 16.80 -526.7 4845.6 -43.2 397.5 19.60 -730.1 3066.2 -59.9 251.5 22.40 -490.7 1352.9 -40.3 111.0 25.20 -236.1 334.8 -19.4 27.5 U.W. Short Course - 1998 Page 1/2 • 28.00 0.0 0.0 0.0 0.0 *** TOTAL REINFORCEMENT PCT = 0.30 REINFORCEMENT AREA (in^2) = 6.87 *** USABLE AXIAL CAP. (k) = 14.1 USABLE MOMENT CAP. (ft-k) = 697.0 *** US Standard Re-Bars (Select one of the following) : 35 BARS #4 (AREA = 0.20 in^2 DIA = 0.500 in) AT SPACING (in) = 3.95 23 BARS #5 (AREA = 0.31 in^2 DIA = 0.625 in) AT SPACING (in) = 6.01 16 BARS #6 (AREA = 0.44 in^2 DIA = 0.750 in) AT SPACING (in) = 8.64 12 BARS #7 (AREA = 0.60 in^2 DIA = 0.875 in) AT SPACING (in) = 11.52 9 BARS #8 (AREA = 0.79 in^2 DIA = 1.000 in) AT SPACING (in) = 15.36 7 BARS #9 (AREA = 1.00 in^2 DIA = 1.128 in) AT SPACING (in) = 19.75 6 BARS #10 (AREA = 1.27 in^2 DIA = 1.270 in) AT SPACING (in) = 23.04 5 BARS #11 (AREA = 1.56 in^2 DIA = 1.410 in) AT SPACING (in) = 27.65 4 BARS #14 (AREA = 2.25 in^2 DIA = 1.693 in) AT SPACING (in) = 34.56 *** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 887.8 U.W. Short Course - 1998 Page 2/2