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Specifications
APPLICANT: SITE INFORMATION: •- DEFERRED • VERIZON WIRELESS NAME POR DARTMOUTH R 5430 NE 122nd AVE ADDRESS: 11744 PACIFIC HIGHWAY fire lder �� PORTLAND, OREGON 97230 TIGARD, OREGON 97223 • CONTACT: GERI ROPER 503.408.3450 TAX ID: R284105 Al eiTrl w APPLICANT'S REPRESENTATIVE: OCCUPANCY TYPE: S2 :Mechanical WIRELESS FACILITIES, INC CONSTRUCTION TYPE: VN Plumbing DEC 4 1 Z 2006 4445 SW BARBUR BLVD, STE 101 CURRENT ZONING: WR PORTLAND, OREGON 97239 Electrical CITY + P 503.9755147 KERS COORDINATES: Truss Engineering g t# <'ll Y Uf 11�7HlJ) CONSTRUCTION MANAGER: LATfl1JD 000' 46' 36.00 N Shop Drawings _ . --- gY1 TG , � , n�cTON WIRELESS FACILITIES, INC GROU D 198.00' AMSL Other 4445 SW BARBUR BLVD, STE 101 N l PORTLAND, OREGON 97239 PROJECT DESCRIPTION: CONTACT TERRY BURKE PHONE 503.973.5445 VERBAL SUMMARY: WITHOUT FORCE OR EFFECT ON LESSOR: THE CONTRACT DOCUMENTS THE DESCRIPTION OF THE PROPOSED WORK CAN BE DESCRIBED AS FO LLOWS: T- MOBILE 2380 BISSO LANE, STE A of Tigard CONCORD, CA 94520 VERIZON WIRELESS PROPOSES THE INSTALLATION OF ((�� 6 y 11{ CONTACT: DIAN TARDIFF RADIO CABINETS AT AN EXISTING l.J i �••� 1 PHONE _ _ TELECOMMUNICATIONS FACILITY AND THE INSTALLATION 11 ARCHITECT: OF AN -ANTENNA ARRAY ON AN EXISTING MONOPOLE n Proved Pla DOUGLAS 1 c 1 tL RHlccr CODE COMPLIANCE: By ISit- Date 331 WEST CONTAE, OREGON 97401 PO R CONTACT a op 200 9 - 005 gc� PHONE: DOUG 6 796 ALL WORK AND MATERIALS SHALL BE PERFOMED PHONE 541.888.9798 AND INSTALLED IN ACCORDANCE WITH THE SURVEYOR: ADOPTED BE GOVERNING FOLLOWING AUTHORS SS � (`� �, 15 SSEE ROSS & OPTED BE THE LOCAL NOTHING IN THESE PLANS IS TO BE CONSTRUED O1' 1. E� 1 I" P PH U0 ONE 0NE 503.657 1384 CODES. O RMR WORK NOT IN COMPLIANCE WITH THESE DARTMOUTH J I C , A J. ) l ec, � 8 POWER COMPANY: 1. IBC - 2003; OREGON STATE STRUCTURAL 0� C. G PEE SPECIALTY CODE - 2004 TIGARD OR 97223 \v-‘ ,i, SEE SHEET FOR A. . INTERNATIONAL NAL FIRE RE CODE 2003; OREGON _ /l COONTACT T INFORMATION AMENDMENTS 2004 / �! / - TELCO COMPANY: 4. NATIONAL ELECTRIC CODE 2005; OREGON OWEST ELECTRICAL SPECIALTY CODE 2005 PROJECT NUMBER 2006165366 C SEE SHEET E01 FOR CONTACT INFORMATION LOCATION NUMBER 171654 • Lund St 4P 1 .z SW L Map Poin t• I I SW Mapleleal St REV DATE ISSUED AS BY INDEX TO DRAWINGS ����® ���' SW Oak St 294 A �� pr 9 sW Pine St COTTEL . SW Spruce St & SW Spruce St &- G 02 OVERALL SITE PLANS ' • dig / it wow. A 03 EQUIPMENT YARD LAYOUT Sw North Dakota 9 ` N a 11744 SW Pacific Hwy, 294 04 SITE ELEVATIONS � .� :1 T r T 1 • • SW PlaNk Sty • Portland; 05 CONSTRUCTION DETAILS �d OR 97223 -84b2 g i �� • � 06 CONSTRUCTION DETAILS C ' 07 SPECIFICATIONS 1 ; �r (patois' N 5 3 fi SWDartmouth A ` �' •u LL S • EL E CTRICAL ENGINEERING ' tr y _ � 6 g $ tll E ENE ■REGON,� • APPROVALS 312 0 \ :: it LESSOR DATE • • & ! :" ® DRAWING FILE 12006 imosa 12005N*0lea.m Lo diorODT Oamwego DEPT 1 BY DATE �: wcWOaMOH o � RE VV WIKELESS SHEET TITLE ( � DRIVING DIRECTIONS FROM PORTLAND MSC: TELECOMMUNICATIONS SITE DEVELOPMENT PROJECT .l . Head SW from NE 122nd Avenue. Turn right at NE Shaver Street. Turn left at NE 102nd Avenue. Bear right PM DOUGLAS �* onto the I -84W entry ramp to Portland and travel approximately 6 miles. Take the I -5 south ramp to DOUGLAS CCIF 'EL ARCHITECT DESCRIPTION Salem /Beaverton and travel approximately 8 miles. Take the OR -99W exit, exit 294, to Tigard /Newberg. Bear EN G 331 -C WEST 13TH AVE EUGENE OREGON 97401 right at SW Pacific Highway and travel approximately 1 mile. Site Is on the left. Access road Is just past SW SHEET NUMBER Dartmouth Street. Follow road down the hill to the site. 0PS PHONE 541 686 9796 WWW.COTTELNET 01 220 ` - - --/ / REV DATE DESCRIPTION BY - A / f / / 0 13DEC0B BP SUBMITTAL DC 4 V / 1/� i° ; f . /- ' / 1 � \ G /- I' `/ II c 0 • ./ \- ','', ' / III Vert nWireless \I i '/ �\ � / ' j // POWER TO COSTCO �/' 1/ �,'� , GAS TO COSTCO POR / DARTMOUTH s I , , / i'2 � ° 013/ ;, / ; I , POWER TO THE SITE TIGARD, OREGON `� f '' / / � // \ 9 7223 TELCO TO THE SITE \ % ' 1 i' I 21° it i ' VV WIRELESS s N.. � �- II 1Q TELECOMMUNICATIONS SITE DEVELOPMENT 7��; 1 II DOUGLAS COTTEL ARMITECT �\ , �_ 331 -C WEST 13TH AVE EUGENE OREGON 97401 PHONE 541 96 WWW.COTTEL.NET ?„, .,,--------- 1 \ 1 \ 111 / La G � 925 OTTEL Pa• - *. O' <7 u ffi '. —S 89' 51' 46" E 72.71' V { �1�� • ''L/ �' . �. e A COTTEL tc3 I Wrqill 1111111w- LOCATION OF EXISTING `S k.5,-, �� �� V.., TELECOMMUNICATIONS FACILITY WHERE - _ • " -K(J 1 tf 3 : OREGON,. VERIZON WIRELESS PROPOSES TO ADD 6• .6 : 4 4. __' i %O O ,A '5 O EQUIPMENT CABINETS AT GROUND LEVEL �6+ rn 9 � CS AND AN ANTENNA ARRAY ON AN EXISTING / I' - D MONOPOLE 9 It • • / L i SEE SHEET 03 FOR DRAWING FIE �6Nc� o j DRAWING FILE I M EQUIPMENT YARD LAYOUT ' v) SHEET TITLE t• _ I�� — 'J0 OVERALL SITE 1 OVERALL SITE PLAN C� 02 1" = 30' -0 PLAN SHEET NUMBER 02 • \ / REV DATE DESCRIPTION BY I 0 13DEC08 BP SUBMITTAL DC { 4 I I EXISTING ROADWAY NEW FENCING NI EXISTING \ VERIZON NW H -FRAME vpjr,� wireless / I n n S 89'51'46'E 72.71 / - z--------_7\ -- X X =T_ EI f i PO R r 7- ���� 4,\.., (N) VERIZON oil 01 / DARTMOUTH WIRELESS LEASE / -� I - . AREA - 10' X 24' �►, .. ,`, + f. / O\ N EW (N) ASPHALT THIS — r_ _ .. ' (E) LCW WIRELESS VERIZON 111111\7'6 BOLLARDS \ AREA L (E) LCW WIRELESS LEASE AREA AND RADIO COMM H -FRAME Q / `4 4 /' 0 N \ / / EQUIPMENT CABINETS TIGARD f OREGON • MOVE GATES TO THIS LOCATION �" A E FENCING 97223 RECONFIGURE FENCING AND \ i/ x ( E) REMOVED FENCE TO BE I ( ) . _ (E) LEASE BOUNDARY UTILITY SE FRAMEON WIRELESS — �� _ Q `\� AN X I c. o 6., r� / -, :\p, - / PROPOSED VERIZON WIRELESS ,��I \ .�' RADIO EQUIPMENT CABINETS ON NEW FENCING ' . / ��n� +sse j'-, " :' V hl WILES S • NEW 6' X 20' CONCRETE SLAB �� _ "II r � ' \ TELECOMMUNICATIONS SITE DEVELOPMENT I N PROPOSED VERIZON WIRELESS COAX BRIDGE - SLOPE FROM • " Ross��''•a' •L �'. I a �� ( \ CABINET PLINTH TO 8 FT TALL \moo a° i �. _ _, DOUGLAS COTIEL ARCHITECT BRIDGE SUPPORTS BEHIND \ ���I ,G v I 331 -C WEST 13TH AVE EUGENE OREGON 97401 der � P HONE 541 6 096 WWW.COTTELNET T- MOBILE EQUIPMENT ^ ill :a,`�.;,: ,� .r . � :..,, , v � DpVV!! X X X � - ,iX� X � I O s � s 4 . F �9 W ► e , ' ITTEL � (E) T- MOBILE RADIO \ O ', ® li,:e EQUIPMENT CABINETS (E) STEEL MONOPOLE cp e I , ' • . 4l Fri: c . • A COTTEL C _ �`1 ^ ,� _' (I) t om : , . OREGON ,, REGON.. 5 9 O0 G b DRAWING FILE ' - . _ d el`, _ WFI \57DARTMOUTH \VZWDARTMOUTH -03 r1 C V SHEET TITLE I.--' 1 EQUIPMENT YARD PLAN EQUIPMENT YARD . 03 1 "= 10' -O" PLAN SHEET NUMBER 03 TIP OF (E) T- MOBILE ANTENNAS REV DATE DESCRIPTION BY / 132 -6" AGL \ F y 0 13DEC08 BP SUBMITTAL DC TOP QF MONOPQLE • ,�� • It 130' AGL l ,e I 4 1/4 b ijfi 1 • Yf ^` & RAD CENTER OF (E) LCW WIRELESS ANTENNAS s �•^ 4� 117' AGL t1=114: PROPOSED VERIZON WIRELESS T -ARM COLOCATION BRACKET - VALMONT PART 802740 OR SIMILAR V \ 01.1111.1. : °°...... @r in11 wireless 1 POR 1 1 • n — J t " CENTERUNE OF PROPOSED VERIZON WIRELESS A NTENNAS - 411 I DARTMOUTH I � � 90' AGL � :I.A.1.11121 PROPOSED VERIZON I WIRELESS ANTENNA ARRAY -THREE SECTORS - FOUR (4) ANTENNAS PER _ TIGARD, OREGON SECTOR - TWELVE (12) 97223 ANTENNAS TOTAL • - • (E) 130' TALL MONOPOLE .WIRELES TELECOMMUNICATIONS SITE DEVELOPMENT DOUGLAS OOrITEL ARCHITECT PROPOSED VERIZON 1 331 -C WE U NE OREGON 97401 WIRELESS RADIO CABINETS I PHONES ai9S j�MWW.COTTELNET AND GPS ANTENNA C NIT �� SECURITY FENCING AND 1 ' • _ ' '� OTTEL GATES - RECONFIGURE TO ENCLOSE VERIZON • W �� WIRELESS EQUIPMENT 41 (E) T- MOBILE RADIO j EQUIPMENT CABINETS 1 z z PROPOSED LCW WIRELESS z 1 Ol RADIO CABINETS e cc g g PROPOSED LCW WIRELESS a j r � , , C� jf (N) VERIZON WIRELESS a H -FRAME P. J / a a UTILfTY H -FRAME a cr O IPOT ER AND TELCO a t' c A. COTTEL Cqg e, o — I • Q' � `, ^ ,t _ ti 1 ' � I __ill _ m_ IN OREGON fp 'ry�"'ya'� � := FR � 'd` ."v' '' . a r� WWII � s^ { i ' x '..55 ; • �• P:•�s y��i�rs•, - j .• r '. ��. ❖ T Op p � -��i IN ,W11 I 4 6 � v .S •�: y .• � C ��•I�C ;}�' i r'� � � . - : o c L,3 ; �i4e }o$;.- °7 k 1:41 r � ,W � E + 'p I ;r 3 �• f ` i , Fi ;r ? I 5 �. t ' '� : �� � sr .0000 I ' I e IN.: � 1 ' 0 . 1 444 0 � � :I 1 ,, 0 q : :+ :. p.+bs:::):44 i ' _ 11 , : �. m, IE L ::::::5� a ISTING GRADE � IP:L �I i I 0 • _ _ 197.00 AMSL DRAWING FILE ( (N) VERIZON WIRELESS UTILITY H -FRAME WFI \57DARTMOUTH \VZWDARTMOUTH -04 �� SOUTH SITE ELEVATION 2 WEST SITE ELEVATION SHEET TITLE r � SITE ELEVATIONS 04 1/16" = 1'-0 04 1/16" = 1' -0" SHEET NUMBER 04 REV DATE DESCRIPTION BY • 24' -0" LEASE AREA 5" 20' -0" SLAB WIDTH V -6" 0 13DECO6 BP SUBMITTAL DC • • CONCRETE PAD - • UNE OF VERIZON 12" DEEP WITH #4 WIRELESS LEASE AREA REBARS AT 12" OC - _ - _ , • • BOUNDARY 1 UTILITY H -FRAME EDGE OF CONCRETE -SEE E SHEETS FOR iv SLAB DETAIL i -r") I - • i 0 o II W . ", . PRIM ARY HERE _ EBRE 0 _ MISC fl •. 1 + � ' ♦ 4812ET POWER POWER CAB J - �a = . .� �'. RF CABINET _ ] Il aa;gg Ver, nwireless i N I 2 % i6" GALV PIPE COLUMN / I I I I O ■ - SUPPORT INC 24" ' -.- PO R GRIPSTRUT ICE BRIDGE _RADIO EQUIPMENT • L - CABINETS ON PREFAB J DARTMOUTH STEEL PUNTH co BOLLARDS TIGARD, OREGON 1 EQUIPMENT SLAB PLAN 97223 05 3/16" = 1' -0" 2' —O" 8' -0" • CLEAR 1 t MAXIMUM er RADIO CABINETS MOUNTED WITH UTILITY H -FRAME •~ • ' ~ �/�WIRPLESS MFG HARDWARE TO STEEL PLINTH TELECOMMUNICATIONS SITE DEVELOPMENT BOLLARDS - SEE DETAIL ^T � c /y�p� 12" DEEP CONCRETE SLAB WITH DOUGLAS W a EL, ARCHITECT ri i " =•s•i #4 RE BA R • 12" OC EA WAY 331 -C WEST 13TH AVE EUGENE OREGON 97401 loi.i./ u. PIP SLEEVES WITH BRIDGE e PHONE 541 "i6°796A WWW.COTTEL.NET HOLD CHANNEL ♦ �L �J COAX .♦ — �� C BRIDGE C OAX BRIDGE BOLTED TO ♦ 6" B ACK BRIDGE CHANNEL ♦♦ _ . '♦ , _ - __ - 44,11 let WER ♦ - -- � _ � - _ jrom UNISTRUT COAX SUPPORT WITH ♦ ♦ ♦♦ '7,' L (BUG OTTEL � . / CABLE BLOCKS SUSPENDED FROM BRIDGE CHANNEL WITH .1 ♦♦ I G 1 _ ` - _ — _ ' ii ALL THREAD WITH NUTS ABOVE ♦ I • 1 ad AND BELOW UNISTRUT -ALL ♦♦ 1 I t '` ' 1, 1 COMPONENTS OF STAINLESS • _.Z ♦ 7' STEEL • • 2 -gib" OD GALV PIPE COLUMN X — �I _ 4l w • S, � / � CONCRETE FOOTING -CROWN • + I-1 - F _ _ _ I / ! ` f j, • I - TOP ' 1 - -I !,' I- III -I'•I. � c A COTTEL _ th - J 11 I' ` — . I la 1 - - -1 I'I 1- -,L 11 r i -!a � - r I I I — i I I , I .� i Tf, --- ; 11 I � -- ' I !— H , -- '— 1 I I= ' -- i ; -__ ! _ = 1 -- - III ' I` I -,I. I , I F l -- ' . ' 1 - 1 I _ 1 I I - - - I - -, I �_E- u_ J -+ � I I -i -- I � ,. . - - 1 L � � 1 I - -- - I 1 I 1 I d • .- .-. ' J (.0 i u i ui ' " iii 11 i -. ' 1 � H I I � I i I i i _ i 1---,H _ ' I� .• Q 12" 12 f2" 12" 1'2 I � - -1 - - - - - - - � . -___ I-4244111-14 i 0� •—• , �� � ;=, I 1 I i I _ 11 -� 1. DRAWING FILE WFI \57DARTMOUTH \VZWDARTMOUTH -05 l ' c' 2 COAX BRIDGE 3 EQUIPMENT SLAB SECTION SHEET TITLE 05 1/4" = 1' -0" 05 1/4" = 1' -0" CONSTRUCTIOON N DETAILS SHEET NUMBER 05 U y 4 , , s 10' -oSTRAN " TYPIC OF AL BARBED LAYOUT 12' -O" TYPICAL DOUBLE GATE 4' -0" CLEAR REV DATE DESCRIPTION BY 3 MAN GATE WHERE THREE REQUIRED 0 13DEC06 BP SUBMITTAL DC •�" WIRE ' ' - -- - - x —x — x x— x— x —x —x —x II Xxxx —�(x xxx x x x- I x 1 x— x — x — x — x --- x 1 x x — x 1 1 x— x— X 11 x— x— X — x — x— x I 1 x x 1 1 x- '` GENERAL NOTES: I x 1 xxxx —xx 1 x —x —x I I x —x —x 11 x— x— x —x —x x I xx I I x- 1 GATE POST AND CORNER ''�_ 1. . ! I. . I. .I 1. 1. 11. • POST: 2 -% OD PIPE SCHED 1 •-•• • •• - • • • �I� 'oI� ♦♦•♦ ♦♦• `n ♦♦ 1 ♦di .- --• - iii' .' o •- i�'' . X 80 " ♦♦ ♦ I ♦ � r I✓ • ♦ `� ♦ } I', ♦ ♦ ♦♦�♦ ♦• ".•:., • ♦♦ ♦ ♦♦ ♦ ♦d� 1 2. LINE POST: 2 - %" OD PIPE d• ♦ ♦ ♦ ♦ ��� ♦� ♦ ♦ �� � ♦� ♦d . ♦�♦ ♦♦ . ♦�����♦ ♦d ♦ �� ♦ !. .. SCHED 80 ♦ ♦ ♦♦ ♦ ♦ ♦ ♦ • I I I! • ♦d• ♦ ♦ x •♦ •♦ " - ♦ ♦ O ♦♦ ♦♦ 1 4 4 l ♦ •♦ x • ♦ ♦♦ •♦ ♦ 1 1I 3. GATE FRAME: 2° OD PIPE , ._ ♦ ♦ ♦ ♦ ♦ ♦ 4 I � ♦ ♦ • . , ♦ ♦ ♦• I I '� ♦• •♦ •; "4 • . • ,4 ♦ II ! � +$41 r• r jy • SCHED 80 to ► ♦ ♦♦ ♦♦ d d ill ♦ O.1 • O ♦ i ♦ ♦ • ♦ • , • ♦ ' ►i ♦ ♦ • • ♦ ♦ ♦ ,7 ' , we ♦ • ♦ P � -3'4 1 •d '" ♦ ♦03 ♦ 4 4 - ' d "•••• •d ♦ ♦ ♦:•:*: • O� ♦ ♦ ♦ ♦ O ♦ O ♦ ♦ ♦ I • ♦ • ♦ � ♦ ♦ ♦ • ♦ ♦ I I _ � ♦ ♦ ♦♦ ♦ •♦ -• d ♦ ♦ ♦ ♦ �.• - / d ♦ ♦♦ Ii I� ♦ ♦� * ♦ ♦Y'`w � • ♦i♦i i ♦ wirele ♦ ♦ d ♦ ♦ ♦♦ ♦ O , L • GALVANIZED STEEL • .. I • ♦ ♦♦ • ♦ •� = ♦ tt ! ♦ ♦ ♦ ♦ I I , O• ' iii. .5. d ♦ ♦ : , 1 1 ' ♦ `♦ ♦ „ � .� �,I I ,k'k• 7. BARBED WIRE: DOUBLE �- �': ` �- � STRAND 12-) ” OD TWISTED 6" MAX ��� `I 7-1 _ _ - - p- PO R " _, - • 1 1 -I 1 I - 1 1 -I " WIRE TO MATCH FABRIC WITH 14 GA, 4 PT BARBS ON 5' - 1 1-211-111-111-111-1'1-1'1-111-111 _ - - 1I I I I I 111 -I 1 -1 �- 111 - 11 1 -I I I_ d ! I_K — L - 11 1 -- I— 111— • .. Ilia I I =1 I CENTERS __ DARTMOUTH 1 III • I_I , = 1Ti — I 1_11 I 1 — 1 ' � 1 =1 1-1 I I ;1 -1 , 1-1 � I -1 I I -i 1 "' _ —11 —I 11— —111-1 , 111 -1 . 1 _� • TENSION RODS AS REQUIRED • CONCRETE FOOTINGS ' • • BOTTOM TENSION WIRE ,; 112"1 , 2" DIA AT LINE POST • 18 I I , 8" I I , 8" I 18 IGAD, OREON 18" DIA AT GATE AND CORNER/ ff •• •• •♦ • . POSTS 1 FENCE AND GATES 97223 06 1/4" = 1' -0" UM WIRELESS \ TE SITE DEVELOPMENT 6" GALVANIZED \ ' DO UGLAS C STEEL PIPE - FILL 331 -C WEST 13TH AVE EUGENE OREGON 97401 WITH CONCRETE - \ PH ONE 541 6 N96 m WWW.COTTEL.NET PAINT "TRAFFIC YELLOW \ CONCRETE FOOTING % �� ��� GAMMA SECTOR 6" 96" MINUS OR 325' AZIMUTH ALPHA SECTOR D COTTEL MATCH EXISTING p OHO' AZIMUTH '. SURFACE I _ Q __ COMPACTED OR ' \ �1 0 y • to iip \ UNDISTURBED SOILS \ % it -- ;': I OREGON E Iii -Iil i :' all - T ' 11 �f� I III - I 11 'a �: ;III - I I - III o A COTTEL t'''' III - III . : 1 1 III - III = 1 I lit' n 1=1 1 1=11 I ;1 ; .:I 11=1► I-I � I e i i i i . ^,� �; I I —Ill • 1 T•.' III -III R ti III - III ;1 !.:III III -III BETA SECTOR t o : OREGON -III '.t•••!.... III -11 - � 160' AZIMUTH i lN4 _ ,A_.., • 5 �O I- III- _ = III - - - - - __ ''may 1' -6" \ DRAWING FILE M WF1 \57DARTMOUTH \VZWDARTMOUTH -08 s A SHEET TITLE i i i ,, ■ 2 BOLLARD 3 ANTENNA AZIMUTH PLAN CONSTRUCTION DETAILS 06 1/4" = 1' -O" 06 if 3/16" = 1' - O" SHEET NUMBER 06 i . _ _ REV DATE DESCRIPTION BY GENERAL STRUCTURAL NOTES; 1. Where a construction detail is not shown or noted, the detail shall be the same as for other similar work. 0 13DEC06 BP SUBMITTAL DC . 2. Notes and detail on drawings shall take precedence over general notes. 3. No pipes, ducts, sleeves, chases, etc., shall be placed in slabs, beams, or walls unless specifically shown or noted, nor shall any structural member be cut for pipes, ducts, etc., unless otherwise noted. Contractor shall obtain prior approval for installation of any additional pipes, ducts, etc. ■.+ 4. Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the contractor shall defend, indemnify and hold Verizon and the architect/ engineer harmless from any and all liability, real or alleged, in connection with the performance of work on this project, excepting • for liability arising from the sole negligence of Verizon or the architect /engineer. 5. The contract drawings and specifications represent the finished structure. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure, workers and pedestrians during construction. Such measures shall include, but not be limited to bracing, shoring for loads due to \ il 0.11.1°. : °.... construction equipment, temporary structures, and partially completed work, etc. Observation visits to the site by the architect /engineer shall not include inspection of such items. VerIL wireless 6. ASTM specifications noted on the drawings shall be of the latest revision. 7. Construction materials shall be spread out if placed on framed floor or roof. Load shall not exceed the design PO R live load per square foot. Provide adequate shoring /bracing where structure has not attained design strength. 8. It shall be the responsibility of the contractor to locate all existing utilities whether shown hereon or not and to protect them from damage. The contractor shall bear all expense of repair or replocement in conjunction with the DARTMOUTH prosecution of this work. 9. Dimensions shall take precedence over scales shown on drawings. 10. These notes shall be considered a part of the written specifications. 11. All items removed during construction work (i.e., drywall, plywood, ceiling panels, etc.) shall be replaced to match existing. TIGARD, OREGON GENERAL CONCRETE NOTES: 97223 1. All concrete work shall be in accordance with the ACI 301 -89, ACI 318 -95 and the specification for cast -in -place concrete. 2. All concrete shall have a minimum compressive strength of 3,000 psi at 28 days unless noted otherwise. _ �!— 3. Reinforcing steel shall conform to ASTM A 615, Grade 60, deformed unless noted otherwise. Welded wire fabric shall conform to ASTM A 185 welded steel wire fabric unless noted otherwise. Splices class "B" and all hooks shall be standard unless noted otherwise. u� �VI1LE S S 4. The following minimum concrete cover shall be provided for reinforcing steel unless shown otherwise on drawings: "; •1 Concrete cast against earth 3 in. Concrete exposed to earth or weather: TELECOMMUNICATIONS SITE DEVELOPMENT #6 and larger 2 in. #5 and smaller & WWF 1 -1/2 in. DOUGLAS COTTEL ARCHITECT Concrete not expose to earth or weather or not cast against the ground: 331 - WEST 13TH AVE EUGENE OREGON 97401 Slab and wall ? in. PHONE 541 6 9796 WWW.COTTELNET Beams and columns 1 -1/2 in. ��� V I� /��� 5. A chamfer ?" shall be provided at all exposed edges of concrete U.N.O. in accordance with ACI 301 Section 4.2.4. 6. Holes to receive expansion /wedge anchors shall be 1/8" larger in diameter than the anchor bolt, dowel or rod �� ��� and shall conform to manufacturer's recommendation for embedment depth or as shown on the drawings. Locate • and avoid cutting existing rebar when drilling holes in elevated concrete slabs. , �. OTTEL 'E'er 7. Use and installation of conc. expansion /wedge anchor shall be per ICBO and manufacturer's written recommended Ar�Y procedures. / r.o STANDA STRUCTURAL STEEL NOTES: ® • 1. All metal work shall be in accordance with the specification galvanized ASTM A992 unless noted otherwise. • I 2. Structural tubing members shall conform to ASTM A500, Grade A or A501. - 3. All welding shall be done using E70XX electrodes and welding shall conform to AISC and AWS D1.1. Where fillet �� �, ✓.,� . - weld sizes are not shown, provide the minimum size per table J2.4 in the AISC "Manual of Steel Construction ", 9th 111 ; , Edition. / 4. Bolted connections shall use bearing type galv. ASTM A307 bolts (5/8 " . � dia. UNO) and shall have a minimum of A . COTTEL two bolts U.N.O.�', � .,* *t °Ill' SPECIAL INSPECTION: OREGON A letter has been submitted to the permiting jusidiction with this application outlining the Special Inspections required � �9 5 � 0 by the Architects and Engineers for this work. 010? I The following requirements shall be met for special inspection: DRAWING FILE A. The special inspector shall be under the supervision of a registered professional engineer. WFl \57DARTMOUTH\VZWDARTMOUTH - 07 isir B. The special inspector shall furnish inspection reports to the architect/ engineer, and other designated persons. ' ,Ii All discrepancies shall be brought to the immediate attention of the contractor for correction; then, if uncorrected, SHEET TITLE 1. to the proper design authority and the building official. SPECIFICATIONS C. The special inspector shall submit a final report signed by both he and his supervisor stating whether the work requiring special inspection was in conformance with the approved plans and specifications and the applicable SHEET NUMBER workmanship provisions of the Uniform Building Code. 07 D. Comply with all city special inspect requirements. jc - 5 ge 7// i° AZ& cos PL7rtiSSCIA'rE STRUCTURAL ANALYSIS REPORT .. 1T • eMobll .. SITE NUMBER: P001373B SITE NAME: GREENBURG NEW ANTENNA INSTALLATION BY: \.- Veri7 . pjpwireIess ON AN EXISTING 130' MONOPOLE REC DEC 14 2006 CI1 Y U.F 11Ut BITTEDINGDWTSipic December 6, 2006 2006192.92 ,ti 4 . I• MONOPOLE STRUCTURAL ANALYSIS REPORT PO01373B GREENBURG Tigard, Oregon Project 2006192.92 New Antenna Installation Existing 130 ft. Monopole For: T- Mobile USA Bellevue, Washington \S �c��ED PRO, . Prepared By: c, G I N FF 09 Q 18155PE 9 r • OREGON 0 AF 6 19 9G 6. GHP N G � Q` David B. Granger, P.E. Registered Professional Engineer Oregon # 18155PE December 6, 2006 GPD ASSOCIATES ENGINEERS • ARCHITECTS • PLANNERS 520 South Main Street • Suite 2531 •Akron • Ohio • 44311 -1010 • Tel: 330 - 572 -2100 • Fax: 330 - 572 -2101 TABLE OF CONTENTS DESCRIPTION PAGE NUMBER EXECUTIVE SUMMARY . 1 TOWER DESCRIPTION . 1 TOWER MATERIALS . 1 TOWER LOADING . . . 2 ANALYSIS . . 3 CONCLUSIONS AND RECOMMENDATIONS . 4 DISCLAIMER OF WARRANTIES . 5 APPENDICES 1. RISA ANALYSIS PRINTOUT 2. TOWER ELEVATION DRAWING GPD ASSOCIATES P001373B GREENBURG EXECUTIVE SUMMARY The purpose of this analysis was to verify whether the design for the existing tower is structurally capable of carrying the new antenna and coax loads as specified by T- Mobile, USA. This report was commissioned by Mr. Andrew Tung of T- Mobile. The design for the existing structure is structurally satisfactory for the proposed loading configuration. The foundation reactions, with the proposed loading, were found to be 3.8% greater than the original tower reactions. However, this is within customary engineering tolerances and is considered acceptable. Therefore, it is our opinion that the foundation will be adequate, if it was properly designed for the original tower reactions and constructed accordingly. Section Results Monopole % Capacity Result 80.9' — 130' 76.5% Pass 45.9' — 80.9' 94.3% Pass 0' — 45.9' 97.5% Pass Base Plate 82.4% Pass Anchor Bolts 94.1 % Pass Foundation % Original Design Result Tower Base 103.8% Adequate Tower Rating: 103.8% TOWER DESCRIPTION The existing 130' monopole is located in Tigard, Oregon. It was originally designed for Western Wireless PCS by Valmont Industries, Inc. of Valley, Nebraska. The monopole has three major sections connected by slip joints. It has 12 sides and is evenly tapered from 41" (flat -flat) at the base to 14.76" (flat -flat) at the top. The structure is galvanized and has no tower lighting. All structural information was provided by T- Mobile in the form of the original tower calculations by Valmont, dated April 30, 1996. The existing, reserved, and proposed antenna information was provided by T- Mobile USA. This analysis and report are based solely on this information. TOWER MATERIALS Data on steel strength was available from the information provided. The following table details the steel strength used in the analysis. Monopole ASTM A572 (65 KSI Yield Strength) Base Plate ASTM A633 (60 KSI Yield Strength) Anchor Bolts ASTM A615 (75 KSI Yield Strength) .dallt.GPD ASSOCIATES STRUCTURAL ANALYSIS REPORT PAGE 1 P001373B GREENBURG TOWER LOADING The following data shows the major loading that the tower supports. All existing and proposed antenna information was provided by T- Mobile USA. Existing & Reserved Configuration Elevation Carrier Antennas 127' T- Mobile (12) EMS RR65- 19 -02DP Antennas & (12) LNA Amplifiers on a 12' LP platform w/ (24) 1 -5/8" internal coax 117' Cricket (6) CSA PCSS065 -19 -2 Antennas on (3) 10' T -arms w/ (6) 1 -5/8" external coax 107' Clearwire (4) Kathrein 840 -10057 Antennas, (4) Nextnet BTS -2500 TMA's, (4) Radiowaves HP2 -23 Dishes, & (1) Trimble Acutime GPS on (4) Valmont flush pipe mounts, w/ (9) CAT5 internal cable 100' T- Mobile (1) 4' HP Dish w/ (1) 1 -5/8" internal coax (future) Proposed Configuration Elevation Carrier Antennas 127' T- Mobile (12) EMS RR65- 19 -02DP Antennas & (12) LNA Amplifiers on a 12' LP platform w/ (24) 1 -5/8" internal coax 117' Cricket (6) CSA PCSS065 -19 -2 Antennas on (3) 10' T -arms w/ (6) 1 -5/8" external coax 107' Clearwire (4) Kathrein 840 -10057 Antennas, (4) Nextnet BTS -2500 TMA's, (4) Radiowaves HP2 -23 Dishes, & (1) Trimble Acutime GPS on (4) Valmont flush pipe mounts, w/ (9) CAT5 internal cable 100' T- Mobile (1) 4' HP Dish w/ (1) 1 -5/8" internal coax (future) 90' Verizon (2) Antel LPD -4019, (2) BSA - 185040/12, (2) LPD -6516, (2) BSA - 185063/12, (2) LPD- 7907/8, & (2) BSA - 185065/12_2 Antennas on a Valmont Platform, w/ (12) 1-5/8" external coax Note: Coax to 117' shall be banded flush to the tower in one row. Proposed coax to 90' shall be banded flush to the tower in two rows of six. Note: BOLD type indicates a new appurtenance. The purpose of this independent structural analysis review is to determine if the design for the existing tower, with the proposed configuration, is in conformance to the latest EIA/TIA 222 -F standard requirements. .02/. GPD ASSOCIATES STRUCTURAL ANALYSIS REPORT PAGE 2 PO01373B GREENBURG ANALYSIS The purpose of this structural analysis review is to determine if the design for the existing tower is in conformance to the latest code requirements. Wind loading was taken from the TIA/EIA -222 -F standard, which is required per the latest version of IBC (2003). Seismic loading was taken directly from the International Building Code. Wind loading and seismic loading were not applied concurrently. RISA Tower (Version v4.6.0.0), a commercially available software program, was used to create a three - dimensional model of the tower and calculate member stresses for various dead, live, wind, and ice load cases. All loads were computed in accordance with the ANSVEIAITIA -222 -F and all local building code requirements. Selected output from the analysis is included in Appendix 1. The current requirements of TIA/EIA -222 -F and Washington County, Oregon are for a fastest wind speed of 80 mph with %z" of radial ice. A 25% reduction in wind load is allowed when wind and ice are applied simultaneously. TIA/EIA -222 -F requires towers within Washington County be analyzed with an 80 mph wind speed. Washington County requires all structures to be analyzed with a 100 mph 3- second gust, which corresponds to an 80 mph fastest mile wind speed. ANALYSIS FASTEST WIND SPEED: 80 MPH ANALYSIS 3- SECOND GUST: 100 MPH The tower and foundations are assumed, for the purpose of this analysis, to have been properly maintained and to be in good condition with no structural defects. Seismic loads were calculated from hand calculations. It was determined from these calculations that the seismic loads do not control the maximum loading on the structure. The wind loading case will control. `72. GPD ASSOCIATES STRUCTURAL ANALYSIS REPORT PAGE 3 PO01373B GREENBURG CONCLUSIONS AND RECOMMENDATIONS Based on the computer structural analysis results, the design for the existing 130' monopole does meet the requirements of TIA/EIA -222 -F standards for a basic wind speed of 80 mph with 1/2" of radial ice (with a 25% wind load reduction), along with the requirements of Washington County for a 100 mph 3- second gust and IBC's seismic requirements, for the proposed antenna configuration. The foundation reactions, with the proposed loading, were found to be 3.8% greater than the original tower reactions. However, this is within customary engineering tolerances and is considered acceptable. Therefore, it is our opinion that the foundation will be adequate, if it was properly designed for the original tower reactions and constructed accordingly. Summary of Findings Monopole Satisfactory Base Plate Satisfactory Anchor Bolts Satisfactory Foundation Adequate Therefore, based on our analysis results, the design for the existing structure is structurally satisfactory • for the proposed loading configuration. L GPD ASSOCIATES STRUCTURAL ANALYSIS REPORT PAGE 4 P001373B GREENBURG DISCLAIMER OF WARRANTIES The engineering services rendered by GPD ASSOCIATES in connection with this Structural Analysis are limited to a computer analysis of the tower structure, size and capacity of its members. GPD ASSOCIATES does not analyze the fabrication, including welding, except as included in this report. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines. 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 ASSOCIATES, but are beyond the scope of this report. GPD ASSOCIATES makes no warranties, expressed or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD ASSOCIATES 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 ASSOCIATES pursuant to this report will be limited to the total fee received for preparation of this report. GPD ASSOCIATES STRUCTURAL ANALYSIS REPORT PAGE 5 P001373B GREENBURG APPENDICES 1. RISA Analysis Printout 2. Tower Elevation Drawing • & GPD ASSOCIATES RISA ANALYSIS PRINTOUT GPD ASSOCIATES s� 7 �?A Tower Jo Page �(-�( P0013736 GREENBURG 1 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA CJScheks FAX: (330) 572 -2102 Tower Input Data I There is a pole section. This tower is designed using the TIA/EIA -222 -F standard. The following design criteria apply: Tower is located in Washington County, Oregon. Basic wind speed of 80 mph. Nominal ice thickness of 0.5000 in. Ice density of 56 pcf. A wind speed of 69 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 50 mph. A non - linear (P- delta) analysis was used. • Pressures are calculated at each section. Stress ratio used in pole design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. Options I Consider Moments - Legs 4 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 J Assume Rigid Index Plate Ni Calculate Redundant Bracing Forces Use Moment Magnification Ni Use Clear Spans For Wind Area Ignore Redundant Members in FEA 1/ Use Code Stress Ratios NI Use Clear Spans For KL/r N1 SR Leg Bolts Resist Compression 4 Use Code Safety Factors - Guys 4 Retension Guys To Initial Tension Ni All Leg Panels Have Same Allowable Escalate Ice J Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz 4 Use Azimuth Dish Coefficients 'J Consider Feedline Torque Use Special Wind Profile J Project Wind Area of Appurt. Include Angle Block Shear Check 4 Include Bolts In Member Capacity J Autocalc Torque Arm Areas Poles 4 Leg Bolts Are At Top Of Section J SR Members Have Cut Ends 4 Include Shear - Torsion Interaction 4 Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub - Critical Flow Use Diamond Inner Bracing (4 Sided) 4 Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination Tapered Pole Section Geometry I Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius fi ft ft Sides in in in in LI 130.00 -80.92 49.08 4.92 12 14.7630 25.0740 0.2188 0.8750 A572-65 (65 ksi) L2 80.92 -45.92 39.92 4.08 12 23.6036 32.1600 0.3125 1.2500 A572 -65 • (65 ksi) L3 45.92 -0.00 50.00 12 30.6598 41.0000 0.3750 1.5000 A572 -65 (65 ksi) • n Z T owe Job Page �((j SA j P001373B GREENBURG 2 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJSChekS Tapered Pole Properties I Section Tip Dia. Area / r C //C J I09 w wit in in in in in in' in in in LI 15.2838 10.2446 276.6075 5.2068 7.6472 36.1709 560.4817 5.0421 3.3702 15.407 25.9585 17.5074 1380.5250 8.8982 12.9883 106.2896 2797.3180 8.6166 6.1336 28.039 L2 25.5274 23.4366 1622.7824 8.3382 12.2267 132.7250 3288.1970 11.5348 5.4883 17.562 33.2945 32.0465 4148.7559 11.4014 16.6589 249.0417 8406.5042 15.7723 7.7814 24.9 L3 32.6155 36.5689 4281.0141 10.8420 15.8818 269.5552 8674.4952 17.9981 7.2118 19.232 42.4463 49.0547 10333.6372 14.5437 21.2380 486.5636 20938.7506 24.1432 9.9830 26.621 Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (per face) A, Spacing Spacing Diagonals Horizontals ft ft in in in LI 130.00- 1 1 1 80.92 L2 80.92 -45.92 1 1 1 L3 45.92 -0.00 1 1 1 Monopole Base Plate Data I Base Plate Data Base plate is square Base plate is grouted Anchor bolt grade A615 -75 Anchor bolt size 2.2500 in Number of bolts 12 Embedment length 72.0000 in f, 4 ksi Grout space 2.0000 in Base plate grade A633 -60 Base plate thickness 2.7500 in Bolt circle diameter 48.9500 in Outer diameter 54.9500 in Inner diameter 41.0000 in Base plate type Plain Plate Feed Line /Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total C Weight or Shield Type Number Leg ft f ? /.R plf LDF7 -50A (1 -5/8 C No Inside Pole 127.00 - 8.00 24 No Ice 0.00 0.82 FOAM) 1/2" Ice 0.00 0.82 LDF7 -50A (1 -5/8 C No Inside Pole 100.00 - 8.00 1 No Ice 0.00 0.82 • FOAM) 1/2" Ice 0.00 0.82 LDF7 -50A (1 -5/8 B No CaAa (Out Of 117.00 - 8.00 5 No Ice 0.00 0.82 FOAM) Face) 1/2" Ice 0.00 2.33 LDF7 -50A (1 -5/8 B No CaAa (Out Of 117.00 - 8.00 1 No Ice 0.20 0.82 ' FOAM) Face) 1/2" Ice 0.30 2.33 LDF7 -50A (1 -5/8 A No CaAa (Out Of 90.00 - 8.00 10 No Ice 0.00 0.82 FOAM) Face) 1/2" Ice 0.00 2.33 LDF7 -50A (1 -5/8 A No CaAa (Out Of 90.00 - 8.00 2 No Ice 0.20 0.82 • Jo Page R S Tower P001373B GREENBURG 3 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX: (330) 572 -2/02 CJScheks Description Face Allow Component Placement Total C Weight or Shield Type Number Leg ft ft7 /f pi FOAM) Face) 1/2" Ice 0.30 2.33 RG -11 (5/16 FOAM A No Inside Pole 107.00 - 8.00 9 No Ice 0.00 0.09 POLYE.) 1/2" Ice 0.00 0.09 Feed Line /Linear Appurtenances Section Areas I Tower Tower Face A A CAR C Weight Section Elevation In Face Out Face ft f fI ft f lb L I 130.00 -80.92 A 0.000 0.000 0.000 3.597 110.50 B 0.000 0.000 0.000 7.144 177.53 ' C 0.000 0.000 0.000 0.000 922.56 L2 80.92 -45.92 A 0.000 0.000 0.000 13.860 372.75 B 0.000 0.000 0.000 6.930 172.20 C 0.000 0.000 0.000 0.000 717.50 L3 45.92 -0.00 A 0.000 0.000 0.000 15.015 403.82 B 0.000 0.000 0.000 7.508 186.55 C 0.000 0.000 0.000 0.000 777.30 Feed Line /Linear Appurtenances Section Areas - With Ice Tower Tower Face Ice AR AF C4A4 CAAA Weight Section Elevation or Thickness In Face Out Face ft Leg in ft2 ft= ft' ft lb L l 130.00 -80.92 A 0.500 0.000 0.000 0.000 5.413 275.63 B 0.000 0.000 0.000 10.753 505.51 C 0.000 0.000 0.000 0.000 922.56 L2 80.92 -45.92 A 0.500 0.000 0.000 0.000 20.860 1009.03 B 0.000 0.000 0.000 10.430 490.34 C 0.000 0.000 0.000 0.000 717.50 L3 45.92 -0.00 A 0.500 0.000 0.000 0.000 22.598 1093.12 B 0.000 0.000 0.000 11.299 531.20 C 0.000 0.000 0.000 0.000 777.30 Feed Line Center of Pressure Section Elevation CP CPz CP CP Ice Ice ft in in in in L1 1 30.00 -80.92 0.1785 -0.0145 0.2435 -0.0198 L2 80.92 -45.92 0.2056 -0.3561 0.2740 -0.4746 L3 45.92 -0.00 0.1786 -0.3093 0.2456 - 0.4254 Discrete Tower Loads ( r S Tower Job Page � P001373B GREENBURG 4 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57 :08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX: (330) 572 -2102 CJSchekS Description Face Offset Offsets: Azimuth Placement C C Weight or Type Hors Adjustment Front Side Leg Lateral Vert ft 0 ft ft' ft2 lb ft h 12' LP Platform C None 0.0000 127.00 No Ice 25.00 25.00 1500.00 1/2" Ice 30.00 30.00 1750.00 (4) RR65- 19 -00DP B From Face 3.50 0.0000 127.00 No Ice 5.87 2.75 23.00 0.00 1/2" Ice 6.32 3.23 51.51 0.00 (4) RR65- 19 -00DP A From Face 3.50 0.0000 127.00 No Ice 5.87 2.75 23.00 0.00 1/2" Ice 6.32 3.23 51.51 0.00 (4) RR65- 19 -00DP C From Face 3.50 0.0000 127.00 No Ice 5.87 2.75 23.00 0.00 1/2" Ice 6.32 3.23 51.51 0.00 (4) S20045A1 LNA B From Face 3.50 0.0000 127.00 No Ice 0.00 0.35 5.00 0.00 1/2" Ice 0.00 0.43 9.12 0.00 (4) S20045A1 LNA A From Face 3.50 0.0000 127.00 No Ice 0.00 0.35 5.00 0.00 1/2" Ice 0.00 0.43 9.12 0.00 (4) S20045A1 LNA C From Face 3.50 0.0000 127.00 No Ice 0.00 0.35 5.00 0.00 1/2" Ice 0.00 0.43 9.12 0.00 10' T -arms (3) C None 0.0000 117.00 No Ice 11.70 11.70 750.00 1/2" Ice 13.00 13.00 900.00 (2) PCSS065 -19 -2 C From Face 3.00 0.0000 117.00 No Ice 6.00 1.64 14.00 0.00 1/2" Ice 6.47 2.35 39.93 0.00 (2) PCSS065 -19 -2 B From Face 3.00 0.0000 117.00 No Ice 6.00 1.64 14.00 0.00 1/2" Ice 6.47 2.35 39.93 0.00 (2) PCSS065 -19 -2 A From Face 3.00 0.0000 117.00 No Ice 6.00 1.64 14.00 0.00 1/2" Ice 6.47 2.35 39.93 0.00 Valmont 13' Platform w/o C None 0.0000 90.00 No Ice 35.00 35.00 1500.00 Rails 1/2" Ice 42.00 42.00 2500.00 (2) LPD -4019 C From Face 3.50 0.0000 90.00 No Ice 19.52 12.54 68.00 0.00 1/2" Ice 20.28 13.25 128.25 0.00 (2) BSA- 185040/12CF C From Face 3.50 0.0000 90.00 No Ice 7.59 5.80 14.00 0.00 1/2" Ice 8.13 6.25 63.67 0.00 (2) LPD -6516 B From Face 3.50 0.0000 90.00 No Ice 12.84 10.66 60.50 0.00 1/2" Ice 13.55 11.26 103.58 0.00 (2) BSA- 185063/12CF B From Face 3.50 0.0000 90.00 No Ice 4.77 3.64 15.00 0.00 1/2" Ice 5.22 4.08 42.44 0.00 (2) LPD- 7907/8 A From Face 3.50 0.0000 90.00 No Ice 5.97 13.60 55.00 0.00 1/2" Ice 6.54 14.31 88.56 0.00 (2) BSA - 185065/12 A From Face 3.50 0.0000 90.00 No Ice 4.78 1.97 10.60 0.00 1/2" Ice 5.23 2.65 32.68 0.00 8' 2.5 std pipe A From 1.00 0.0000 107.00 No Ice 2.00 2.00 46.32 • Centroid- 0.00 1/2" Ice 2.83 2.83 61.29 Leg 0.00 8' 2.5 std pipe B From 1.00 - 30.0000 107.00 No Ice 2.00 2.00 46.32 Centroid- 0.00 1/2" Ice 2.83 2.83 61.29 Leg 0.00 Jo Page RISA Towe P001373B GREENBURG 5 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX: (330) 572 -2102 CJScheks Description Face Offset Offsets: Azimuth Placement C CAAA Weight or Type Hon Adjustment Front Side Leg Lateral Vert ft ft ft' ft lb ft ft 8' 2.5 std pipe C From 1.00 0.0000 107.00 No Ice 2.00 2.00 46.32 Centroid- 0.00 1/2" Ice 2.83 2.83 61.29 Face 0.00 8' 2.5 std pipe C From 1.00 30.0000 107.00 No Ice 2.00 2.00 46.32 Centroid- 0.00 1/2" Ice 2.83 2.83 61.29 Leg 0.00 840 -10057 A From 1.25 0.0000 109.00 No Ice 2.49 1.33 10.00 Centroid- 0.00 1/2" Ice 2.81 1.59 24.19 Leg 0.00 840 -10057 B From 1.25 - 30.0000 109.00 No Ice 2.49 1.33 10.00 Centroid- 0.00 1/2" Ice 2.81 1.59 24.19 Leg 0.00 840 -10057 C From 1.25 0.0000 109.00 No Ice 2.49 1.33 10.00 Centroid- 0.00 1/2" Ice 2.81 1.59 24.19 Face 0.00 840 -10057 C From 1.25 30.0000 109.00 No Ice 2.49 1.33 10.00 Centroid- 0.00 1/2" Ice 2.81 1.59 24.19 Leg 0.00 BTS -2500 A From 1.25 0.0000 109.00 No Ice 2.12 0.96 35.00 Centroid- 0.00 1/2" Ice 2.32 1.12 48.31 Leg 0.00 BTS -2500 B From 1.25 - 30.0000 109.00 No Ice 2.12 0.96 35.00 Centroid- 0.00 1/2" Ice 2.32 1.12 48.31 Leg 0.00 BTS -2500 C From 1.25 0.0000 109.00 No Ice 2.12 0.96 35.00 Centroid- 0.00 1/2" Ice 2.32 1.12 48.31 Face 0.00 BTS -2500 C From 1.25 30.0000 109.00 No Ice 2.12 0.96 35.00 Centroid- 0.00 1/2" Ice 2.32 1.12 48.31 Leg 0.00 Generic GPS C From Leg 0.25 0.0000 107.00 No Ice 0.21 0.21 15.00 0.00 1/2" Ice 0.32 0.32 17.52 0.00 Dishes I Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight or Type Type Hon Adjustment Beam Diameter Area Leg Lateral Width Vert .fl ° fi h 112 lb 4 FT DISH C Paraboloid w/o From 0.00 0.0000 100.00 4.00 No Ice 12.56 170.00 Radome Face 0.00 1/2" Ice 13.09 237.19 0.00 HPD2 -23 A Paraboloid From 1.25 0.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 • HPD2 -23 B Paraboloid From 1.25 - 30.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 HPD2 -23 C Paraboloid From 1.25 0.0000 105.00 2.00 No Ice 3.14 30.00 RISA Jo Page �( P0013736 GREENBURG 6 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA CJScheks FAX (330) 572 -2102 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 ft lb w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Face 0.00 HPD2 -23 C Paraboloid From 1.25 30.0000 105.00 2.00 No Ice 3.14 30.00 w /Shroud (HP) Centroid 0.00 1/2" Ice 3.41 70.00 -Leg 0.00 Tower Pressures - No Ice GH = 1.690 Section z Kz q: AG F AF AR Ares Leg C C.A Elevation a % In Out c Face Face ft ft psf ft2 e It ft ft It ft LI 130.00- 103.74 1.387 23 81.472 A 0.000 81.472 81.472 100.00 0.000 10.741 80.92 B 0.000 81.472 100.00 C 0.000 81.472 100.00 L2 80.92 -45.92 62.99 1.203 20 82.859 A 0.000 82.859 82.859 100.00 0.000 20.790 B 0.000 82.859 100.00 C 0.000 82.859 100.00 L3 45.92 -0.00 22.01 1 16 138.716 A 0.000 138.716 138.716 100.00 0.000 22.523 B 0.000 138.716 100.00 C 0.000 138.716 100.00 ■ Tower Pressure - With Ice I GH = 1.690 Section z Kz q: tz AG F AF AR Ai, Leg CAA4 CAA Elevation a % In Out c Face Face ft ft psf in ft e ft ft ft' It: ft= LI 130.00-80.92 103.74 1.387 17 0.5000 85.562 A 0.000 85.562 85.562 100.00 0.000 16.166 B 0.000 85.562 100.00 C 0.000 85.562 100.00 L2 80.92 -45.92 62.99 1.203 15 0.5000 85.776 A 0.000 85.776 85.776 100.00 0.000 31.290 B 0.000 85.776 100.00 C 0.000 85.776 100.00 L3 45.92 -0.00 22.01 1 12 0.5000 142.542 A 0.000 142.542 142.542 100.00 0.000 33.897 B 0.000 142.542 100.00 C 0.000 142.542 100.00 Tower Pressure - Service GH = 1.690 T ( SA Towe Job Page � P001373B GREENBURG 7 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJScheks Section z Kz g: Ac F AF AR A, Leg C C Elevation a % In Out c Face Face ft I psf ft e ft2 ft2 ft2 ft 2 f Ll 130.00- 103.74 1.387 9 81.472 A 0.000 81.472 81.472 100.00 0.000 10.741 80.92 B 0.000 81.472 100.00 C 0.000 81.472 100.00 L2 80.92 -45.92 62.99 1.203 8 82.859 A 0.000 82.859 82.859 100.00 0.000 20.790 B 0.000 82.859 100.00 C 0.000 82.859 100.00 L3 45.92 -0.00 22.01 1 6 138.716 A 0.000 138.716 138.716 100.00 0.000 22.523 B 0.000 138.716 100.00 C _ 0.000 138.716 100.00_ Tower Forces - No Ice - Wind Normal To Face I Section Add Self F e CF RR DF DR A F w Ctrl. Elevation Weight Weight a Face c It lb lb e ft lb plf LI 130.00- 1210.59 2317.55 A 1 1.03 1 I 1 81.472 3626.64 73.89 C 80.92 B 1 1.03 1 1 1 81.472 C 1 1.03 1 1 1 81.472 L2 80.92- 1262.45 3768.10 A 1 1.03 1 1 1 82.859 3522.46 100.64 C 45.92 B 1 1.03 1 1 1 82.859 C I 1.03 1 1 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A I 1.03 1 I 1 138.716 4601.15 100.21 C B 1 1.03 1 1 1 138.716 C I 1.03 1 I 1 138.716 Sum Weight: 3840.71 13369.60 OTM 699415.35 11750.25 lb -ft Tower Forces - No Ice - Wind 60 To Face I Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft lb plf LI 130.00- 1210.59 2317.55 A 1 1.03 1 1 1 81.472 3626.64 73.89 C 80.92 B 1 1.03 I 1 1 81.472 C 1 1.03 1 1 1 81.472 L2 80.92- 1262.45 3768.10 A 1 1.03 1 1 1 82.859 3522.46 100.64 C 45.92 B 1 1.03 1 1 1 82.859 C I 1.03 1 1 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A 1 1.03 1 1 I 138.716 4601.15 100.21 C B I 1.03 1 1 1 138.716 C 1 1.03 1 1 1 138.716 Sum Weight: 3840.71 13369.60 OTM 699415.35 1 1750.25 lb -ft Tower Forces - No Ice - Wind 90 To Face I Jo Page RJSA Tower P0013736 GREENBURG 8 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJScheks Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft lb plf LI 130.00- 1210.59 2317.55 A I 1.03 I 1 I 81.472 3626.64 73.89 C 80.92 B 1 1.03 1 1 1 81.472 C 1 1.03 1 1 I 81.472 L2 80.92- 1262.45 3768.10 A 1 1.03 1 I 1 82.859 3522.46 100.64 C 45.92 B 1 1.03 1 I 1 82.859 C 1 1.03 1 1 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A I 1.03 1 1 1 138.716 4601.15 100.21 C B 1 1.03 1 1 1 138.716 C 1 1.03 1 I I 138.716 Sum Weight: 3840.71 13369.60 OTM 699415.35 11750.25 lb -ft Tower Forces - With Ice - Wind Normal To Face I Section Add Self F e Cr R DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft lb plf LI 130.00- 1703.70 2945.04 A 1 1.03 1 1 1 85.562 2996.92 61.06 C 80.92 B I 1.03 1 I 1 85.562 C 1 1.03 1 1 1 85.562 L2 80.92- 2216.87 4401.61 A 1 1.03 1 1 1 85.776 2977.97 85.08 C 45.92 B 1 1.03 1 1 I 85.776 C I 1.03 1 1 1 85.776 L3 45.92 -0.00 2401.63 8340.54 A 1 1.03 I 1 I 142.542 3770.40 82.11 C B 1 1.03 1 I 1 142.542 C 1 1.03 1 I 1 142.542 Sum Weight: 6322.19 15687.19 OTM 581499.37 9745.29 lb -fl Tower Forces - With Ice - Wind 60 To Face I Section Add Self F e Cr R DF DR AR F w Ctrl. Elevation Weight Weight a Face c ft lb lb e frz lb plf LI 130.00- 1703.70 2945.04 A I 1.03 I 1 1 85.562 2996.92 61.06 C 80.92 B I 1.03 I 1 1 85.562 C I 1.03 1 1 1 85.562 L2 80.92- 2216.87 4401.61 A I 1.03 1 I I 85.776 2977.97 85.08 C 45.92 B 1 1.03 1 1 1 85.776 C 1 1.03 1 1 I 85.776 L3 45.92 -0.00 2401.63 8340.54 A 1 1.03 1 1 1 142.542 3770.40 82.11 C - B 1 1.03 I 1 1 142.542 C 1 1.03 I 1 I 142.542 Sum Weight: 6322.19 15687.19 OTM 581499.37 9745.29 lb -ft Job Page *��� PO01373B GREENBURG 9 of 17 GPD Associates Project Date . 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX: (330) 572 -2102 CJScheks Tower Forces - With Ice - Wind 90 To Face I Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e fr lb plf LI 130.00- 1703.70 2945.04 A 1 1.03 1 1 1 85.562 2996.92 61.06 C 80.92 B 1 1.03 1 1 1 85.562 C 1 1.03 1 1 1 85.562 L2 80.92- 2216.87 4401.61 A 1 1.03 1 1 I 85.776 2977.97 85.08 C 45.92 B 1 1.03 1 1 1 85.776 C 1 1.03 1 l I 85.776 L3 45.92 -0.00 2401.63 8340.54 A I 1.03 1 1 I 142.542 3770.40 82.11 C B 1 1.03 1 1 I 142.542 C 1 1.03 I 1 1 142.542 Sum Weight: 6322.19 15687.19 OTM 581499.37 9745.29 lb -ft Tower Forces - Service - Wind Normal To Face I Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft lb plf LI 130.00- 1210.59 2317.55 A 1 1.03 1 1 1 81.472 1416.66 28.86 C 80.92 B 1 1.03 1 1 1 81.472 C 1 1.03 1 1 1 81.472 L2 80.92- 1262.45 3768.10 A 1 1.03 1 1 1 82.859 1375.96 39.31 C 45.92 B 1 1.03 1 1 1 82.859 C 1 1.03 1 1 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A 1 1.03 1 1 1 138.716 1797.32 39.14 C B 1 1.03 1 1 1 138.716 C 1 1.03 1 1 1 138.716 Sum Weight: 3840.71 13369.60 OTM 273209.12 4589.94 lb -ft Tower Forces - Service - Wind 60 To Face Section Add Self F e CF RR DF DR AE F w Ctr!. Elevation Weight Weight a Face c ft lb lb e ft lb PIT LI 130.00- 1210.59 2317.55 A 1 1.03 1 1 1 81.472 1416.66 28.86 C 80.92 B 1 1.03 I 1 1 81.472 C I 1.03 1 1 1 81.472 L2 80.92- 1262.45 3768.10 A I 1.03 I 1 1 82.859 1375.96 39.31 C • 45.92 B I 1.03 1 1 1 82.859 C 1 1.03 1 1 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A I 1.03 1 1 1 138.716 1797.32 39.14 C B I 1.03 1 1 1 138.716 C 1 1.03 I I 1 138.716 Sum Weight: 3840.71 13369.60 OTM 273209.12 4589.94 lb -ft Job Page R S Tower P001373B GREENBURG 10 of 17 GPD Associates Project Date 520 South Main Street Suite 253/ 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FA X: (330) 572 -2102 CJScheks Tower Forces - Service - Wind 90 To Face Section Add Self F e CF RR DF DR AE F w Ctrl. Elevation Weight Weight a Face c ft lb lb e ft lb plf LI 130.00- 1210.59 2317.55 A 1 1.03 I 1 1 81.472 1416.66 28.86 C 80.92 B 1 1.03 1 1 1 81.472 C I 1.03 1 1 1 81.472 L2 80.92- 1262.45 3768.10 A 1 1.03 1 1 I 82.859 1375.96 39.31 C 45.92 B 1 1.03 1 1 I 82.859 C I 1.03 1 I 1 82.859 L3 45.92 -0.00 1367.67 7283.95 A I 1.03 1 1 1 138.716 1797.32 39.14 C B 1 1.03 1 1 1 138.716 C 1 1.03 1 1 1 138.716 Sum Weight: 3840.71 13369.60 OTM 273209.12 4589.94 lb-ft Force Totals Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M, lb lb lb lb-ft lb-ft lb f Leg Weight 13369.60 Bracing Weight 0.00 Total Member Self- Weight 13369.60 - 330.36 - 614.05 Total Weight 22496.79 - 330.36 - 614.05 Wind 0 deg - No Ice 259.73 - 23822.92 - 1971540.87 - 23989.92 - 187.28 Wind 30 deg - No Ice 11436.64 - 20852.23 - 1728198.02 - 940184.13 561.62 Wind 60 deg - No ice 19617.17 - 12589.81 - 1051704.06 - 1611060.30 1179.40 Wind 90 deg - No Ice 22544.07 - 254.14 - 23146.80 - 1850965.79 1537.75 Wind 120 deg - No Ice 19460.00 11571.19 953679.86 - 1597940.63 1529.89 Wind 150 deg - No Ice 11188.16 20219.55 1666866.17 - 919835.38 1050.65 Wind 180 deg - No Ice - 259.73 23586.10 1947197.66 22761.82 187.28 Wind 210 deg - No Ice - 11638.03 20479.28 1690242.04 959095.47 - 726.28 Wind 240 deg - No Ice - 19719.73 12021.05 994168.06 1620088.40 - 1342.61 Wind 270 deg - No Ice - 22544.07 265.33 23604.94 1849737.69 - 1537.75 Wind 300 deg - No Ice - 19357.44 - 12139.94 -101 1215.86 1586456.33 - 1366.68 Wind 330 deg - No Ice - 10986.77 - 20592.50 - 1704822.15 898467.83 - 886.00 Member Ice 2317.58 Total Weight Ice 30114.77 - 1100.83 - 1745.43 Wind 0 deg - Ice 206.64 - 19885.19 - 1653980.93 - 20343.41 - 149.35 Wind 30 deg - Ice 9579.56 - 17395.29 - 1448884.48 - 792950.41 394.01 Wind 60 deg - Ice 16436.43 - 10477.16 - 879357.53 - 1358334.61 843.57 Wind 90 deg - Ice 18893.11 - 202.27 - 19261.53 - 1560835.16 1113.40 Wind 120 deg - Ice 16309.96 9674.68 800486.81 - 1347753.36 1121.69 Wind 150 deg - Ice 9379.06 16897.13 1398933.10 - 776479.71 780.21 Wind 180 deg - Ice - 206.64 19700.07 1633267.91 16852.54 149.35 Wind 210 deg - Ice - 9736.98 17103.77 1417531.07 805201.48 - 521.53 Wind 240 deg - Ice - 16516.60 10032.60 832699.45 1362860.47 - 972.34 Wind 270 deg - Ice - 18893.11 211.02 17934.43 1557344.29 -1113.40 Wind 300 deg - Ice - 16229.79 - 10119.25 - 847144.88 1336245.76 - 992.91 Wind 330 deg - Ice - 9221.64 - 17188.64 - 1430286.50 757246.89 -652.69 Total Weight 22496.79 - 330.36 - 614.05 Wind 0 deg - Service 101.46 - 9305.83 - 769604.57 - 9193.91 -73.15 RISA Towed Jo Page P001373B GREENBURG 11 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJSchekS Load Vertical Sum of Sum of Sum of Sum of Sum of Torques Case Forces Forces Forces Overturning Overturning X Z Moments, M Moments, M lb lb lb lb f lb -fl lb f Wind 30 deg - Service 4467.44 - 8145.40 - 674548.77 - 367082.27 219.38 Wind 60 deg - Service 7662.96 -4917.89 -410293.32 -629143.28 460.70 Wind 90 deg - Service 8806.28 -99.27 - 8513.14 - 722856.36 600.68 Wind 120 deg - Service 7601.56 4519.99 373059.78 - 624018.41 597.61 Wind 150 deg - Service 4370.38 7898.26 651648.18 - 359133.54 410.41 Wind 180 deg - Service - 101.46 9213.32 761152.67 9068.49 73.15 Wind 210 deg - Service -4546.11 7999.72 660779.37 374823.82 - 283.70 Wind 240 deg - Service - 7703.02 4695.72 388875.48 633024.18 - 524.46 Wind 270 deg - Service - 8806.28 103.64 9749.26 722730.93 -600.68 Wind 300 deg - Service - 7561.50 - 4742.16 - 394477.62 619886.65 - 533.86 Wind 330 deg - Service - 4291.71 - 8043.95 - 665417.57 351141.15 - 346.09 Load Combinations Comb. Description No. 1 Dead Only 2 Dead +Wind 0 deg -No Ice 3 Dead +Wind 30 deg - No Ice 4 Dead+Wind 60 deg - No Ice 5 Dead+Wind 90 deg - No Ice 6 Dead+Wind 120 deg - No Ice 7 Dead+Wind 150 deg - No Ice 8 Dead+Wind 180 deg - No Ice 9 Dead+Wind 210 deg - No Ice 10 Dead +Wind 240 deg - No Ice 11 Dead +Wind 270 deg - No Ice 12 Dead +Wind 300 deg - No Ice 13 Dead+Wind 330 deg - No Ice 14 Dead+Ice+Temp 15 Dead+Wind 0 deg+Ice+Temp 16 Dead+Wind 30 deg+Ice+Temp 17 Dead +Wind 60 deg+Ice+Temp 18 Dead+Wind 90 deg+Ice+Temp 19 Dead+Wind 120 deg+Ice+Temp 20 Dead+Wind 150 deg+Ice+Temp 21 Dead+Wind 180 deg+Ice+Temp 22 Dead+Wind 210 deg+Ice+Temp 23 Dead+Wind 240 deg+Ice+Temp 24 Dead+Wind 270 deg +Ice+Temp 25 Dead+Wind 300 deg+Ice+Temp 26 Dead+Wind 330 deg+Ice+Temp 27 Dead +Wind 0 deg - Service 28 Dead+Wind 30 deg - Service 29 Dead+Wind 60 deg - Service 30 Dead+Wind 90 deg - Service 31 Dead+Wind 120 deg - Service 32 Dead +Wind 150 deg - Service • 33 Dead+Wind 180 deg - Service 34 Dead+Wind 210 deg - Service 35 Dead +Wind 240 deg - Service • 36 Dead+Wind 270 deg - Service 37 Dead +Wind 300 deg - Service 38 Dead +Wind 330 deg - Service r s Jo Page �(�( SA Tower P0013738 GREENBURG 12 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJSCheks Maximum Member Forces Section Elevation Component Condition Gov. Force Major Axis Minor Axis No. ft Type Load Moment Moment Comb. lb lb-ft lb-ft LI 130 - 80.917 Pole Max Tension 2 0.01 0.19 -0.00 Max. Compression 14 - 12219.48 - 557.55 - 966.22 Max. Mx 5 - 7164.98 - 308119.77 867.22 Max. My 2 - 6968.40 - 1468.70 319462.90 Max. Vy 5 14663.33 - 308119.77 867.22 Max. Vx 2 - 15975.10 - 1468.70 319462.90 Max. Torque 6 - 1795.09 L2 80.917 - Pole Max Tension I 0.00 0.00 0.00 45.917 Max. Compression 14 - 18592.50 - 1046.56 - 195.67 Max. Mx 5 - 12394.37 - 895131.43 10470.11 Max. My 2 - 12270.08 - 11236.40 953776.27 Max. Vy 5 18128.00 - 895131.43 10470.11 • Max. Vx 2 - 19444.75 - 11236.40 953776.27 Max. Torque 6 - 1787.96 L3 45.917 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 14 - 30114.77 - 1784.22 1082.01 Max. Mx 5 - 22471.52 - 23856.09 1912371.94 Max. My 2 - 22468.36 - 24731.37 2036375.45 Max. Vy 5 22569.26 - 23856.09 1912371.94 Max. Vx 2 - 23849.75 - 24731.37 2036375.45 Max. Torque 6 - 1660.51 Maximum Reactions Location Condition Gov. Vertical Horizontal, X Horizontal, Z Load lb lb lb Comb. Pole Max. Vert 15 30114.77 - 206.64 19885.20 Max. H. 11 22496.79 22544.07 - 265.33 Max. H. 2 22496.80 - 259.73 23822.92 Max. M. 2 2036375.45 - 259.73 23822.92 Max. M. 5 1912371.93 - 22544.07 254.14 Max. Torsion 11 1525.97 22544.07 - 265.33 Min. Vert 1 22496.79 0.00 0.00 Min. H. 5 22496.80 - 22544.07 254.14 Min. H, 8 22496.80 259.73 - 23586.10 Min. M. 8 - 2011338.48 259.73 - 23586.10 Min. M. 11 - 1911105.76 22544.07 - 265.33 Min. Torsion 5 - 1535.02 - 22544.07 254.14 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment, M Moment, M, lb lb lb lb ft lb-ft lb f Dead Only 22496.79 0.00 0.00 - 330.36 - 614.05 0.00 R SA S Towe J Page j�,� j P0013736 GREENBURG 13 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJSCheks Load Vertical Shear Shear Overturning Overturning Torque Combination Moment, M Moment, M lb lb lb lb-ft lb -ft lb fl Dead+Wind 0 deg - No Ice 22496.80 259.73 - 23822.92 - 2036375.45 - 24731.44 - 188.92 Dead+Wind 30 deg - No Ice 22496.79 11436.64 - 20852.23 - 1785030.27 - 971124.38 555.43 Dead+Wind 60 deg -No Ice 22496.79 19617.17 - 12589.81 - 1086384.66 - 1664254.76 1166.29 Dead+Wind 90 deg -No Ice 22496.80 22544.07 - 254.14 - 23856.59 - 1912371.93 1535.02 Dead+Wind 120 deg - No Ice 22496.79 19460.00 11571.19 985294.45 - 1650961.27 1520.24 Dead+Wind 150 deg - No Ice 22496.79 11188.16 20219.55 1721924.37 - 950337.22 1033.71 Dead+Wind 180 deg - No Ice 22496.80 - 259.73 23586.10 2011338.48 23452.18 179.51 Dead+Wind 210 deg - No Ice 22496.79 - 11638.03 20479.28 1745902.55 990723.15 - 718.79 Dead +Wind 240 deg - No Ice 22496.79 - 19719.73 12021.05 1026962.98 1673668.86 - 1330.69 Dead+Wind 270 deg - No Ice 22496.79 - 22544.07 265.33 24335.16 1911105.76 - 1525.97 Dead+Wind 300 deg - No Ice 22496.79 - 19357.44 - 12139.94 - 1044732.16 1639004.79 - 1347.10 Dead+Wind 330 deg - No Ice 22496.79 - 10986.77 - 20592.50 - 1761064.16 928183.14 - 879.83 Dead+Ice+Temp 30114.77 0.00 0.00 - 1082.01 - 1784.22 -0.05 Dead+Wind 0 deg+Ice+Temp 30114.77 206.64 - 19885.20 - 1733450.78 - 21272.65 - 150.22 • Dead+Wind 30 deg +Ice+Temp 30114.77 9579.56 - 17395.29 - 1518474.49 - 831102.76 395.36 Dead+Wind 60 deg+Ice+Temp 30114.77 16436.43 - 10477.16 - 921629.29 - 1423813.82 844.09 Dead+Wind 90 deg+Ice+Temp 30114.77 18893.13 - 202.27 - 20077.86 - 1636273.63 1122.41 Dead+Wind 120 deg+Ice+Temp 30114.77 16309.96 9674.68 839193.12 - 1412921.28 1124.88 • Dead+Wind 150 deg+Ice+Temp 30114.77 9379.06 16897.13 1466383.60 - 814050.29 774.56 Dead+Wind 180 deg +Ice+Temp 30114.77 - 206.64 19700.09 1711893.16 17578.13 143.98 Dead+Wind 210 deg+Ice+Temp 30114.77 - 9736.98 17103.77 1485745.08 843965.94 - 522.55 Dead+Wind 240 deg+Ice+Temp 30114.77 - 16516.60 10032.60 872807.43 1428596.41 - 974.31 Dead+Wind 270 deg+Ice+Temp 30114.77 - 18893.13 211.02 18777.56 1632595.27 - 1116.41 Dead +Wind 300 deg+Ice+Temp 30114.77 - 16229.79 - 10119.25 - 888034.28 1400775.56 - 988.83 Dead+Wind 330 deg+Ice+Temp 30114.77 - 9221.64 - 17188.64 - 1499129.94 793805.52 - 653.63 Dead+Wind 0 deg - Service 22496.79 101.46 - 9305.83 - 796994.01 - 10063.22 -73.71 Dead+Wind 30 deg - Service 22496.79 4467.44 - 8145.40 - 698639.87 - 380373.65 220.74 Dead +Wind 60 deg - Service 22496.79 7662.96 - 4917.89 -425243.48 - 651542.17 463.02 Dead+Wind 90 deg - Service 22496.79 8806.28 -99.27 - 9523.90 - 748535.96 605.66 Dead+Wind 120 deg - Service 22496.79 7601.56 4519.99 385272.17 - 646279.81 601.30 Dead+Wind 150 deg - Service 22496.79 4370.38 7898.26 673494.11 - 372205.68 411.28 Dead+Wind 180 deg - Service 22496.79 - 101.46 9213.32 786772.59 8783.89 72.45 Dead+Wind 210 deg - Service 22496.79 -4546.11 7999.72 682911.24 387244.89 - 285.30 Dead+Wind 240 deg - Service 22496.79 - 7703.02 4695.72 401591.09 654418.43 - 527.57 Dead+Wind 270 deg - Service 22496.79 - 8806.28 103.64 9323.70 747258.10 -604.44 Dead +Wind 300 deg - Service 22496.79 - 7561.50 - 4742.16 -408926.33 640847.25 - 535.59 Dead+Wind 330 deg - Service 22496.79 -4291.71 - 8043.95 - 689224.27 362776.42 - 348.00 Solution Summary I Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. lb lb lb lb lb lb 1 0.00 - 22496.79 0.00 0.00 22496.79 0.00 0.000% 2 259.73 - 22496.79 - 23822.92 - 259.73 22496.80 23822.92 0.000% 3 11436.64 - 22496.79 - 20852.23 - 11436.64 22496.79 20852.23 0.000% 4 19617.17 - 22496.79 - 12589.81 - 19617.17 22496.79 12589.81 0.000% 5 22544.07 - 22496.79 - 254.14 - 22544.07 22496.80 254.14 0.000% 6 19460.00 - 22496.79 11571.19 - 19460.00 22496.79 - 11571.19 0.000% 7 11188.16 - 22496.79 20219.55 - 11188.16 22496.79 - 20219.55 0.000% 8 - 259.73 - 22496.79 23586.10 259.73 22496.80 - 23586.10 0.000% 9 - 11638.03 - 22496.79 20479.28 11638.03 22496.79 - 20479.28 0.000% 10 - 19719.73 - 22496.79 12021.05 19719.73 22496.79 - 12021.05 0.000% 11 - 22544.07 - 22496.79 265.33 22544.07 22496.79 - 265.33 0.000% 12 - 19357.44 - 22496.79 - 12139.94 19357.44 22496.79 12139.94 0.000% 13 - 10986.77 - 22496.79 - 20592.50 10986.77 22496.79 20592.50 0.000% 14 0.00 - 30114.77 0.00 -0.00 30114.77 -0.00 0.000% 15 206.64 - 30114.77 - 19885.19 - 206.64 30114.77 19885.20 0.000% R s T paver Jo Page �( P0013736 GREENBURG 14 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA CJSCheks FAX: (330) 572-2102 Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ % Error Comb. lb lb lb lb lb lb 16 9579.56 - 30114.77 - 17395.29 - 9579.56 30114.77 17395.29 0.000% 17 16436.43 - 30114.77 - 10477.16 - 16436.43 30114.77 10477.16 0.000% 18 18893.11 - 30114.77 - 202.27 - 18893.13 30114.77 202.27 0.000% 19 16309.96 - 30114.77 9674.68 - 16309.96 30114.77 - 9674.68 0.000% 20 9379.06 - 30114.77 16897.13 - 9379.06 30114.77 - 16897.13 0.000% 21 - 206.64 - 30114.77 19700.07 206.64 30114.77 - 19700.09 0.000% 22 - 9736.98 - 30114.77 17103.77 9736.98 30114.77 - 17103.77 0.000% 23 - 16516.60 - 30114.77 10032.60 16516.60 30114.77 - 10032.60 0.000% 24 - 18893.11 - 30114.77 211.02 18893.13 30114.77 - 211.02 0.000% 25 - 16229.79 - 30114.77 - 10119.25 16229.79 30114.77 10119.25 0.000% 26 - 9221.64 - 30114.77 - 17188.64 9221.64 30114.77 17188.64 0.000% 27 101.46 - 22496.79 - 9305.83 - 101.46 22496.79 9305.83 0.000% 28 4467.44 - 22496.79 - 8145.40 -4467.44 22496.79 8145.40 0.000% 29 7662.96 - 22496.79 - 4917.89 - 7662.96 22496.79 4917.89 0.000% 30 8806.28 - 22496.79 -99.27 -8806.28 22496.79 99.27 0.000% 31 7601.56 - 22496.79 4519.99 - 7601.56 22496.79 -4519.99 0.000% 32 4370.38 - 22496.79 7898.26 -4370.38 22496.79 - 7898.26 0.000% 33 - 101.46 - 22496.79 9213.32 101.46 22496.79 - 9213.32 0.000% 34 - 4546.11 - 22496.79 7999.72 4546.11 22496.79 - 7999.72 0.000% 35 - 7703.02 - 22496.79 4695.72 7703.02 22496.79 -4695.72 0.000% 36 - 8806.28 - 22496.79 103.64 8806.28 22496.79 - 103.64 0.000% 37 - 7561.50 - 22496.79 - 4742.16 7561.50 22496.79 4742.16 0.000% 38 -4291.71 - 22496.79 - 8043.95 4291.71 22496.79 8043.95 0.000% Non - Linear Convergence Results I Load Converged? Number Displacement Force Combination of Cycles Tolerance Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00041432 3 Yes 5 0.00000001 0.00060548 4 Yes 5 0.00000001 0.00060101 5 Yes 4 0.00000001 0.00066456 6 Yes 5 0.00000001 0.00059696 7 Yes 5 0.00000001 0.00055599 8 Yes 4 0.00000001 0.00064640 9 Yes 5 0.00000001 0.00058448 10 Yes 5 0.00000001 0.00061418 11 Yes 5 0.00000001 0.00006107 12 Yes 5 0.00000001 0.00057567 13 Yes 5 0.00000001 0.00058915 14 Yes 4 0.00000001 0.00001161 15 Yes 5 0.00000001 0.00024365 16 Yes 6 0.00000001 0.00007713 17 Yes 6 0.00000001 0.00007771 18 Yes 5 0.00000001 0.00024353 19 Yes 6 0.00000001 0.00007515 20 Yes 6 0.00000001 0.00007174 • 21 Yes 5 0.00000001 0.00024495 22 Yes 6 0.00000001 0.00007510 23 Yes 6 0.00000001 0.00007749 24 Yes 5 0.00000001 0.00026011 25 Yes 6 0.00000001 0.00007416 26 Yes 6 0.00000001 0.00007443 27 Yes 4 0.00000001 0.00008968 28 Yes 5 0.00000001 0.00007990 n SA 1. ower Jo Page ,(�, -( P0013736 GREENBURG 15 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJSchekS 29 Yes 5 0.00000001 0.00007652 30 Yes 4 0.00000001 0.00023048 31 Yes 5 0.00000001 0.00007739 32 Yes 5 0.00000001 0.00006815 33 Yes 4 0.00000001 0.00011901 34 Yes 5 0.00000001 0.00007396 35 Yes 5 0.00000001 0.00008054 36 Yes 4 0.00000001 0.00030887 37 Yes 5 0.00000001 0.00007090 38 Yes 5 0.00000001 0.00007671 Maximum Tower Deflections - Service Wind Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. ° L1 130 - 80.917 41.189 27 2.7173 0.0077 L2 85.834 - 45.917 18.207 27 2.0307 0.0050 L3 50 - 0 6.047 27 1.1361 0.0017 Critical Deflections and Radius of Curvature - Service Wind I Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb. in ° ° ft 127.00 12' LP Platform 27 39.511 2.6833 0.0076 19966 117.00 10' T -arms (3) 27 33.959 2.5655 0.0071 7678 109.00 840 -10057 27 29.625 2.4597 0.0067 4752 107.00 8' 2.5 std pipe 27 28.564 2.4308 0.0066 4339 105.00 HPD2 -23 27 27.514 2.4007 0.0064 3992 100.00 4 FT DISH 27 24.945 2.3194 0.0061 3326 90.00 Valmont 13' Platform w/o Rails 27 20.093 2.1260 0.0054 2493 Maximum Tower Deflections - Design Wind I Section Elevation Hon. Gov. Tilt Twist No. Deflection Load ft in Comb. ° LI 130 - 80.917 105.027 2 6.9349 0.0208 L2 85.834 - 45.917 46.467 2 5.1846 0.0128 L3 50 - 0 15.442 2 2.9014 0.0042 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb, in ft RIBA Tower Job Page P001373B GREENBURG 16 of 17 GPD Associates Project Date 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA FAX (330) 572 -2102 CJScheks Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature fi Comb. in ft 127.00 12' LP Platform 2 100.752 6.8420 0.0204 8002 117.00 10' T -arms (3) 2 86.608 6.5229 0.0188 3076 109.00 840 -10057 2 75.565 6.2439 0.0175 1902 107.00 8' 2.5 std pipe 2 72.862 6.1691 0.0171 1736 105.00 HPD2 -23 2 70.188 6.0918 0.0168 1596 100.00 4 FT DISH 2 63.641 5.8864 0.0158 1329 90.00 Valmont 13' Platform w/o Rails 2 51.275 5.4122 0.0137 994 Base Plate Design Data I Plate Number Anchor Bolt Actual Actual Actual Actual Controlling Ratio Thickness of Anchor Size Allowable Allowable Allowable Allowable Condition Bolts Ratio Ratio Ratio Ratio Bolt Boll Plate Stiffener Tension Compression Stress Stress in in lb lb ksi ksi 2.7500 12 2.2500 164544.44 168289.17 49.445 Plate 1.10 174903.70 290340.15 45.000 0.94 0.58 1.10 Compression Checks Pole Design Data Section Elevation Size L L. Kl /r F, A Actual Allow. Ratio No. P P P ft ft ft ksi in lb lb p LI 130 - 80.917 (1) TP25.074x14.763x0.2188 49.08 0.00 0.0 39.000 16.7798 - 6968.40 654414.00 0.011 L2 80.917 - 45.917 TP32.16x23.6036x0.3125 39.92 0.00 0.0 39.000 31.1659 - 12270.10 1215470.00 0.010 (2) L3 45.917 - 0 (3) TP41 x30.6598x0.375 50.00 0.00 0.0 39.000 49.0547 - 22468.40 1913130.00 0.012 Pole Bending Design Data I Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. M, fb, Fb, fb= M fbr F br fbr f t l b - f t ksi k F b , si l b f t ksi ksi F t , , , - L I 130 - 80.917 TP25.074x14.763x0.2188 319466. 39.278 39.000 1.007 0.00 0.000 39.000 0.000 (I) 67 L2 80.917 - TP32.16x23.6036x0.3125 953841. 48.608 39.000 1.246 0.00 0.000 39.000 0.000 45.917 (2) 67 L3 45.917 - 0 (3) TP4I x30.6598x0.375 2036525 50.226 39.000 1.288 0.00 0.000 39.000 0.000 .00 . 1 , J RJSA Tower Job Page P0013736 GREENBURG 17 of 17 GPD Associates Project Date . 520 South Main Street Suite 2531 2006192.92 07:57:08 12/06/06 Akron, Ohio 44311 Client Designed by Phone: (330) 572 -2100 T- MOBILE USA CJScheks FAX (330) 572 -2102 Pole Shear Design Data I Section Elevation Size Actual Actual Allow. Ratio Actual Actual Allow. Ratio No. V j F f T I. F,,, f„ ft lb ksi ksi F lb-ft ksi ksi F LI 130- 80.917 TP25.074x14.763x0.2188 15977.3 0.952 26.000 0.074 328.42 0.019 26.000 0.001 (1) 0 L2 80.917 - TP32.16x23.6036x0.3125 19446.6 0.624 26.000 0.049 268.61 0.006 26.000 0.000 45.917 (2) 0 L3 45.917 - 0 (3) TP4 1 x30.6598x0.375 23851.2 0.486 26.000 0.038 192.97 0.002 26.000 0.000 0 Pole Interaction Design Data I Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria No. P fh. A f f, Stress Stress ft p. Fb.. Fa F F,., Ratio Ratio LI 130 - 80.917 0.011 1.007 0.000 0.074 0.001 1.019 ✓ 1.333 H1 -3+VT V (1) L2 80.917 - 0.010 1.246 0.000 0.049 0.000 V 1.333 45.917 (2) 1.257 H1 -3+VT L3 45.917 - 0 (3) 0.012 1.288 0.000 0.038 0.000 1.300 a 1.333 H 1 3 +VT ✓ Section Capacity Table I Section Elevation Component Size Critical P SF'P uow % Pass No. ft Type Element lb lb Capacity Fail L1 130 - 80.917 Pole TP25.074x14.763x0.2188 1 - 6968.40 872333.83 76.5 Pass L2 80.917 - 45.917 Pole TP32.16x23.6036x0.3125 2 - 12270.10 1620221.44 94.3 Pass L3 45.917 - 0 Pole TP41 x30.6598x0.375 3 - 22468.40 2550202.18 97.5 Pass Summary Pole (L3) 97.5 Pass Base Plate 82.4 Pass RATING= 97.5 Pass Program Version 4.7.0.2 - 11/16/2006 File:G:/ Telecom /2006192 /92 /risa/greenburg.eri TOWER ELEVATION DRAWING IFS& GPD ASSOCIATES A '• .. 130011 111111[ r II _IF L u L DESIGNED APPURTENANCE LOADING TYPE ELEVATION TYPE ELEVATION - -" 12' LP Platform 127 BTS -2500 109 _ (4) RR65- 19-00DP 127 8' 2.5 std pipe 107 (4) RR65.19-00DP 127 8' 2.5 std pipe 107 _ —. (4) RR65.19-00DP 127 8' 2.5 std pipe 107 (4) S20045A1 LNA 127 8' 2.5 std pipe 107 1 ,1 (4) S20045A1 LNA 127 Generic GPS 107 I NI (4) S20045A1 LNA 127 HPD2 -23 105 8 °e ea il/I 1 10' Tarms (3) 117 HPD2 -23 105 c m ^ r` ��9 �' ° (2) PCSS065-19 -2 117 HPD2 -23 105 N o H n (2) PCSS065 -19-2 117 HPD2-23 105 i (2) PCSSO65.19.2 117 4 FT DISH 100 • 840-10057 840 -10057 109 Valmont 13' Platlonn ado Rails 90 109 (2) LP0.4019 90 840-10057 109 (2)BSA- 185065/12 90 840-10057 109 (2) BSA- 185040112CF 90 _ C - rI BTS -2500 109 (2) LPD-6516 90 - BTS -2500 109 (2) BSA- 185063112CF 90 BTS -2500 109 (2) LPD-7907/8 90 - � i� '' MATERIAL STRENGTH / GRADE Fy Fu GRADE I Fy I Fu na a A572-65 65161 80161 80.911 TOWER DESIGN NOTES • 1. Tower is located in Washington County, Oregon. 2. Tower designed for a 80 mph basic wind in accordance with the TINEIA -222 -F Standard. "; 3. Tower is also designed for a 69 mph basic wind with 0.50 in ice. 4. Deflections are based upon a 50 mph wind. 5. TOWER RATING: 97.5% N at m p 0 _ H 0 O N r N ' t •- . 1 � N O N I7 < M I / ° 45.911 111 I n g m g m AXIAL e, ' ' ; O N 30115 lb SHEAR MOMEM 1988616 1733581 TORQUE 1125 lb-ft 69 nph WIND - 0.5000 in ICE 1 AXIAL 22497 lb MOMENT SHEAR (1.-- 2036526 /b R 23824 lb 0.0 0 ; TORQUE 1535 lb-ft 1 REACTIONS - 80 mph WIND 9 a in 8 ` N O 2 4" ,0 3 Z .a 3 . m L2 ii GPD Associates 10° P001373B GREENBURG - %Arj 520 South Main Street Suite 2531 Proles: 2006192.92 C:PT)C,ROLIP Akron, Ohio 44311 dlent T- MOBILE USA Dra ° Y` CJScheks Consulting Engineers Phone: (330) 572 -2100 Code TIA/EIA -222 -F Date: 12/06/06 scale: NTS FAX: (330) 572-2102 Path: G. tTeleadr12006192192t16a14eenlu4 .e6 Dw g No. E -1 a UTILITY CONTACTS . SYMBOLS REV DATE DESCRIPTION BY 0 12DECO5 BP SUBMITTAL DOA Mint IMIntin PGE VERIZON NW O SHEET NOTE DESIGNATION 1 G PANELBOARD Q METER BASE 0 0 EI GROUND ROD IT B TIE ELECTRICAL CONTRACTOR'S RESPONBBUTY TO CAREFULLY ® GROUND TEST WELL COORDINATE ALL ASPECTS OF SERVICE WITH THE RESPECTIVE I— I GROUND BAR L<Ignwireless UTIJTY COMPANIES. ---e -- GROUND CONNECTION 5430 NE 122nd AVENUE PORTLAND, OREGON 97230 Emm LIGHT FIXTURE - FLUORESCENT 503.408.3400 ABBREVIATIONS 0-i LIGHT FIXTURE - WALLMOUNTED POR AFF ABO FINISHED FLOOR 0 EXIT FIXTURE DARTMOUTH • BG BELOW GRADE U LIGHT FIXTURE - BUGEYE EMERGENCY 'C • :.. CONDUIT $ SINGLE POLE SWITCH 11 _ ' ' 2 ` CI a,A CU COPPER $3 3 -WAY SWITCH 1-e ^` ,r / _ : � .. . � i " E EXISTING GI EP DISCONNECT SWITCH. "F" DENOTES FUSED. DEC 14 1006 EGB EXTERNAL GROUND BAR ® JUNCTION BOX CID( Ur 11(7M EGR - EXTERNAL BUILDING GROUND RING 9 DUPLEX RECEPTACLE 'ITTIT TlTi1T .MTh - FCM FIELD CONSTRUCTION MANAGER ip DOUBLE DUPLEX RECEPTACLE 98,SS.W. Men Boulevard GFI GROUND FAULT INTERRUPTER 0 THERMOSTAT 9615107 ReliV Beaverton, Oregon - 97005 Phone: ((503) 292-6000 ENGINEERING, INC. Fax: (503) 726-3326 GRC GALVANIZED RIGID CONDUIT CI SMOKE DETECTOR rweng@rwaxg Subway E nren0�rweng.mm Project No.: 1100.072.001 Contact: DAVID ANC SON GRD GROUND 0 MOTOR CONNECTION _ MOB MASTER GROUND BAR G GROUND WIRE N NEW —P— UNDERGROUND POWER CONDUIT \ � �sG P INZ, . / � V � G SBTC SOLID BARE TINNED COPPER —T— UNDERGROUND TELEPHONE CONDUIT L s`„'� 9 An. Pl/9! TELCO TELEPHONE COMPANY - -P -- SURFACE MOUNTED POWER CONDUIT LV o• = GON TGR TOWER GROUND RING - -T -- SURFACE MOUNTED TELEPHONE CONDUIT v -0'14� Ac" � • • � N, �FS Ml ��j � � ;/v TYP TYPICAL —OHP— OVERHEAD POWER CONDUCTORS EXPIRES 12/31/68 VER VERIFY —OHT— OVERHEAD TELEPHONE CONDUCTORS • VZW VERIZON WIRELESS 7 WEATHERHEAD 00 sg'(O • DRAWING FILE !�� a \ ��s�o ol�awco�EO1 WGB WAVEGUIDE GROUND BAR —EP--- EMERGENCY POWER CONDUIT a� C� 0 '� '_ T '�' - E —W— . F S R�1 .� `' D S & WP WEATHERPROOF W— WAVEGUIDE CONDUIT �pF,ovv�J'�IL CONTACTS ACT SHEET NUMBER NOTE: NOT ALL ABBREVIATIONS MAY BE USED ON THIS PROJECT. NOTE: NOT ALL SYMBOLS MAY BE USED ON THIS PROJECT. EO 1 r. if GENERAL NOTES REV DATE DESCRIPTION BY • A. THE ENTIRE ELECTRICAL INSTALLATION MUST COMPLY WITH THE LATEST NATIONAL, STATE AND LOCAL CODE RULES AND REGULATIONS. APPLICABLE o 12DECOB BP SUBMITTAL DOA CODES INCLUDE, BUT ARE NOT LIMITED TO, THE NATIONAL ELECTRICAL CODE, NATIONAL FIRE CODE, LIFE SAFETY CODE, UNIFORM BUILDING CODE AND OSHA. WHETHER INDICATED ON THE DRAWINGS OR NOT, FURNISH WITHOUT EXTRA CHARGE, ANY ADDITIONAL MATERIALS AND LABOR NECESSARY FOR COMPLIANCE WITH THESE CODES. B. REVIEW CURRENT VERSIONS OF VZW' "CELL SITE AND MICROWAVE RADIO STATION PROTECTION ENGINEERING CONSIDERATIONS" (NSTD46-8/21/06), "MOBILE SWITCHING CENTER GROUNDING SYSTEMS — ENGINEERING AND APPLICATIONS" (NSTD33- 02/16/05), "AC SERVICE GROUNDING — ENGINEERING - APPLICATIONS" (NSTD34- 04/07/06) AND "ENGINEERING FUNDAMENTALS OF ELECTRODE GROUND DESIGN" (NSTD40- 03/19/02), AND "FUNDAMENTALS OF ELECTRODE GROUND MEASUREMENTS" (NSTD - 05/24/06), REFERRED TO AS "GROUNDING STANDARDS ", PRIOR TO BEGINNING WORK. WHETHER INDICATED ON THE DRAWINGS OR NOT, FURNISH WITHOUT EXTRA CHARGE, ANY ADDITIONAL MATERIALS AND LABOR NECESSARY FOR COMPLIANCE WITH THESE STANDARDS. er /'lwireless C. PROVIDE WRITTEN WARRANTY AGREEING TO REPLACE, WITHOUT ANY ADDITIONAL CHARGE, ANY WORK OR MATERIAL WHICH DEVELOPS DEFECTS, EXCEPT 5430 NE 122nd AVENUE FROM ABUSE, WITHIN ONE YEAR OF COMPLETION AND ACCEPTANCE BY VERIZON WIRELESS. PORTLAND, OREGON 97230 503.408.3400 D. NOTIFY FCM OF ANY DISCREPANCIES FOUND IN SITE EQUIPMENT CORRECTNESS OR FUNCTION AND /OR FIT PRIOR TO ORDERING. POR E. NOTIFY ALL UTILITIES PRIOR TO WORK START —UP. CAREFULLY COORDINATE ALL INSTALLATION REQUIREMENTS WITH THE APPROPRIATE SERVING UTILITY AND COMPLY WITH THEIR STANDARDS, WHETHER INDICATED ON THE DRAWINGS OR NOT. DARTMOUTH F. A PRE — CONSTRUCTION MEETING MUST BE HELD WITH POWER AND TELEPHONE COMPANY REPRESENTATIVES PRIOR TO STARTING CONSTRUCTION. 11744 PACIFIC HWY. G. COORDINATE WITH UTILITY COMPANIES AND APPROPRIATE LOCAL AND STATE JURISDICTIONS TO OBTAIN ALL NECESSARY EASEMENTS, PERMITS, STREET CROSSING AUTHORIZATIONS, ETC. PRIOR TO CONSTRUCTION. TIGARD, OR 97223 H. CAREFULLY LOCATE ALL EXISTING UTILfTIES PRIOR TO STARTING ANY TRENCHING OR EXCAVATION WORK. COORDINATE WITH THE GENERAL CONTRACTOR AND THE APPROPRIATE UTILITY. I. ALL POWER SERVICE TRENCHING IN PUBLIC RIGHT —OF —WAY OR BORING UNDER PUBLIC ROADWAYS TO BE DONE BY POWER COMPANY APPROVED CONTRACTORS. COST FOR SUCH CONTRACTORS TO BE INCLUDED IN BID PRICE. J. COMBINE UTILITIES IN COMMON TRENCH WHEREVER PRACTICAL. MAINTAIN MINIMUM 12" SEPARATION BETWEEN UNDERGROUND CONDUITS AND 8 Su ,5 Oe 0 S107 .W. Men BOUlevmtl CONDUCTORS WITH SEPARATE FUNCTIONS. REFER TO DETAIL 1/E10 FOR REQUIREMENTS. Beaverton, Oregon 87005 Phone: (583) 28211000 ENGINEERING, INC. Fax: (503) 726-3326 19. hlaWatad "WNW E -mail: rweng @n eng.wm K. RETURN EXISTING SURFACES REMOVED DURING TRENCHING AND EXCAVATION (SOD, SOIL, PAVEMENT, ETC.) TO ORIGINAL CONDITION. Pm(ec,No.: 6911.072.00I Canted: DAVID ANDERSON L. AVOID ALL CONCRETE FOOTINGS, TREE ROOT SYSTEMS AND IN— GROUND UTILITIES. THE ROUTING OF CONDUITS SHOWN ON THE DRAWINGS IS SCHEMATIC. COORDINATE EXACT ROUTING WITH VERIZON FCM AND SERVING UTILITIES. PRO�j' M. ALL UNDERGROUND CONDUITS TO BE SCHEDULE 40 PVC EXCEPT SCHEDULE 80 PVC TO BE USED UNDER TRAFFIC AREAS. V GINTA; f / / V 971 N. ALL CONDUIT ELLS 1" AND LARGER, TO BE LONG SWEEP, RIGID STEEL, UNLESS NOTED OTHERWISE. BURIAL DEPTH TO BE MINIMUM 36" OR AS ~ ��/1�f/ SHOWN ON THE DRAWINGS OR SPECIFIED BY THE SERVING UTILITIES. 1O' oRiGo 0. UTILITY COMPANIES TO INSPECT AND APPROVE ALL NEW TRENCHING AND CONDUIT INSTALLATION PRIOR TO BACK FILL. v vG 4. 14.AC" %. E w 4/,‘, P. AUTHORITY HAVING JURISDICTION (AHJ) TO INSPECT AND "APPROVE FOR CONNECTION" POWER METER BASE INSTALLATION. AFTER AHJ APPROVAL, EXPIRES 12/31/ COORDINATE WITH POWER COMPANY FOR THEIR INSPECTION, APPROVAL AND TO CONNECT SERVICE. Q. PROVIDE TESTING OF NEW EXTERNAL GROUNDING SYSTEM, AND WRITTEN CERTIFICATION, THAT OVERALL SYSTEM RESISTANCE IS 5 OHMS, OR LESS. DRAWING FILE wr:Vms\onVoiVwc \arl R. PROVIDE PVC CONDUIT SLEEVES AS REQUIRED FOR GROUNDING CONDUCTORS ENTERING OR ,LEAVING THE EQUIPMENT SHELTER, OR WHERE SHEET TITLE CONDUCTORS ARE SUBJECT TO MECHANICAL INJURY OR WEATHER. GENERAL NOTES S. ALL METALLIC CONDUIT CONNECTORS TO BE COMPRESSION TYPE. SET SCREW TYPE ARE NOT ALLOWED. SHEET NUMBER T. ALL POWER DROPS TO EQUIPMENT (RECTIFIERS, ETC.) TO BE IN APPROVED PVC JACKETED METAL FLEX. E02 0. / A' ' GENERAL NOTES REV DATE DESCRIPTION B cP ) / A. CAREFULLY COORDINATE INSTALLATION OF NEW o l2DECOe BP SUBMITTAL DGA \)S / CONDUITS WITH UTILITY COMPANIES. 1 B. SEE SHEET E02 FOR GENERAL PLAN NOTE • � REQUIREMENTS. \G • I li C. LOCATE ALL MEMO IN-GROUND MITES PRIOR TO �, NBTALLIiQ NEW SERVICE COMUITS. ( D. COORDINATE FINAL EQUIPMENT LAYOUT AND O I el"' CONNECTIONS WITH SHELTER MANUFACTURER. II L<SLiwireless SHEET NOTES 5430 NE 122nd AVENUE PORTLAND, OREGON 97230 I O1 PROVIDE ONE (1) 3" SCHEDULE 40 PVC 503.408.3400 CONDUIT, WITH NYLON PULL CORD, 36" B.G., A , I FOR SECONDARY POWER SERVICE. SEE DETAIL POR / C E T EXA THIROUTINGUWITHEUT S. AND DARTMOUTH I 1 VZW FCM. SEE SHT. E02, GENERAL NOTE I. ( P I I <> SWEEP CONDUIT UP AT EXISTING POLE FOR 11744 PACIFIC HWY. \ CONNECTION BY PGE. TIGARD, OR 97223 40 PROVIDE NEW POWER CONDUITS (SEE NOTES 2) I IN TRENCH. SEE DETAIL 1/E10 FOR TRENCHING REQUIREMENTS. COORDINATE ROUTE WITH I UTILITIES AND VZW FCM. O4 SEE 1/E04 FOR CONTINUATION. \ 9875 S.W. Allen Boulevard Suite 707 I 5 PROVIDE SCHEDULE 40 PVC 4" WITH NYLON Beaverton. (503 8 97005 PULL CORD, 36" B.G. FOR TELCO. ENGINEERING, INC. Phone: ) 2 Fe (503) 7283328 mwsw.tv Nearest 004th. Hnail:.werg @nwen9.com Proles M00 No.: !99.074.001 Contact DAVID A60N L <> SWEEP CONDUIT UP AT TELCO PED. 0 I ---._ ,,ac.‘) PRO � G1Nz �y O _ �: • x �, _ >- � s OREGON v 0 P ° c b 1 Isi • ; i 'I,` ` v, G CY 14 19� �� • 1 I EXPIRES 12/31 /08 N . N DRAWING FILE N WF: \899 \072 \0O1 \DYYGVE03 SHEET TITLE 1 OVERALL SITE PLAN OVERALL SITE E03 SCALE: 1" = 30' -0" PLAN SHEET NUMBER E03 REV DATE DESCRIPTION BY GENERAL 0 120ECO6 BP SUBMITTAL DCA • A. CAREFULLY COORDINATE INSTALLATION OF NEW CONDUITS WITH UTILITY COMPANIES. B. SEE SHEET E02 FOR GENERAL PLAN NOTE REQUIREMENTS. C. LOCATE ALL EXISTING IN— GROUND UTIUTIES PRIOR TO INSTALLING 'NEW SERVICE CONDUITS. D. COORDINATE FINAL EQUIPMENT LAYOUT AND P.I I CONNECTIONS WITH EQUIPMENT MANUFACTURER. T P © �" _ --x .�'* PORTLAND1OREGON 9 7 30 x — x — x — x k,„ ►_ !� 503.408.3400 %1 : , SHEET NOTES \ - -, '- x �- X -x -x x _ _ -- ■�a % \ �� T � "�` J 1 PROVIDE NEW GALVANIZED STEEL H —FRAME WITH POR 1 � — O C ONCRETE BASES. SEE SHEET E13. . . r - — ' 1 DARTMOUTH © ® s...• : ❖: ❖:•' ❖:❖ :•�: d �.��.� O2 PROVIDE NEW 200A WP METER /MAIN, FIRMLY ATTACHED TO H— FRAME. SEE ONE —LINE 11744 PACIFIC HWY. . O • P ::❖ DIAGRAM, DETAIL 1 /E09 FOR SPECIFICATION. ■ N 4 int* I O3 PROVIDE WP INTEGRATED LOAD CENTER PANEL \ TIGARD, OR 97223 O • / 44;7 � I A , FIRMLY ATTACHED TO H— FRAME. SEE + � �; �, \ _� SHEET E07 FOR SCHEDULE. SEE ONE —LINE \ /� , ?�:: — — I DIAGRAM, DETAIL 1/E09 FOR SPECIFICATION. 4> \ �� \ s S 4 PROVIDE 4" EMT CONDUIT INTERCONNECTION. �j \ ♦ -..; � \ 1 USE WP FITTINGS. 9615 S.W. Men Boulevard © \ f \ O s•ue,e7 ow.. 97005 ` , ' 5 Phone. (503)2g2 -6000 it> ENGINEERING, INC. SEE SHEET E03 FOR CONTINUATION. Beavedon• \ :::. ( ` 332e \ \ �� x E-.T (503) 720 � �,p�• Etr,ell: rvang ®nveng.00m •• �•• ! • -:'' :��r O PROVIDE WP GFI RECEPTACLE ON SIDE OF : 6992720 0 1 Contact DAVID ' •• � : :1 _•_ : : : : : _.i :? ? _ : : !Q:: : i ce; l / T NADIERSON N 711;:1. +� , .. - PANEL A FOR GENERAL USE CONNECT TO ' r #1 ( CIRCUIT A -8. ii k,D PROFS �_ I� . NEW MODCELL CABINET POWER FEEDERS. SEE c GINS+ J x — x -- x — x — x — ;�- — x — x ONE —LINE DIAGRAM, DETAIL 1/E09, FOR SIZES. d V 4.* 41 • 9 \ 8 COORDINATE POWER AND TELCO SERVICE ^ ,_ . . ' ' : %F / N FEEDER STUB —UP LOCATIONS WITH EQUIPMENT kyr OREGON MANUFACTURER. c*,_ vG 14.�9 0 9 PROVIDE 3" SEAL —TITE FLEX CONNECTION FS E. Ml ,�� �C. !3 eu 0 CONDUIT, WITH WP FITTINGS, BETWEEN MODCELL I EXPIRES 12/31/0 1 ELECTRICAL SITE PLAN CABINET AND EBRE /HPRE CABINET. BM SCALE: 1 /8" = 1' -0" COORDINATE CONNECTION LOCATIONS WITH DRAWING FILE • EQUIPMENT MANUFACTURER. TYPICAL 2 WF. \ \OO SHEET TITLE NOTES CONTINUED ON SHEET E05 ELECTRICAL SITE PLAN SHEET NUMBER E04 SHEET NOTES REV DATE DESCRIPTION BY 0 12DECO6 BP SUBMITTAL DOA • 10 PROVIDE POWER CONNECTION TO INTEGRAL 20A TWIST —LOCK RECEPTACLE IN EBRE /HPRE CABINET FOR HVAC UNIT. CIRCUIT TO A -10, 1/2" C., (2) #12, (1) #12 GRD.. CONDUIT TO BE BELOW GRADE. COORDINATE UNIT CONNECTIONS WITH EQUIPMENT MANUFACTURER. 11 PROVIDE 1 -1/2" RIGID STEEL CONDUIT POST, FIRMLY ATTACHED TO EQUIPMENT SLAB, AND ADJUSTABLE MOUNTING HARDWARE AS REQUIRED k „,,, . TO MOUNT QUARTZ FLOOD FIXTURE AT +7 -6" (VER.) HUBBELL #QD150B, OR APPROVED EQUAL TYPICAL 2. fin 0 PROVIDE WP SWITCH AT +48" ON POST. SWITCH TO CONTROL BOTH 47twireless LIGHTS. HOMERUN TO CIRCUIT A -2. 1/2" C., (2) #12, (1) #12 GRD. 5430 NE 122nd AVENUE PORTLAND, OREGON 97230 0 PROVIDE WP, GFI RECEPTACLE MOUNTED IN CAST BOX ON WAVEGUIDE 503.408.3400 BRIDGE SUPPORT LEG. CIRCUIT TO A -12. 1/2 "C., (2) #12, (1) #12 POR GRD. PORTIONS OF CONDUIT ABOVE GRADE TO BE RIGID STEEL. 14 PROVIDE GENERATOR RECEPTACLE ON EQUIPMENT BOARD AT +36" DARTMOUTH • (VERIFY). SEE ONE —LINE DIAGRAM, SEE SHEET E09. Q PROVIDE CONCRETE FILLED, RIGID STEEL CONDUIT PROTECTIVE BOLLARDS. 11744 PACIFIC HWY. COORDINATE LAYOUT WITH VZW FCM. SEE DETAIL 1/E05. TIGARD, OR 97223 • PROVIDE NORTHERN TECHNOLOGIES WP TELCO ENCLOSURE PER VZW STANDARDS. PROVIDE, ALL GROUNDING AND MISCELLANEOUS CONNECTIONS DOME CONCRETE & AS REQUIRED. COORDINATE ALL WORK WITH VZW FCM. REMOVE SHARP EDGES & BURRS Q TELCO H— FRAME, VERIZON NW, SEE SHEET E15 FOR DETAILS. — • PROVIDE ONE (1) 2" CONDUIT SCHEDULE 40 PVC WITH NYLON PULL 6" RIGID STEEL 18 9s"m' °' "'"Ba"' 6,SS. CORD, 36" B.G. FOR TELCO SERVICE. SEE DETAIL 1/E10 FOR TRENCHING PIPE (CONCRETE Beaverton. Omen 97005 REQUIREMENTS. COORDINATE ROUTING WITH UTILITIES AND VZW FCM. FILLED) . Phone: (503) 292000 • GENERAL NOTE A. a ENGINEERING, INC. Fax: (5°3)72&3328 ( D 1ig� � �q�• ",��, E+nell: rwenp@rweng.00m I Project No.: .99.072.001 Contact: DM NCER90N M 19 PROVIDE 1" RIGID STEEL CONDUIT, FIRMLY ATTACHED TO NTI ENCLOSURE . AND H— FRAME, FOR SITE LIGHT. PROVIDE HUBBELL #QD150B OR UNDISTURBED . • FINAL GRADE • APPROVED, FLOODLIGHT AT TOP. SEE DETAIL 1/E14. PROVIDE WP BOX SOIL ., N ,,' PROlk, AND SINGLE POLE SWITCH AT +48" TO CONTROL LIGHT. CONNECT TO _ _ _ _ G A, . CIRCUIT A -32. =1 I 1 =1 I 1 =111= • °; • 11 =111 -1 I I ; I I - 9 �✓ �r 1 1 - 114 11E111: FOUNDATION N � ,` �G , , 1� �' } v ZY 1 ° . �� FS E MI `C ` �`� �/ 7 i s( 19 0 EXPIRES 12/31/08 1' -0 DRAWING FILE WF: \699 \072 \001 \DWG\EDS 1 BARRIER POST DETAIL SHEET TITLE . E05 SCALE: 1/2 " =1' -0" SHEET NOTES CONTINUED SHEET NUMBER E05 GENERAL NOTES REV DATE DESCRIPTION BY A. SEE SHEET E02 FOR GENERAL PLAN NOTE o 12DEC06 BP SUBMITTAL DGA • I REQUIREMENTS AND GROUNDING STANDARDS REQUIRED REFERENCES I ' B. VERIFY EXACT EQUIPMENT LAYOUT AND LOCATIONS OF CONNECTIONS, WITH VZW FCM, PRIOR TO ROUGH -IN. C. LOCATE ALL EXISTING 1N- GROUND UTILITIES I PRIOR TO INSTALLING NEW GROUND SYSTEM I D. PROVIDE GROUND SYSTEM TESTING AND er 1'lwireless / DOCUMENTATION AS INDICATED ON SHEETS E15 � , AND E16. 5430 NE 122nd AVENUE x — x — x — x - -x " \ ," PORTLAND, OREGON 97230 ` —1-- d '—' ^ ' d — _ _ _ /� ��, _ _ i���� E. SEE SHEET E17 FOR GROUND LEAD SCHEDULE. 503.408.3400 ,L N VP x © I ■ x G x ❑ Ni I ,/ �. SHEET NOTES POR G O .•.••••••••.•• � �` `1► O1 PROVIDE (1) #2 SBTC EXTERNAL GROUND RING DARTMOUTH 0 1 i.��. _ �� .• . ..• ..❖. ❖ e .*. , � (EGR) - LEAD 1, MINIMUM 36 BELOW GRADE • ' '•••'••PO'•` AND 36" OR AS SHOWN FROM THE SLAB AND • N moo .:•: ❖:❖ " 11744 PACIFIC HWY. G I ALL FOOTINGS. 24 MINIMUM RADIUS. BOND + r, � � = - I TO GROUND RODS. TIGARD OR 97223 /.z:: . \ 2 VERIFY LOCATION AND INTEGRITY OF EXISTING ::• �` ;; 4 1 / I TOWER GROUND RING (TGR). PROVIDE " - %� - O ADDITIONAL LABOR & MATERIALS AS REQUIRED © . �'' ; � k' �' © TO BRING INTO COMPLIANCE WITH GROUNDING 4, ` ���1 ° ����`; ; .J � I { I STANDARDS. ,, ' © ,. ,,I 3 PROVIDE 5/8" x 8' -0" LONG COPPER CLAD, Lift: . "'°" ""°' 14 t „� STEEL GROUND ROD, DRIVEN TO 30 BELOW . «, o • ,/ ` , A �t� ; ' ” Fax: (503)72&3326 • 4.i . 1 • a GRADE. MAX. SPACING 15 -0 MIN. SPACING ENGINEERING, INc. O ' / ■���II_� ::oS.:.. „... -,,.� `� , souk• E -mall: e� e. egaiseng N � ` c ;. MIRI : *•:❖::�❖:❖ —.:• e.: - ..:`� • � $ : 8 (ALTERNATE FOR ROCK• "THOMPSON” Pio .cl NO.: 11911.072.001 Contact MID ANOEl�5p1 � e ■ !� ■I�ii'i. ,:;:: � #233, 18" x 18" x 20 GA. COPPER GROUND © .� ._ o .���I`,;;�ij I PLATE. MAX. SPACING 10' -0" O.C.) O i . 00. •: ... ■o: .. . . : • 0000 .. \ �I, .:. ........_._. ... ...................._._. C� 0 PROs O x — x — x — x — x — ;� - ti x x I 4O PROVIDE SERVICE GROUND PER NEC. v 5 '��� t Ny�� A O 0 + O PROVIDE GROUND INSPECTION WELL PER . & 9 9 N GROUNDING STANDARDS. TYPICAL 2. O 6 PROVIDE (1) #2 SBTC GROUND CONNECTION �r v , 9 �� I N FROM METER /MAIN SERVICE GROUND TO �9 14 � ��. EXTERNAL GROUND RING. S E MIS 1 ■ O PROVIDE (1) #4/0 GREEN CU. EQUIPMENT WIRES 12/31/. = N GROUND LEAD IN SLOT OF EQUIPMENT SLAB. DRAWING FILE BOND BOTH ENDS TO EGR. wF:\899\072\OO1\Dwo\EOe N 1 EXTERIOR GROUNDING PLAN I O BAR PROVIDE TIN AT PLATE 6 ON STING MONOPO EUND EX E06 SCALE: 1/8" = 1' -0" VERIFY LOCATION WITH VZW FCM. HARGER GROUNDING PLAN #GBI14416C, OR APPROVED EQUAL. PROVIDE SHEET NUMBER NOTES CONTINUE ON E07 E06 SHEET NOTES CONTINUED FROM SHEET E06. REV DATE DESCRIPTION BY 0 12DECOB BP SUBMITTAL DOA (2) #4/0 GREEN CU. FROM EGB TO EGR. PROVIDE SEPARATE 1-1/4" SCHEDULE 40 PVC CONDUIT SLEEVES AS REQUIRED TO ISOLATE AND PROTECT CONDUCTORS. CONNECT #6 WAVEGUIDE SHEATH GROUNDS AS REQUIRED. PROVIDE (1) #2 SBTC BOND FROM EGR TO EACH WAVEGUIDE BRIDGE SUPPORT, PER GROUNDING STANDARDS. TYPICAL 9. 1 D PROVIDE (1) #2 SBTC BOND - LEAD 6, FROM EGR TO FENCE POST (CORNER POSTS, GATE POSTS AND PERIMETER POSTS MAX. 20' -0" O.C.). TYPICAL. SEE SHEET E10. L<Ignwireless 11 PROVIDE (1) #4 BRAIDED STRAP TO BOND FENCE TO GATE. SEE SHEET 5430 NE 122nd AVENUE E10. TYPICAL 3. PORTLAND, OREGON 97230 503.408.3400 1Q PROVIDE (3) 6" TIN PLATED COPPER EXTERNAL GROUND BARS (EGB), POR ONE PER SECTOR, ON EXISTING MONOPOLE AT ANTENNA PLATFORM LEVEL. VERIFY LOCATION WITH VZW FCM. HARGER #GBI1426C, OR DARTMOUTH APPROVED EQUAL. BOND DIRECTLY TO MONOPOLE (NO ISOLATION), AND ALL ANTENNA MOUNTING HARDWARE, PER GROUNDING STANDARDS. CONNECT #6 WAVEGUIDE SHEATH GROUNDS AS REQUIRED. 11744 PACIFIC HWY. 1Q PROVIDE (1) #2 SBTC GROUND LEAD FROM GROUNDING SYSTEM TO TIGARD, OR 97223 H -FRAME PER GROUNDING STANDARDS. 14 PROVIDE (1) #2 GREEN CU. GROUND BOND FROM THE EQUIPMENT GROUND LEAD (NOTE 7) AND BOND TO THE EQUIPMENT CABINET PER GROUNDING STANDARDS. TYPICAL. 1Q PROVIDE (1) #2 SBTC FROM EGR TO EQUIPMENT SLAB REBAR FOR 9s6.: SW. Allen 60elevard UFER GROUND, PER GROUNDING STANDARDS. TYPICAL 2 Beaverton. Oregon 97005 Phone: (503) 292 -6000 ENGINEERING, INC. Fao (503) 726 -3326 16 PROVIDE (1) #2 GREEN CU. GROUND BOND FROM EQUIPMENT GROUND EtnoO: rvong6tweng.mm LEAD (NOTE 7) TO EQUIPMENT CABINET MOUNTING RAILS, PER Project NO 609.072001 Cone& DAvD ANDERSON GROUNDING STANDARDS. TYPICAL BOTH ENDS OF EACH RAIL. 1Q PROVIDE #6 GREEN CU. BOND FROM METER /MAIN SERVICE GROUND TO dg) PROfj TELCO ENCLOSURE. COIL 10' OF SPARE CONDUCTOR IN ENCLOSURE FOR N - GINAc INSTALLER'S USE. - ;.r /l! DREW v, 14. A IFS E. M EXPIRES 12/31/ DRAWING FILE WF: \899 \072 \001 \DWG\E07 SHEET TITLE SHEET NOTES CONTINUED SHEET NUMBER E07 t. REV DATE DESCRIPTION BY 120/240 VAC. 10. 200AMP. 3W SERVICE SUPPLIED AND INSTALLED 0 12DEC06 BP SUBMITTAL DOA BY ELECTRICAL CONrtRACTOR • #41 • /3/0 PANEL CIRCUIT SERVICE.• 120/240 WC AND DESIGNATION: PAS LOAD SCHEDULE LOCAnoN: Ecumorr H-FRAME _ LOAD PHASE NN ci LOAD PER PHASE (VA) LEAD DESCRI N R7n UNIT A C 8 d 200A . - -- d g A PHA C QTY. DESCRIPTION ei wireless 20A 1 - ---.• • • - T HN 10,000 12 1 20 X 450 130 3 SITE U GN15 2 5430 NE 122nd AVENUE 3 — —e a �� 7FIRN 10,000 12 1 20 X 360 180 2 SITE RECEPIS. 4 PORTLAND, OREGON 97230 • 20A 503.408.3400 5 — ----. o THHN 10.000 12 I 1 20 X 500 500 1 TELCO ENCI. POWER 6 POR 20A 7 — —. a .-- 10,000 1 20 - SPARE 8 9 — — 10 DARTMOUTH . 11 — _---e o 0 o— _ 12 13 — • • e— — 14 11744 PACIFIC HWY. • 15 — — • • • .— — 16 177 SPACE _ • • to___ - 18 TIGARD, OR 97223 19 — __ • • e--- — 20 . 21 — e o — 22 23 — e e _ SPACE 24 25 — • e — 26 27 — — S • e — 28 98 S.W. Men Boulevard — — Su lte ,U7 29 — —o 0 0 0— — 30 Beaverton, Oregon 97005 Phone: (503) 292-6000 31 — —o e o o--- -- — 32 ENGINEERING, INC. Fa": (553) 7263326 ue grl *.1ed s E.mai: rweng ®nveng.com 33 — ---- • • • C. — 34 Project No.: 61LA72.001 Contact WM A ERSON 35 — e e — 36 • 37 — —12 e • 111 ■ 38 100A �,0 PROS 39 POWER Cam 1 7200 7200 X 100 2 3 10,000 TNNN — �0-eiT e I e-� THHN 10.000 4 2 80 x x780 5780 1 PoMER Como 40 �/ FEED No. 1 FEEDER NO. 2 — 41 1 7200 7200 X - - 3 10,000 : THHN BLK e e ( THHN 10,000 4 - - X 5760 5780 1 42 % ••a•••••a••aa•a• SUBTOTAL •a••H••••aa•••a••aa•• 1: . , TOTAL KVA 9` /r � 1 a • • • • • • • • a • a • a • • • • CONTINUOUS 7200 7200 • • • • H • • • • • • • • • a • a • a • • a 5780 5760 .r..nl.� :. ;. 32.38 �/ ! •••••••••a•a•••a •�o�oaaar- 0000aaaaaoao�• •oaaaaao�aaa�ti�aaaaaa• �� i UOUS X 1.25 .,ii' a ••a♦ •• H••• • • • • • • • • • : : : : : : : : : : : : : : : :H : : : : : : : : ::$ ^1: 1 ••a•••a•••••••a•• ••••••••• NON- OONIINIIOUS 0 0 • • •a•a•aaHaa aa�aaa�•oao•o•a•o•aaaa�• • •oaaaaaaa 950 380 NON C ,- ORSGO TOTAL VOLTAGE 120/240 CYCLE 60 I PHASE 1 WIN MAN ES: 3 UFACTURER INTEGRATED LOADCEITEt NON -CONTINUOUS 131 ✓G ,�� NEUTRAL: 225 AMPS TYPE AND CATALOG NUMBER WP ENCLOSURE • d ,9� Y 14.19 �� MAIN BREAKER: 200 AMP FRAME I AIC:10.000 I TRIP: 200 AMPS TOTAL KVA 33.69 S E. MI 's 1 D MAIN LUGS: AMPS I MAIN COPPER : 225 AMP„' NO EQUAL EQUAL ® BUS: I EXPIRES 12/31/0 MAINS TOP ® BOROM ❑ MOUNTING: SURFACE ® ['FLUSH TOTAL AMPS 14038 • PANE_ 'A' DRAWING ALE WF: \699 \072 \001 \DWO\E08 SHEET TITLE PANEL SCHEDULE SHEET NUMBER E08 • REV DATE DESCRIPTION BY 0 12DEC06 BP SUBMITTAL DOA NOTE: PROVIDE COMPLETE STEEL MOUNTING H- FRAME, . COMPLETE WITH CONCRETE ANCHORED STEEL SUPPORT POSTS, AS REQUIRED TO RIGIDLY SUPPORT , ASSEMBLY TO THE SATISFACTION OF VERIZON WIRELESS FCM. SEE DETAIL 1/E13. PROVIDE WP INTEGRATED LOADCENTER PANEL 2" C 'A'. 200A 42- CIRCUIT, 120/240V, 10, 3W, - (3) #3/0 CU. - WITH DUAL MAIN BREAKERS, INTEGRAL PROVIDE WP METER /MAIN W /METER (1) #4 CU. GRD. TRANSFER SWITCH (ATS), AND DUAL INTEGRAL AbOn BASE PER POWER CO. STANDARDS. TVSS UNITS. MOUNT ON EQUIPMENT CIRCLE AW #U224MTBHM515, OR PANEL A BACKBOARD. SEE DETAIL 1/E04 FOR LOCATION. APPROVED. MOUNT ON GALVANIZED ` P.r wireless STEEL FRAME. SEE SHEET E04, NOTE - � - 22nd AVENUE 9. 2001 �� PORTLAND1OREGON 97230 2P ) 30 2 503108.3400 GROUND PER • lYS BRANCH ITT• PWR. BAIT. NEC. CAB. BAiT. CAB. POR © 30 2 BREAKERS TVS DUAL 200A DARTMOUTH --- MAIN BKRS. 1 11744 PACIFIC HWY. " C TIGARD, OR 97223 TO SECONDARY 3) #3/0 CU. POWER POLE SEE 1) #4 CU. GRD. DETAIL 1/E04 1-1/4"C. \-1-1/4"C. (1) 8 CU. GRD. (1) #8 CU. GRD. PROVIDE 200A GENERATOR • ' RECEPTACLE. APPLETON 96,5S.W.Men6oulever0 #AJA20044RS. MOUNT ON B1b107 Beaverton, Oregon 97005 EQUIPMENT. BACKBOARD. Phone :(503)292 -6000 ENGINEERING, INC. Fax 003) 726 -3928 �d SEE DETAIL 1/E04. ..aa• E rwang0weng.00m Protect No.: 699.072001 Contact: DAVID ANDERSON 1 ONE —LINE DIAGRAM E09 SCALE: NONE 200A, 120/240V 10, 3W ,` �,D PRO, �S _ _ r 9 7/ '- OREGO NOTE: LOAD SUMMARY v9'�FS a.' ��. COORDINATE WITH POWER COMPANY TO OBTAIN DESCRIPTION; 10 E. MIL' d ./b = AVAILABLE FAULT CURRENT INFORMATION. EQUIPMENT 32.4 KW EXPIRES 12/31/. PROVIDE APPROPRIATE A.I.C. RATINGS ON ALL RECEPTACLES & MISC. 1.3 KW DEVICES. WF: \699 \072 \O \DWO\1:09 TOTAL: 33.7 KW ® 240V, 10 = 140.4A . * CONNECTED LOAD OF 25.9 KW x 1.25 FOR CONTINUOUS SHEET TITLE ONE -LINE DIAGRAM SHEET NUMBER E09 r REV DATE DESCRIPTION BY 0 12DEC06 BP SUBMITTAL DOA e1 1'lwireless FINISHED GRADE 5430 NE 122nd AVENUE (GRAVEL, PAVEMENT OR SOD AS REQUIRED) PORTLAND, OREGON 97230 FINISHED GRADE (GRAVEL, PAVEMENT OR SOD AS REQUIRED) 503.408.3400 \ \ \ \ \/.\\'s \\`` /' / / \, /" /' / \• / \ //" /'' / \r/" "z<v/ % "� / " / / " / / " //� POR \ \ j \ \ \ / �\ /�\ /X /� \�\�\\ / / \ \/ Z , M YELLOW WARNING TAPE YELLOW / \< z DARTMOUTH WARNING TAPE m z A i � ° 11744 PACIFIC HWY. BACKFILL 95% z L.L. BAC KFILL 95% CD a COMPACTED a CO MPACTED '`' o TIGARD, OR 97223 to o s o o s PROVIDE 4" OF M ROCK FREE SOIL I— OT ABOVE AND BELOW 12" PROVIDE 4" OF SERVICE I ` MIN. 1 ROCK FREE SOIL N z ' ABOVE AND BELOW illO O SERVICE p P a BB 15 S.W. Men Boulevard Suite 707 Beaverton, Oregon 97005 Plane: (503)292�00 ENGINEERING, INC: E (503)726-3326 6 " I �e Coltles. E -mail: rweng@lwen9 nvang.com 6" 6" BOTTOM OF MIN - IN Pnr)ect No.: moo, Canted : DAVID wrm�or� P = POWER POWER TRENCH BOTTOM OF TELCO TRENCH T = TELEPHONE P = POWER T = TELEPHONE , PROFS, CD TRENCHING SECTION 2 INTERSECTING TRENCH SECTION 9 � A SCALE: NONE El0 SCALE: NONE WW1 v vG � y 14, A ‘' � IF SEMI10\ (30b I EXPIRES 12/31 /0. . DRAWING ALE WF: \899 \072 \oo1 \DWG\E10 SHEET TITLE DETAILS SHEET NUMBER E10 REV DATE DESCRIPTION BY 0 12DEC06 BP SUBMITTAL DOA L<SAwireless GATE SHALL BE BONDED ... , TO FENCE USING 18" PORTLAND, NE 122nd AVENUE 970 LONG x 1" WIDE PAINTED J 1 L KRYLON") BRAIDED STRAP (PREFERRED) 503.408.3400 OR 18" INSULATED #2 AWG PO R STRANDED COPPER WITH TWO HOLE LUGS (PAINT CONIED DARTMOUTH TO BE PLASTIC BASED CONDUCTOR PAINT SUCH AS TO OTHER • I GATE POST 11744 PACIFIC HUM(. . 411N ° FENCE - P OST .��, C41.4- TIGARD, OR 97223 EXOTHERMIC ail FENCE GP FENCE WELD (TYP) ' %. TO EXTERNAL EXOTHERMIC WELD OR as is TO EXTERNAL GROUND GROUND RING MECH. LUG (TYP) RING WITH #2 AWG BURIED CONDUCTOR TO WITH #2 AWG ATE BOND TO 98155.W. Haan Boulevard SOLID, BARE, TINNED #2 B e�'�' OTHER GATE POST WITH 2 SOLID, BARE, FENCE POST Beaverton. Oregon 97005 COPPER CONDUCTOR AWG SOLID, BARE, TINNED TINNED COPPER ENGINEERING, INC. Phone: (503)292.5000 (503) 726-3326 COPPER CONDUCTOR (TO CONDUCTOR (TYP) Fax: nam9@eeng. 1� �li0it Etnen: rwanp ®nvenp.aom 190MErRIC PROTECT AGAINST PERSONAL PLAN No.: 699.072001 Conte: DIM MID 0i INJURY) b ,s G l PRO xg A ' 0 GROUNDING AT FENCE AND GATE i� 9` ;,- CALE: NONE O f (el v ' ' 14,1 ,, * FS E. MVO 1 !S d.0 EXPIRES 12/31/ OJ� - DRAWING FILE WF: \M9 \072 \001 \DW0 \E /1 SHEET TITLE DETAILS SHEET NUMBER El1 f LEGEND REV DATE DESCRIPTION BY EXISTING MONOPOLE 0 12DEC06 BP SUBMITTAL DGA O (2) #4/0 GREEN CU. TO EXTERNAL I © 41) Q COAX CABLE GROUND RING • _ . AIIIIMI I COAX GROUND KIT O CADWELD EQUIPMENT PRIOR TO BEND (TYP) 03 (1) #4/0 GREEN CU. EQUIPMENT CABINET 0 GROUND LEAD MOUNTED TO SIDE BUS BAR FOR GROUND KITS OF SKID AND BONDED TO EGR. 36" ABOVE BASE PLATE MODCELL EXTERNAL INSTALL GROUND KIT ON CABLE EXTERNAL GROUND RING (OR PRIOR TO CABLE ENTRANCE er lwireless 0 EXISTING TOWER GROUND MOUNTING ` RING) MIN. 30" BELOW 05 BUS BAR FOR GROUND KITS GRADE. CADWELD ALL PORTLAND1OREGON 97230 SKIDS —N 0 CONNECTIONS AND SPLICES O (2) #4/0 GREEN CU. IN SEAL —TITE 503.408.3400 (PER RUN). POR © - ' 07 #2 SBTC 1 0 —1 O 0 " DARTMOUTH O8 6 MINIMUM GAP 9O WAVEGUIDE BRIDGE 11744 PACIFIC HWY. MONOPOLE /COAX GROUNDING DETAIL TIGARD, OR 97223 SCALE: NONE 10 #6 GREEN CU. COAX GROUND 11 #6 GREEN CU. BRIDGE TO STEEL BEAM PER PLAN SUPPORT LEG BOND. CADWELD TYPE "VS" MOLD 0 STEEL PIPES 88,5W•A0enBoulevartl AND SHAPES m107 Beaverton. 9 97005 r * -1 4 1144 . Phone: (503) 3) 2 292E000 • • ENGINEERING, INC. Fez: (503) 726-3326 Q • C O NCRET ��� wed g n a w & Emao: meng®weng•co. d CONCRETE PAD aae t "o: 19.072.001 Contact: DAM ANDERSON : :1-1" �) i. 41NI SJ Act � ::= "} i FRONT MODCELL BACK 1`i EQUIP. � � 0l �: i ! CABINET VSO• iHL� :-‘14 �, . �. . "i ce •i� � .'i � i� if i� . fi• MOUNTING f -� 97 9 :. . :: :. ; • ;' '. ... .. :� :. SKIDS .� Ar 1=111=111=111=111=111 � I � 111 111 - 111 - 111 - 1 1 1= =III =III =III =III= GROUND WIRE ' " --- - v9 �'F S E M►�� 1=1 I I =111 =111 ,1 _ .- :.:.:. - I 2 �� / b III —I I I_I I I ' PER PLAN '-- �—� -- - --•- III = .01- 11 - 4 I EXPIRES 12/31/08 I CADWELD TYPE III =1 1 =111 =1 I 1 =1 I 1 =1 GR OUND WIRE "NC" MOLD I I =1 = -III= - DRAWING ALE PER PLAN w, \e99\on\001\DWo \E12 SHEET TITLE DETAILS 0 SKID GROUNDING DETAILS EQUIPMENT /SLAB SECTION DETAIL SCALE: NONE SCALE: NONE SHEET NUMBER E12 t. REV DATE DESCRIPTION BY 0 12DECO6 BP SUBMITTAL DOA FLOOD LIGHT MOUNTED ON RIGID STEEL CONDUIT SUPPORT ATTACHED TO H— FRAME. COPPER "REGENT" #CF300W. PROVIDE WP 0 -60 MINUTE SPRING —WOUND TIMER SWITCH IN CAST BOX AT +48 ". 6' -8" CONNECT TO CIRCUIT A -4. 1/2 "C., (2) #12, (1) #12GND. / CLEAR \ erwireless 3" OD GALV STEEL PIPE • 5430 NE 122nd AVENUE COLUMN WITH POST CAPS —I 1 io PORTLAND, OREGON 97230 I I I 503.408.3400 0 = _ POR co ©° ' _ o DARTMOUTH 1 _ 10 11744 PACIFIC HWY. ' METER /MAIN CIRCLE AW #U224MTB, 1 0 I OR APPROVED EQUAL lo m I') TIGARD, OR 97223 PANEL 'A' INTEGRATED LOADCENTER. _ \- INTERSECT #AA30 — 1 —458-2 — 6M — N EMA FINISHED GRADE _ 3R, OR APPROVED EQUAL. I I �I DSX & ALARM TELCO PANEL. NTI #TNN00 —W201 ,a ,— I �-1- — ., , \ \ OR APPROVED EQUAL. 12" DIA. CONCRETE FOOTING. :.... .1 1.4 ra1—I I ICI I--H-1 I I 1 . � � 1 ' { ° ' ▪ {I I— —{ ......1.11v; I . 1-1111-1-1111=1 ; • 1 { , {— 9 5i:% men Boulevard CROWN TOP OF PIPES. TYP. 2. — I d''{ . I 1 1 1 { 1 : 1 , . . 1�' ° , t • .{ t .1 ` ��_� -- Beaverton. Oregon 97005 I h . 1 a. { - { { : { I— �L , : = Phone: (503) 292-6000 s: •. J I: I � { ' .1— I I 1 { 1 I fl- ..'. : 1 ( • I 1 . 1 I - E NGINEERING, IN C r: . Pa (503) 7726-3326 PLAN VIEW { .k I • I • . I I I { -- I ' 4Y Wiled E rwen95rweng.com 11 t '.J.1./ , I Ed I II ..,1 .a.:.1 � .' , j,� /.' . , I 1 f ' 1 1 . , — 'd' Pro)ectNo.: e69.072.001 Content: DAM NOEIi50q INCOMING POWE rl %. ..1— 111--1-1-1k— --r =1: --- r1 -..4- _ UIPMENT SERVICE1� 1 - -: .7-i r •.1 ._-- ��=____F1-'T BI NETS 1 . ,•..I W11H 1I�.+. :°14 � s - - - 1-__1113-ti-±r' \ ��-� PROF -11 It 1 I 1 � IE � S� sGINB . p II Itl � � 111 III iii ii c. s 2' -0 2' -0" i ,,,. ORE • FRONT VIEW �''4� 14 .‘9. at I F S E WI mh 1 POWER AND TELCO CABINET I EXPIRES 12/31/08 , EU SCALE: 3/8 " =l' -0" DRAWING FILE WF: \898 \072 \001 \DWG \E13 SHEET TITLE • DETAILS SHEET NUMBER E13 REV DATE DESCRIPTION BY GROUND RING, RODS & EXOTHERMIC WELD PER 0 12DECO6 BP SUBMITTAL DOA EXTERIOR GROUNDING GROUND PLAN. SEE DETAIL 1/E06. #2 SBTC EXOTHERMIC WELD TO TOWER FLANGE & GROUND RING (TYP 3 PLACES) 1 3/4" PVC CONDUIT _ ernwireless THROUGH FOUNDATION 5430 NE 122nd AVENUE (TYPICAL) PORTLAND, OREGON 97230 �' , 503.408.3400 MONOPOLE & BASE POR (2) #4/0 GREEN CU. COPPER GROUND BAR TO BUS BAR FOR DARTMOUTH GROUND KITS ATTACHED TO COAX PLAN ABOVE BEND 11744 PACIFIC HWY. TIGARD, OR 97223 GROUND KITS MONOPOLE & BASE IT u ATTACHED TO COAX 1 ABOVE BEND #6 GREEN CU. COAX GROUND Al ` z COAX CABLE (Ti') 96158.W. Allen Boulevard R6NV Sulte ,07 Beaverton, Oregon 97005 COPPER GROUND BAR \ E' Fea (503) 7 IN FROM TOWER #2 BARE TINNED COPPER , G s ' , INC EtnaO: nxanp ®rvveng.com EXOTHERMIC WELD TO Pro)eot No: 01110.072.001 Contact D EXOTHERMIC WELD TO TOWER & GROUND RING FLANGE INSTEAD OF (TYP. 3 PLACES) TOWER TO PREVENT �, 0 PRO DE— TEMPERING TOWER I::: •...... 3/4" PVC CONDUIT �` THROUGH FOUNDATION \ 074 — #04. STEEL V i, (2) #4/0 GREEN FOUNDATION 11 ] " 4� (2) TO BUS BAR A L e' ` �c �q \ OR i N CD GROUND RING, RODS I F S E M I S\• • 8c EXOTHERMIC WELD A . �r 0(0 PER EXTERIOR — - EXPIRES 12/31/0. GROUNDING PLAN. • SEE DETAIL 1 /E06. DRAWING FILE WF : \699 \072 \001 \DWENE14 ELEVATION SHEET TITLE DETAILS MONOPOLE GROUNDING DETAIL NOT TO SCALE SHEET NUMBER E14 PARTS LIST P1006 SS 1/4 " -20 24" P1000 REV DATE DESCRIPTION BY QUANTITY LTA SPRING EL NUT W/ EQUIV. (CUT TO 0 12DEC08 BP SU910iTAL ow LENGTH) 2 4 "x10' FEET GALVANIZED POSTS. PREASURE TREATED 6 "x6 "x10' HYPEREDGE OR POST IN WASHINGTON COUNTY FLEXBET CABINET P1010U SS 6 10 FOOT GALVANIZED UNISTRUT SECTION 1/4" x 3/4" SS UT W/ SPRING CHANNEL 8 4" U— SHAPED CLAMPS CAP SCREWS — DRILL (2) 1/2" 12 1/4 —INCH SPRING NUT DIA. HOLES IN 12 1/2 —INCH SPRING NUT CHANNEL, TYP 12 1/4—INCH x 3/4 —INCH BOLTS , 1/2" SS LOCK WASHER DRILL 1 4" DIA. eranwireless 12 1/2 —INCH X 3/4 —INCH BOLTS HOLE IN CHANNEL, 3 TA 2 —INCH SCHEDULE 40 _ 3 2 —INCH LOCK NUT TYP 5430 NE 122nd AVENUE 1 LB 2 —INCH SCHEDULE 40 3" SS 1/2"-13 PORTLAND, OREGON 97230 1 TB 2 —INCH SCHEDULE 40 CONDUIT — U— BOLT, TYP 503.408.3400 1 8 —FOOT SECTION OF SCHEDULE 4 PVC (FOR CONNECTOR PIPE) 1/2" x 15/16" SS II lip 1 CAN OF PVC CEMENT CAP SCREW P1000 CHANNEL POR 1 TOOL TO CUT 2 —INCH AND 4 —INCH PVC OR EQUIV. 1/2" SS LOCK WASHER DARTMOUTH . 24" UNISTRUT HYPEREDGE CABINET AND CHANNEL P1000 CHANNEL 16 "x14 "x8" FUTURE 4" POST CA 11744 PACIFIC HWY. 10 —HG HOT DIPPED 2 MO UNTING DE TAIL • GALVANIZED, TYP 05 1 " = 1' -0" TIGARD, OR 97223 FLEXBET 1I - I - - . 1 ! r�`7 " x22 x8.25 I " " I I I I I I I I I I QTY 4— UNISTRUT n 18.5 I I I II P1000 CHANNEL GROUND BUS, I' I I I I I I I II I 10 —HG HOT DIPPED TYP _ — _ [' L If J L GALVANIZED 4" PVC CONDUIT 1 / /- 4" x 10' SS40 7.:%7 -men Boulerara II 2" PVC SCHD. 975 (BY CUST.) 40 GALVANIZED PIPE Phone: Beaverton, (503)29Z� ! I. ICI MEETING FED. SPEC. ENGINEERING, INC. Fes: (503)726-3326 N „ app• Email: nvengagnrenga'm I 2 LR CONDUIT 2” T CONDUIT RR —F -191 CLASS 1 BODY BODY GRADE B E NO: 1529.072.001 Conte DAVID ANDERSON TO TELCO PED. \ — 4" PVC (BY PIGTAIL FOR FUTURE SEE DETAIL 1/E05 1 ,l CUST.) . GROUND CONNECTION 4.\ PROFI, -- -- - .r. �� � IN8 4 + O I I . 01 GROUND LINE I - • , , L 97 /A.1- / • I I . , 1 TO VERIZON L'� okzs�o �// #6 INSULATED SHELTER L #2 SOLID BARE OF SOLID GROUND TINNED WIRE BONDED v o, 1419 „q 0 WIRE CADWELD, TYP GROUND SERVICE 9�F E. MO %6 I M ( EXPIRES 12/31/ DRAWING FILE + I WF:\699\m2 \OO1\DWG\ 15 TITLE 8' -0 " + SHEET DETAILS 1 H- FIXTURE ELEVATION SHEET NUMBER 5 E 1/2" = 1' -0” E1 5 REV DATE DESCRIPTION BY PROCEDURE FOR TESTING GROUNDING NETWORK 0 ,mss BP SUBMITTAL DO, . STEP 1: READ AND OBSERVE SAFETY INSTRUCTIONS ENCLOSED WITH RESISTANCE METER, INCLUDING USE OF RUBBER GLOVES TO CONDUCT TEST. STEP 5: ENERGIZE TEST EQUIPMENT AND CONDUCT MEGGER TEST WITH ELECTRODE P AT 50' INTERVALS BETWEEN LAST • STEP 2: DETERMINE APPROXIMATE DIAMETER OF GROUNDING RING FOR THE SITE. WELL (® 0 FEET) AND ELECTRODE C. ALSO TEST AT 62% OF DISTANCE D. ALLOW RESISTANCE VALUE TO STABILIZE DIAMETER OF RING = FEET FOR 10 MINUTES AT EACH LOCATION BEFORE MOVING ELECTRODES. FOLLOW MANUFACTURER'S - STEP 3: FROM CHART BELOW (BIDDLE TABLE 1), DETERMINE DISTANCE D FROM RECOMMENDATIONS FOR SAFETY PRECAUTIONS REGARDING GROUND TEST WELL TO ELECTRODE C. ALSO DETERMINE DISTANCE TO DE- ENERGIZING BEFORE REMOVING ELECTRODE. ELECTRODE P (WHICH IS ABOUT 62% OF DISTANCE D). STEP 6: RECORD VALUES ON PLOT, PER SAMPLE. L<Ignwireless MAXIMUM DIMENSION (Fr) DISTANCE TO P (Fr) DISTANCE TO C (FT) IF PLOT DOES NOT INDICATE CHARACTERISTIC DOUBLE 5430 NE 122nd AVENUE CURVE, REPEAT TEST WITH A LARGER DISTANCE D. PLOT PORTLAND, OREGON 97230 10 100 160 BOTH SERIES OF TESTS. 503.408.3400 12 105 170 14 120 190 AVERAGE GROUND RESISTANCE, MEASURED IN OHMS, IS POR 16 125 200 READ FROM THE FLAT SPOT IN THE CURVE THAT 18 130 210 NORMALLY OCCURS AT APPROXIMATELY 62% OF D. SIGN DARTMOUTH 20 140 220 AND DATE TEST RESULTS. 30 170 270 40 200 320 STEP 7: IF RESISTANCE IS GREATER THAN 5 OHMS, THEN 11744 PACIFIC HWY. . 60 240 390 CONTACT PROJECT MANAGER FOR DIRECTIONS ON 80 280 450 AUGMENTING GROUND NETWORK. TIGARD, OR 97223 100 310 500 120 340 550 , 140 365 590 160 400 640 180 420 680 200 440 710 SEE NOTES IN BIDDLE MANUAL: "GETTING DOWN TO EARTH ". 9815 S ' Men Boulevard SuOe Beaverton, Oregon 97005 292-6000 rone: (503) 29000 ENGINEERING, INC. Faa: (503) 729 -3326 Males' E -mail: twang @rweng.corn STEP 4: ATTACH LEAD FROM INSTRUMENT TERMINAL TO GROUND WELL TEST PORT, Project No.: 699.072.001 cones balm PER THIS SKETCH. CONNECT C2 OR C TERMINAL, AS REQUIRED, TO ELECTRODE C. HOOK UP ADDITIONAL LEAD TO ELECTRODE P, THE PLACEMENT OF WHICH WILL VARY THROUGH THE COURSE OF THE TEST. E.Q PROFS v S�� GINS ',, f�/ 11:::::, C2 OR X P C ` 9 % i /, / � •cGON v, • 14.19�� s)' �FSE.M 19 b E 12 / ' = ill. \� \i \� \ / \�j // r \ \ / \� \ i I � \ \ \i \ � % / � � % / � \ �� \ � \ \ \ i \ \% I \ \ i \ \ i� \/ DRA W ING MEG :�sss�m j / SHEET TITLE DETAILS SHEET NUMBER E16 o. REV DATE DESCRIPTION BY 9.0 0 12DECO6 BP SUBMITTAL DOA R 8.0 S I 7.0 - S T 6.0 A N 50% MAXIMUM ® 52% LINE C 5.0 - - - -- E O 4.0 L<Ignwireless H NE 122nd AVENUE M 3.0 POR , OREGON 97230 S 503.408.3400 2.0 POR 1.0 DARTMOUTH 50' 100' 150' 200' 250' 270' 11744 PACIFIC HWY. DISTANCE (ROD 3 FROM TEST WELL) FEET TIGARD, OR 97223 0 ACTUAL PLOT FOR THIS Si I CONTRACTOR TO FILL OUT BASED ON TEST DATA . 9.0 W Z 9615 S.W. Allen Boulevard = Suite 107 R 8.0 Beaverton, Oregon 97005 Phone: (503) 292-6000 S N yawatad W iwi' E-mail: ( axaa9 @rweng.oan CD I 7.0 Project NO: ONIXO A01 Contact D AD ANDERSON S T 6.0 N 50% MAXIMUM CO 52% LINE �,0 PROf C 5.0 - - - - -- - - - - c 1 NR 41 , 4 0 fr:41 97 , Xi O 4.0 M 3.0 v 0 S v G OY 19 2.0 -9 4FS E� MI \, (.0 6 1.0 — I EXPIRES 12/31/08 I 7 DJ— DRAWING FILE 50' 100' 150' 200' 250' W F• \699 \072 \001 \DWO\E17 . 170' , 270' SHEET TITLE DISTANCE (ROD 3 FROM TEST WELL) FEET DETAILS 0 SAMPLE PLOT SHEET NUMBER FOR SITE WITH 30' DIAMETER GROUND RING E1 7 PO REV DATE DESCRIPTION BY GROUND SCHEDULE 0 120E006 BP SUBMITTAL °GA LEAD NO. FROM TO WIRE AWG NOTES 1 EXTERNAL GROUND # SBTC RING (EGR) 3 EGR (LEAD 1) BUILDING COLUMN # SBTC OR FRAME 4 MAIN AC SERVICE GROUNDING SIZED PER NEC ELECTRICAL SERVICE GROUND ENTRANCE ELECTRODES (NFPA 70) 5 EGR (LEAD 1) MGB (2) #4/0 GREEN IN PVC SLEEVES WHERE ABOVE L<Wwireless CU. GRADE 6 EGR (LEAD 1) METALLIC FENCE #2 SBTC TO METALLIC FENCE/POSTS PORTLAND 122nd AVENUE OR OTHER METALLIC OBJECTS. 503,0REGO 97230 MAIN AC SERVICE INTERIOR OF SEE VZWP NSTD37, R 8 SBTC ENTRANCE WATER METER EXH. 12 9 F FE RIOR WATER INTERIOR WATER EXH. VZWP P NSTD37, INSULATED COPPER INTERIOR WATER SEE VZWP NSTD37, DARTMOUTH ' 10 PIPE MGB EXH. 2 INSULATED COPPER MAIN AC SERVICE SEE VZWP NSTD37, INSULATED COPPER. (REFER TO 11744 PACIFIC HWY. ,. 13 ENTRANCE MGB EXH. 2 VZWP NSTD34) INTERIOR METALLIC TIGARD, OR 97223 14C MGB ROOF/METAL SKIN #1/0 INSULATED COPPER BRANCH AC PANEL INSULATED COPPER. NOT REQ'D IF 20 MGB GRND, NOT NEUT. #6 ONLY ONE PANEL. 21A INTERNAL HALO #2 INSULATED COPPER RING 21 B HALO RING (LEAD EGR (LEAD 1) #2 INSULATED COPPER BONDED TO 9815 S.W. Allen Boulevad 21A) SBTC AT 12" ABOVE FLOOR. Be Phone: (503) 292 -6000 Beaverton, Oregon 97005 HALO RING (LEAD MISC. METAL ENGINEERING, INC. Fax. (503)72&3320 21 C 21A) OBJECTS # INSULATED COPPER ,,�„ Wald ,,,,,,. Hne9: raen9 ®nren9.mm 27 EGR (LEAD 1) EXTERNAL TOWER #2 SBTC Preted 689.072.001 contact: WAD ANDERSON GROUND RING 33 MGB FRAME Y RACK #6 INSULATED COPPER �,0 PROlF� ', v S� N GIN* 34 MGB PCU FRAME #6 INSULATED COPP ft.... 9 . A 9 36 MGB PDU FRAME #6 INSULATED COPPER ► • /' � ,r O AISLE FRAME GRND. 41A MGB #1 INSULATED COPPER v v60 As N (LEAD 58A) # 9� FS W F:�s 99 / E M�J 58A LEAD 41A AISLE FRAME E GRND. #2 INSULATED COPPER � Od EXPIRE 1 2 31/8 59A AISLE FRAME GRND. INDMDUAL EQUIP. #6 INSULATED COPPER TO EACH DRA W ING FlLE I (LEAD 58A) FRAMES EQUIPMENT FRAME. NOTES: .o� Eye REFER TO VZWP NSTD46 "CELL SITE AND MICROWAVE RADIO PROTECTION - SHEET ME `' ENGINEERING CONSIDERATIONS" FOR ADDITIONAL REQUIREMENTS. GROUND LEAD ALL LEADS SHOWN MAY NOT BE USED ON THIS PROJECT. SCHEDULE SHEET NUMBER E18 A