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Plans (3) 4 I � at&t Your world. Delivered. at . F TGARD Approved ...... [ - PROJECT CONSULTANTS: Conditionally Approved [ I Your world. Delivered. see Letter to: Follow d ( I i ti Goodman Networks Permit Number: 130 11— dt 99■ Ads • : B -ai r ' al Date: : _ I. fiukilL. _ PLANS PREPARED BY SCHOLLS & 125th JEW ` NE .IN � ENGINEERING. C 12655 -A SW NORTH DAKOTA ST 16928 WOODINVILLE- REDMOND RD NE, SUITE 210 WOODINVILLE, WA °8072 TIGARD, OR 97223 OFFICE COPY PHONE 425.487.1732 FAX: 425 487.1734 EMAIL. cei @cornerstone.ergr com WWW CORNERSTONE {NGR COM WASHINGTON COUNTY PROPRIETARY INFORMATION = P ROJECT INFO PR77 THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION PR77 DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT&T SCHOLLS & 125th AT &T TOWERS #11099 WIRELESS, LLC. SERVICES IS STRICTLY PROHIBITED 12655 -A SW NORTH DAKOTA ST VICINITY MAP GENERAL LOCATION MAP PROJECT INFORMATION DRAWING INDEX W TIGARD, OR97223 WASHINGTON COUNTY — i sw On &Rd % ` 4 n e' b APPLICANT: PROPERTY OWNER: DWG. — ISSUED FOR �`' envarlo sin AT &T MOBILITY CORPORATION HA &R LLC NO DESCRIPTION R J Band Ss D e 16221 NE 72nd WAY, RTC 3 12655 SW NORTH DAKOTA ST CONSTRUCTION Sw ° 1 Sw Pioneer Ln A SW �, RS g r i t , Rs P.O BOX 97061 TIG ARD, OR 97223 T - 1 TITLE SHEET Si, °° R EDMOND, WA 98052 G -1 GENERAL NOTES _REV _DATE:= ISSUED FOR BY a Dr M1_ N g. Rd < M-I..d h `.i 0 � IllesnS TOWER OWNER: A -1 SITE PLAN I Ln - SIT�A sor..t n P AT &T TOWERS Rd L"`i'+ ..,.,, l++ar••• PROJECT ENGINEER: 16221 NE 72nd WAY A-1.1 EXISTING & PROPOSED ENLARGED SITE PLANS S doUs Fer`y SITE LOiATION b"r o Mry g . CORNERSTONE ENGINEERING, INC. REDMOND, WA 98053 A -2 EXISTING & PROPOSED SOUTH ELEVATIONS SW Pasta ""' "' qd 4 H, WOODINVILLE- REDMOND RD N.E. SUITE 210 A -3 DETAIL SHEET � � WOO DINVI LLE, WA 9 8072 PROJECT MANAGER A -3.1 DETAIL SHEET R obinson, < SW Weir Rd r I§ as • ., Ibtrwr . - MARK W OLSON, P.E. WENDY LONG Meadow Creek F4'n RF -1 EXISTING &PROPOSED ANTENNA PLANS SW G4•4848.4-‘ ».neu 6W PAI. st PH: 425 (206) 321 -1116 � T ' e ' Bt 487 -1732 E -1 SCHEMATIC GROUNDING PLAN F AX( a ' �w� „ �� (425) 487 -1734 s.com w l on g @goodmannetwork r tl el' 0" , ��¢ 3 2 E -2 GROUNDING DETAILS Qp 03 -17 -11 CONSTRUCTION KJM - - F or SW T' °'d C ` q k PROJECT CONSULTANTS: CONSTRUCTION MANAGER: Tigard 0 , P' $ q GOODMAN NETWOR NICK LIES Z\ 03 -08 -11 CLIENT REVIEW JRF N y 3 WeIp s` , . 8815 122ND AVE. NE (214) 326 -8305 St U _ I swF'm s` yyr ,,,,,6 rTMw . " , @9 oodmannetworkscom • — DRAWN BY — DHK.: APV. - . KIRKLAND. WA 98033 plies _ 5� S SW Anion k i __ f SITE ACQUISITION: I JRF I BMH I MWO Y sw G..rtl. SI SIN Mc s GEORGE PIERCE CURRENT ISSUE DATE: Sky I $w M w wnMn Ro f 9 ' ° (206) 406 -5117 �ecler LIN Grcio ; S BOA". ; ; gpierce @rykaconsulting.com [ LICEN CODE INFORMATION: 2 • te g .., w Z ONING CLASSIFICATIONC -P PERMITTING: BUILDING CODE: IBC 2009 GEORGE PIERCE SUR E. DRIVING DIRECTIONS CONSTRUCTION TYPE TELECOMMUNICATIONS (206) 406-5117 0 PROF - OCCUPANCY: UNOCCUPIED gpierce @rykaconsulting.com � pyc ,HG , NFEq , FROM REDMOND OFFICE: JURISDICTION: CITY OF TIGARD RF ENGINEER: `' 74538PE� TURN RIGHT ON NE 73rd WAY, GO 128 FT. TURN LEFT ON 163rd PL NE, GO 394 FT. TURN LEFT ON NE 74th ST, GO 338 FT. TURN RIGHT ON BEAR CREEK PKY, PROPOSED BUILDING USE: TELECOMM KUNG -LIANG LIN (425)698 -7825 �/ • GO 472 FT. TURN LEFT ON LEARY WAY NE, GO 0.29 MI. TAKE RAMP ONTO WA -520 W TOWARD SEATTLE, GO 5 MI. TAKE THE RENTON EXIT ONTO 1-405 S. SITE LOCATION: (BASED ON NAD 83) y ORE ON GO 15.12 MI TAKE THE PORTLAND EXIT ONTO 1 -5 S. GO 160.06 MI. TAKE EXIT #302B/BEAVERTON (US -30 W) /ST. HELENS ONTO 1-405 S. GO 2.35 MI. TAKE PARCEL NUMBER: / a9 d "L''' CS" - (� ti EXIT #1D /BEAVERTON ONTO US -26 W, GO 4.83 MI. TAKE EXIT #89ABEAVERTON/TIGARD ONTO OR -217 S, GO 4.59 MI. TAKE EXIT #4B /SCHOLLS FERRY RD, LATITUDE: 45 26' 35.4" N (45.44317) 1S134BC00700 Rk W 0� AS 1 i GO 0.24 MI. TURN RIGHT ON SW SCHOLLS FERRY RD (OR -210), GO 1.12 MI. TURN LEFT ON SW NORTH DAKOTA ST, GO 0.12 MI. LONGITUDE: 122 48' 16.3" W (122.80454) - EXPIRATION DATE 12/31/12 ARRIVE AT THE SITE ON THE LEFT TOP OF STRUCTURE: ±55' -0` AGL (MONOPOLE) AREA OF PARCEL: BASE OF STRUCTURE: 0' - AMSL (ASSUMED) ±35,284 SQ. FT LEGAL DESCRIPTION = DRAWING INFORMATION. (0 81 ACRES) DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY APPROVAL / SIGN OFF OF DRAWINGS PROJECT AREA: NEW IMPERVIOUS AREA: NO TITLE REPORT PROVIDED ALL DIMENSIONS ANNA ALL PREVIOUS CONSULTANTS S FT ANY ±274 SQ. FT. ERRORS AND OMISSIONS. ALL PREVIOUS SISSUES OF THIS (NON PARKING) 0 SQ. FT. G DRAWING ARE SUPERSEDED BY THE LATEST REVISION CONSULTANT GROUP SIGN OFF DATE INITIAL AND PRINT NAME AT &T SIGN OFF RF ENGINEER DATE INITIAL AND PRINT NAME THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS GENERAL INFORMATION: IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE LANDLORD'S REPRESENTATIVE 1. PARKING REQUIREMENTS ARE UNCHANGED. NON ASSIGNED TECH PARKIN OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED BITED. 2. TRAFFIC IS UNAFFECTED. CONSTRUCTION COORDINATOR INTERCONNECT 3 NO TRAFFIC SIGNA IS E IS PROPOSED. - DRAWING TITLE: PROJECT MANAGER OPERATIONS PROJECT DESCRIPTION: TITLE SHEET • THIS PROPOSAL IS FOR THE MODIFICATION OF AN EXISTING UNMANNED SITE ACQUISITION COMPLIANCE TELECOMMUNICATIONS FACILITY, CONSISTING OF THE REMOVAL/REPLACEMENT OF (6) _DRAWING NUMBER ZONING CONSTRUCTION MANAGER EXISTING ANTENNAS WITH (6) NEW PANEL ANTENNAS (2 PER SECTOR); THE ADDITION OF (6) REMOTE RADIO HEADS (RRH) AND (1) SURGE SUPPRESSION DISTRIBUTION UNIT NEAR CONSTRUCTION MANAGER PROJECT MANAGER ANTENNAS ON AN EXISTING MONOPOLE; ADD A DC CONVERTER, RAYCAP SURGE _ SUPPRESSOR AND EXCESS CABLE TRAY INSIDE AN EXISTING TE43 CABINET, ADD A 9926 BBU T...1 REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO WITHIN AN LTE 9412 BACKPACK ENCLOSURE MOUNTED TO THE EXISTING TE43 CABINET LOCATED ON AN EXISTING CONCRETE SLAB, ALSO ADD A NEW LTE GPS ANTENNA TO AN EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED EXISTING ICE BRIDGE POST. CEI JOB NUMBER. 10 -69487 GENERAL NOTES: GENERAL NOTES (CONT'D): STRUCTURAL STEEL NOTES: SYMBOLS AND ABBREVIATIONS 1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS 24. IN THE CASE OF ROOFTOP SOLUTIONS WITH THE INSTALLATION OF ANTENNAS WITHIN L. SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE CONSULTANT A/C AIR CONDITIONING LBS POUNDS SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY, CONCEALED (SHROUDED) SUPPORT FRAMES OR TRIPODS, THE GENERAL CONTRACTOR SHALL FOR REVIEW PRIOR TO FABRICATION. AGL ABOVE GRADE LEVEL MAX MAXIMUM UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTOR'S SCOPE OF WORK SHALL COORDINATE WITH THE FRP DESIGNER/FABRICATOR TO ENSURE THAT THE FINAL FRP SHROUD IS APPROX APPROXIMATELY MECH MECHANICAL � � • INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT. LABOR. AND ANY REQUIREMENTS SIMULATING (IN APPEARANCE) DESIGNATED EXISTING EXTERIOR BUILDING FACADE MATERIALS, 2, STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION (INCLUDING FIELD WELDING, MTL METAL DEEMED NECESSARY TO COMPLETE PROJECT AS DESCRIBED IN THE DRAWINGS AND TEXTURES, AND COLORS. THE CONTRACTOR SHALL FURTHERMORE ENSURE THE USE OF HIGH STRENGTH FIELD BOLTING, EXPANSION BOLTS. AND THREADED EXPANSION BLDG BUILDING MFR MANUFACTURE 1� at&t OWNERS PROJECT MANUAL COUNTERSUNK FASTENERS IN ALL FRP CONSTRUCTION. WHEN PHOTO SIMULATIONS ARE ANCHORS) SHALL BE BASED ON THE A.I.S.C.'SPECIFICATION FOR THE DESIGN. SLK BLOCKING MGR MANAGER PROVIDED. THE CONTRACTOR SHALL ENSURE THAT FINAL CONSTRUCTION REPRESENTS WHAT IS FABRICATION. AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS' LATEST EDITION. MIN MINIMUM 2. PRIOR TO THE SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL VISIT THE JOB INDICATED IN THE PHOTO SIMULATIONS. SHOP DRAWINGS SHALL BE PROVIDED TO THE GENERAL SUPERVISION SHALL BE IN ACCORDANCE WITH IBC 2009 CHAPTER 22, BY A QUALIFIED CLG CEILING MISC MISCELLANEOUS _ Your world. Delivered. SITE TO FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED CONTRACTOR. CONSTRUCTION COORDINATOR, AND ARCHITECT PRIOR TO FABRICATION AND TESTING AGENCY DESIGNATED BY THE CONSULTANT. THE CONSULTANT SHALL BE CLR CLEAR $ PROJECT. CONTRACTORS SHALL VISIT THE CONSTRUCTION SITE WITH THE CONSTRUCTION. FURNISHED WITH A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS. CONC CONCRETE NA NOT APPLICABLE CONSTRUCTION/CONTRACT DOCUMENTS TO VERIFY FIELD CONDITIONS AND CONFIRM CONST CONSTRUCTION NIC NOT IN CONTRACT THAT THE PROJECT WILL BE ACCOMPUSHED AS SHOWN. PRIOR TO PROCEEDING 25 IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND/OR ANTENNA FRAMES WHERE 3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: CONT CONTINUOUS NS NEAR SIDE WITH CONSTRUCTION, ANY ERRORS, OMISSIONS. OR DISCREPANCIES SHALL BE ANCHORING TO A CONCRETE ROOF SLAB IS REQUIRED, CONTRACTORS SHALL CONFIRM (PRIOR NTS NOT TO SCALE - PROJECT CONSULTANTS: BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER VERBALLY AND IN TO SUBMITTING BID) WITH CONSULTING CONSTRUCTION COORDINATOR AND ARCHITECT THE TYPE OF MEMBER DBL DOUBLE WRITING. PRESENCE OF POST TENSION TENDONS WITHIN THE ROOF SLAB - RESULTING FROM AN DIA DIAMETER OC ON CENTER UNDOCUMENTED DESIGN CHANGE IN THE EXISTING BUILDING - AS DRAWING SET - HAVING A. WIDE FLANGE SHAPE ASTM A992, Fy 50 KSI DIAG DIAGONAL OD OUTSIDE DIAMETER 3. THE ARCHITECTS/ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE INDICATED AN ORIGINAL DESIGN SOLUTION OF REINFORCED CONCRETE W/ EMBEDDED STEEL B. OTHER SHAPE, PLATES AND ROO ASTM A36. Fy 38 KSI DN DOWN CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE OF WORK. REBAR. IN THE EVENT POST TENSION SLAB SOLUTION IS PRESENT. CONTRACTOR SHALL INCLUDE C. PIPE COLUMNS ASTM A53. Fy 35 KSI DET DETAIL PLYWD PLYWOOD Good ma n N etwo rks CONTRACTORS BIDDING THE JOB ARE NEVERTHELESS CAUTIONED THAT MINOR PROVISIONS FOR X PROCEDURES (INCLUDED IN BID) FOR ALL PENETRATION AREAS WHERE D. STRUCTURAL TUBING ASTM A500, Fy 46 KSI DWG DRAWING PROJ PROJECT OMISSIONS OR ERRORS IN THE DRAWINGS AND OR SPECIFICATIONS SHALL NOT ANCHORING OCCURS. E ANCHOR BOLTS ASTM A307 PROP PROPERTY EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS F. CONNECTION BOLTS ASTM A325 TWIST-OFF -TYPE EA EACH PT PRESSURE TREATED IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. THE BIDDER SHALL BEAR 25. GENERAL & SUB CONTRACTORS SHALL USE STAINLESS STEEL METAL LOCKING TIES FOR ALL EL ELEVATION REO REQUIRED THE RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT/ENGINEER OF ANY CABLE TRAY TIE DOWNS AND ALL OTHER GENERAL TIE DOWNS (WHERE APPLICABLE). PLASTIC ZIP 4 ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER Al23/Al23M -00. ELEC ELECTRICAL RM ROOM _ PLANS PREPARED BY CONFLICTS. ERRORS. OR OMISSIONS PRIOR TO SUBMISSION OF CONTRACTORS TIES SHALL NOT BE PERMITTED FOR USE ON AT&T PROJECTS. RECOMMENED MANUFACTURER EC) EQUAL RO ROUGH OPENING PROPOSAL. IN THE EVENT OF DISCREPANCIES THE CONTRACTOR SHALL PRICE THE SHALL BE PANDUIT CORP. METAL LOCKING TIES MODEL NO MLT4S -CP UNDER SERIES-304 (OR 5. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.5.I. AND AWS STANDARDS AND SHALL EQUIP EQUIPMENT MORE COSTLY OR EXTENSIVE WORK. UNLESS DIRECTED OTHERWISE. EQUAL). PANDUIT PRODUCT DISTRIBUTED BY TRIARC OF TACOMA, WA. BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY EXT EXTERIOR SHT SHEET COFINEr�SIFONE PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED WELDING OF GRADE BO SIM SIMILAR li E E o I N E E R N 0. INC 4. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN FIN FINISH SPEC SPECIFICATION CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE FLUOR FLUORESCENT SF SQUARE FOOT ALL CONSTRUCTION MEANS. METHODS. TECHNIQUES, SEQUENCES, AND PERFORMED USING E70 XX ELECTRODES. WELDING WITHIN 4' OF COLD BENDS IN FLR FLOOR SS STAINLESS STEEL 16928 WOODINVILLE - REDMOND RD NE. SUITE 210 PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL FS FAR SIDE STL STEEL WOODINVILLE. WA 98072 CONTRACT. DESIGN CRITERIA: REQUIREMENTS OF WELDED BARS. FT FOOT STRUCT STRUCTURAL PHONE: 426.487.1732 FAX: 426.487.1734 STD STUD EMAIL: cel @cornerefoneenpr.com 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO S. COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE. SIZE, AND GAGE GA GAUGE SUSP SUSPENDED 1. THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE WW. WCORNERSTONEENGR.COM MANUFA CODES OR OR SPECIFICATIONS UNLESS NOTED OTHERWISE OR SHOWN ON THE PLANS. PROVIDE MINIMUM SECTION PROPERTIES INDICATED. ALL GALV GALVANIZED - WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE. INTERNATIONAL BUILDING CODE 2000 WITH OREGON STATE BUILDING CODE GOLD - FORMED STEEL FRAMING SHALL CONFORM TO THE A.I.S.I. - SPECIFICATION FOR THE GC GENERAL CONTRACTOR 7HRU THROUGH AMENDMENTS (IBC 2000) DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS.' GRND GROUND TNNG TINNED - PROJECT INFO: C. ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN 2 DESIGN LOADS' GYP BD GYPSUM WALL BOARD TYP TYPICAL STRICT ACCORDANCE WITH ALL APPLICABLE CODES. REGULATIONS. AND DESIGN DATA FOR CITY OF TIGARD. OR. 7 BOLTED CONNECTIONS SHALL USE BEARING TYPE ASTM A325 BOLTS (3/4' DA.) AND SHALL ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS. HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE. HORZ HORIZONTAL UNO UNLESS NOTED ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC HR HOUR OTHERWISE P R77 -ROOF SNOW LOAD AUTHORITY. MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, AND LOCAL AND N/A (NOT A ROOFTOP SOLUTION) 8 NON-STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8' DIA. ASTM A307 HT HEIGHT STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK. BOLTS UNLESS NOTED OTHERWISE. HVAC HEATING VERT VERTICAL SCHOLLS & 125th -BASIC WIND SPEED 04.5 MPH (3 SEC GUST) VENTILATION VIF VERIFY IN FIELD 7. GENERAL CONTRACTOR SHALL PROVIDE. AT THE PROJECT SITE. A FULL SET OF 0. ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE DESIGN & AIR CONDITIONING -WIND EXPOSURE CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA B CONSTRUCTION SPECIFICATION AND IN ACCORDANCE WITH ASTM A36 UNLESS NOTED W/ WITH OR CLARIFICATIONS FOR USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT. OTHERWISE. ID NSIDE DIAMETER P4/0 WITHOUT 12655 - SW NORTH DAKOTA ST THIS SET IS A VALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED . IN NCH WP WATER PROOF TIGARD. OR 97223 FOR CONSTRUCTION' AND EACH SUCCESSIVE SHEET BEARS THE ARCHITECT'S 10. ALL WELDS TO BE 1/4" FILLET UNLESS NOTED OTHERWISE. INFO NFORMATION SIGNED WET STAMP. INSUL NSULATION WASHINGTON COUNTY 11. TOUCH UP ALL FIELD DRILLING AND WELDING WITH 2 COATS OF GALVACON (ZINC RICH INT NTERIOR 8 THE STRUCTURAL COMPONENTS OF ADJACENT CONSTRUCTION OR FACILITIES ARE PAINT) OR APPROVED EQUAL IBC NTERNATIONAL � ISSUEDFOR. NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE. BUILDING CODE 9 SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. USTED OR FIRE CONCRETE NOTES: -T T- TELEPHONE MARSHALL APPROVED MATERIALS IF APPLICABLE TO THIS FACILITY AND OR PROJECT C ONSTRUCTION J 1. ALL CONCRETE CONSTRUCTION S HALL BE IN ACCORDANCE WITH ACI -318. SITE TOWER /POLE NOTES: -P P GROUND WIRE 2. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE - COAX COAX COAXIAL CABLE -REV = DATE:= ISSUED FOR. BY:_ 10 CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT WITH CHAPTER 19 OF THE IBC 2000. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL 1. VERIFICATION THAT THE PROPOSED TOWER/POLE CAN SUPPORT THE PROPOSED ANTENNA LESS THAN 2-A OR 2 -A108C WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF BE AS FOLLOWS. LOADING IS TO BE DONE BY OTHERS. 0 ANTENNA PROJECT AREA DURING CONSTRUCTION. TYPE OF CONSTRUCTION 28 DAY STRENGTHS WIC MINIMUM CEMENT 2 . PROVIDE SUPPORTS FOR THE ANTENNA COAX CABLES TO THE ELEVATION OF ALL INITIAL AND q CENTERLINE 11 CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING (It) RATIO CONTENT FUTURE ANTENNAS. ANTENNA COAX CABLES ARE TO BE SUPPORTED AND RESTRAINED AT THE IMPROVEMENTS, EASEMENTS. PAVING, CURBING, ETC. DURING CONSTRUCTION. A. SLABS ON GRADE PER CUBIC YARD CENTERS SUITABLE TO THE MANUFACTURERS REQUIREMENTS. (E) EXISTING • . UPON COMPLETION OF WORK CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY TOPPING SLABS HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERTY. CONCRETE PIERS 2,400 PSI .45 5 12 SACKS e DETAIL NUMBER 12. CONTRACTOR SHALL KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING B. ALL STRUCTURAL CONCRETE 4,000 PSI 5 .46 612 SACKS ABBREVIATED ROOF TOP SAFETY PROCEDURES SHEET NUMBER CONSTRUCTION AND DISPOSE OF ALL DIRT. DEBRIS. AND RUBBISH. CONTRACTOR EXCEPT WALLS SHALL REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OR (WHEN APPLICABLE): 0 0$ -17 -11 CONSTRUCTION KJM PREMISES, SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS. C. CONCRETE WALLS 4.000 PSI '_ 45 612 SACKS SPECIAL INSPECTIONS: DUST, OR SMUDGES OF ANY NATURE. (AS PER 'ACCIDENT PREVENTION PROGRAM'- BY PERMISSION OF WREN CONSTRUCTION. 13. THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED INC. • 03/01A90) SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2009 SECTION 1704. QA 03.08 -11 CLIENT REVIEW JRF WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY CEMENT SHALL SE ASTM C150, PORTLAND CEMENT TYPE II U.N.O. FALL PROTECTION METHODS AND EQUIPMENT DEFINED BY THE CONSTRUCTION DRAWINGS/CONTRACT DOCUMENTS. 3 THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE ROOF TOP INSTALLATIONS SOILS /GEOTECHNICAL: - D RA WN BY: =CHK.: APV.: METHODS AND PROCEDURES OF CONCRETE PLACEMENT. ❑SHORING INSTALLATION AND MONITORING 14 THE CONTRACTOR SHALL PERFORM WORK DURING OWNER'S PREFERRED HOURS TO 1. FOR WORK IS BEING PERFORMED WITHIN 25' OF AN UNPROTECTED ROOF EDGE. JRF BMH MWO AVOID DISTURBING NORMAL BUSINESS. 4. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE THE CONSTRUCTION SUPERVISOR SHALL DESIGNATE A TRAINED SAFETY MONITOR ❑OBSERVE AND MONITOR EXCAVATION AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ASTM C260. C494. TO OBSERVE THE MOVEMENTS AND ACTIVITIES OF THE CONSTRUCTION OVERIFY SOIL BEARING psf BEARING CURRENT ISSUE DATE: WI 15 THE CONTRACTOR SHALL PROVIDE AT&T LLC. LLC. PROPER INSURANCE C BS 6l8 CO AND C1017. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE WORKERS. ❑SUBSURFACE DRAINAGE PLACEMENT I CERTIFICATES NAMING AT&T WIRELESS. C. AS ADDITIONAL INSURED. AND AT&T 1904.2.1 OF THE IBC 2069. °VERIFY FILL MATERIAL AND COMP ACTION C 03 -17 -11 WIRELESS. LLC. PROOF OF LICENSE(S) AND PE & PD INSURANCE. 2. SAFETY MONITOR SHALL WARN CONSTRUCTION WORKERS OF HAZARDS (I. E.. ❑VERIFY CONDITIONS AS ANTICIPATED 5. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), BACKING UP TOWARD A ROOF EDGE, ETC.) OR UNSAFE ACTIVITIES. THE SAFETY 16. CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATING ALL GRADE 60, fy= 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE MONITOR MUST BE ON THE SAME ROOF AND WITHIN VISUAL AND VERBAL OPILE PLACEMENT (AUGER CAST/DRIVEN PILE) - LICENSURE: INSPECTIONS. DRAWINGS SHALL BE GRADE 40, fy40.000 PSI. GRADE 60 REINFORCING BARS INDICATED DISTANCE OF THE CONSTRUCTION WORKERS. ❑OTHER 17. CAUTION! CALL BEFORE YOU DIG! BURIED UTILITIES EXIST IN THE AREA AND UTILITY ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY 3. CONSTRUCTION INVOLVING WORKERS TO APPROACH WITHIN 6' OR LESS OF AN REINFORCED CONCRETE: '� P INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE -CALL UTIUTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN UNPROTECTED ROOF EDGE, REQUIRES WORKERS TO USE SAFETY LINE. EN O I NEE E ` 1:, LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. 1. 800424.6555 A.W.S. D14 ARE SUBMITTED. ❑REINFORCING STEEL AND CONCRETE PLACEMENT y 4. SAFETY LINE SHALL BE MINIMUM W DIAMETER NYLON, WITH A NOMINAL TENSILE ❑PRESTRESSED/PRECAST CONCRETE FABRICATION AND ERECTION 18. CONTRACTOR TO DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS AND 6, REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN STRENGTH OF 5406 LBS. ❑BATCH PLANT INSPECTION , 74538PE 'g SUBMIT TO AT&T WIRELESS, L.L.C. ALONG WITH REDLINED CONSTRUCTION SET. ACCORDANCE WITH AC1 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT AT LEAST ❑SHOTCRETE 30 BAR DIAMETERS OR A MINIMUM OF 7 -0'. PROVIDE CORNER BARS AT ALL WALL AND 5. SAFETY LINE SHALL BE ATTACHED TO A SUBSTANTIAL MEMBER OF THE � ' • 19. CONTRACTOR TO DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP FOOTING INTERSECTIONS. LAP CORNER BARS AT LEAST 30 BAR DIAMETERS OR A STRUCTURE. ['OTHER OGROUTING / `9 ._ ORE 9 , (REDLINING) THE APPROVED CONSTRUCTION SET AND SUBMITTING THE REDLINED MINIMUM OF 7 -0 LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8' AT W i� _ SET TO AT&T WIRELESS, LLC. UPON COMPLETION. SIDES AND ENDS. 6. SAFETY UNE LENGTH SHALL BE SET ALLOWING CONSTRUCTION WORKER TO R k Ov' REACH EDGE OF ROOF, BUT NOT BEYOND. STRUCTURAL STEEL: A 20. FOR COLLOCATION SITES: CONTACT TOWER OWNER REPRESENTATIVE FOR 7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A - 185. OFABRICATION AND SHOP WELDS (EXPIRATION LATE: 12/31/12 PARTICIPATION IN BID WALK. 7. SAFETY BELTS SHALL BE WORN BY ALL CONSTRUCTION WORKERS. ❑ERECTION AND FIELD WELDS AND BOLTING _ . GENERAL CONTRACTOR IS TO COORDINATE ALL POWER INSTALLATION WITH POWER B. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A015. GRADE 60, ❑OTHER [ DRAWING INFORMATION: 21 fy60,000 PSI. 8. MONTHLY SAFETY INSPECTION AND MAINTENANCE OF THE FALL PROTECTION GE GENERAL CONTRACTOR TRAC OR REQUIRED. CONTRACTOR TO COORDINATE TE REPORT POWER R INS INSTALLATION EQUIPMENT SHALL OCCUR BY THE SAFETY COMMITTEE REPRESENTATIVES. DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY COORDINATION SOLUTION(S) TO NETWORK CARRIER REPRESENTATIVE. PROJECT 9. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT INCLUDING: ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY CONSTRUCTION MANAGER AND ARCHITECT. UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE CONSULTANT. STRUCTURAL ALUMINUM: ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS INSPECTION OF CONSTRUCTION AREA FOR HAZARDS OFABRICATION AND SHOP WELDS DRAWING ARE SUPERSEDED BY THE LATEST REVISION. 42. ANY SUBSTITUTIONS OF MATERIALS AND/OR EQUIPMENT, MUST BE APPROVED BY 10. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: USE OF AN INSPECTION CHECKLIST ❑ERECTION AND FIELD WELDS AND BOLTING THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS AT&T CONSTRUCTION MANAGER. INTERVIEWING COWORKERS REGARDING SAFETY CONCERNS ❑OTHER IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE FOOTINGS AND OTHER UNFORMED REPORTING AND DOCUMENTING ANY HAZARDS OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS A. IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND/OR ANTENNA FRAMES SURFACES. EARTH FACE 3' REPORTING HAZARDS TO THE SAFETY COMMITTEE FOR CONSIDERATION STRICTLY PROHIBITED. WHERE PENETRATION OF EXISTING ROOFING MATERIALS OCCUR, THE GENERAL POSTING RESULTS OF INSPECTION AND ANY ACTION TAKEN CONTRACTOR SHALL COORDINATE WITH BUILDING OWNER AND BUILDING ROOFING • FORMED SURFACES EXPOSED RECEIVING AN UNBIASED REVIEW OF ONE'S OWN WORK AREA BY ANOTHER STRUCTURAL MASONRY: DRAWING TITLE: . CONTRACTOR OF RECORD FOR INSTALLATION. PATCH, REPAIR OR ANY TO EARTH OR WEATHER (46 BARS OR LARGER) 2 COWORKER SAFETY REPRESENTATIVE OCONTI NUOUS AUGMENTATION TO THE ROOF, AND HAVE THE WORK GUARANTEED UNDER THE (46 BARS OR SMALLER) 11/7 ❑PERIODIC ROOFING CONTRACTORS WARRANTY FOR MOISTURE PENETRATION OR AND OTHER REFER TO ROOFTOP WORK AREA SAFETY PROTOCOL GENERAL NOTES . FUTURE BREACH OF ROOFING INTEGRITY. - SLABS AND WALLS (INTERIOR FACE) NATIONAL ASSOCIATION OF TOWER ERECTORS 2000 PUBLICATION ❑ 3/4 I1. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS. REFERENCED OSHA REGULATION/STANDARDS SHALL BE REVIEWED BY TOWERERECTORS, OTHER: DRAWING NUMBER: EQUIPMENT INSTALLERS, AND TOWER/ROOF TOP CONTRACTORS/SUBCONTRACTORS 12 ANCHOR BOLTS TO CONFORM TO ASTM A307. 29 CFR 1520500 - SCOPE, APPLICATION, AND DEFINITIONS - - 29 CFR 1026.501 - DUTY TO HAVE FALL PROTECTION ANCHORING TO CONCRETE 13. NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND 19 CFR 1026.602 - FALL PROTECTION SYSTEMS CRITERIA AND PRACTICES I O SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S °BOLTS INSTALLED IN CONCRETE PUBUSHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE DPOST ADHESIVE ANCHORS ._ - I MATERIAL ON WHICH IT IS PLACED (3.000 PSI MINIMUM) DPOST-INSTALLATION MECHANICAL ANCHORS 14. ALL EXPANSION ANCHORS TO BE HILTI BRAND. ADHESIVE ANCHORS REQUIRE TESTING TO CONFIRM CAPACITY UNLESS WAIVED BY ENGINEER CEI JOB NUMBER: 10 -69487 • THIS IS NOT A SURVEY ALL INFORMATION & TRUE NORTH HAVE BEEN OBTAINED 4 FROM EXISTING DRAWINGS & ARE APPROXIMATE. `� u at &t (E) BUILDING Your world. Delivered. I • - PROJECT CONSULTANTS: • E - IIQ GoodmanNetworks I PLANS PREPARED BY: 1 _ _ _ _ _ _ PROPERTY LINE ±206.1T _ _ _ _ _ _ �• c onN o«n rs4 « ■ «r er o. . INC c. N89 °54'18 "E 16928 WOODINVILLE- REDMOND RD NE. SUITE 210 WOODINVILLE. WA 96072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL: csi®cornerstoneargr.com 1 I ( 10111 SITE ACCESS WWW.CORNERSTONE- ENGR.COM _ PROJECT INFO: I ±I l l l II l l t I PR77 I - - - I SCHOLLS & 125th I = = I C (E) ASPHALT _ - 1I11111111111 12655 -A SW NORTH DAKOTA ST I PARKING LOT _ _ cI _ - TIGARD, OR 97223 ME 1 1S134BC00700 _ n .7_ (E) BUILDING WASHINGTON COUNTY b - «I ' ±35,284 SO FT - - W la - - ISSUED FOR: T A (0.81 ACRES) _ - ? - - �rn -tllllululululuI I - _ �I° (E) BUILDING CONSTRUCTION J 111111111111111111111111111111111111111111111111 IIIIIIIIIi- 12 REV:= DATE: = ISSUED FOR: =BY: — - I° - o al d1 0 0 - N 1 aI • • I- (E) BUILDING (E) AT &T 9' -10 "x19' -8" CONCRETE . __ SLAB W/ SITE SUPPORT CABINETS OY I • � .r._ Q 1 r c�� (E) 55' -0" HIGH STEEL MONOPOLE I N�1 Q O 03 -17 -11 CONSTRUCTION KJM I x'11 . ,A 03 -08 -11 CLIENT REVIEW JRF CO -DRAWN BY: =CHK.: APV.: 1 � ' - , \ 'Tt` / � ' [C URRENT JRF I BMH I MWO I 1 1 ,� !` _r�- �� -► T ( 1, ISSUE DATE: _ c � . :, =PRO a 89° ^ N8 ' 14'5.92' _ _ _ rt_ - • ■ , r• • ,�! • • '° ` ■ • • • • • • • • • 1 03 -17 -11 1 !,'-:` _ LICENSURE: (E) WOOD FENCE N . t 'r � Y '� �Y /N , \ �� - ® r� `; - 74536PE ' � _ VA. ...."" � i�1�� ,,,I� (E) TREE (TYP) _ 4 ) /r W. O ff, O _((7/11 I _ ` EXPIRATION DATE: 12/31/12 (E) CONCRETE CURB (TYP) 01) DRAWING INFORMATION: DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY NS N AISONUANT OF Y ERRORS ALL AND OMI DIMENSIONS SS S. ALL E RC EVIOUS SLT ISSUES O ANY THIS 1 / DRAWING ARE SE THTEEVISN. • / (E) BUILDING THE INFORMATION CONTAINED UPERSEDD IN BY TT SET LA OF ST D REVISION C IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE _ (E) APARTMENT OTHER THAN W HICH IS RELATED TO NAMED CLIENT IS • r COMPLEX - STRICTLY PROHIBITED. I DRAWING TITLE: • SITE PLAN DRAWING NUMBER PLAN NORTH A -1 0 SITE PLAN CEI JOB NUMBER: 10-69487 22x34 SCALE: 1" = 20' -0" 111x17 SCALE: 1" = 40' -0" • NOTE: y NOTE: _ I u;> � . SEE RF -1 FOR ANTENNA PLAN = I = — I f SEE RF -1 FOR ANTENNA PLAN _ . _ 9' 10" ^ I (E) LANDSCAPE (TYP) - - 9 -10" - I (E) LANDSCAPE (TYP) (E) CONCRETE SLAB I I _ (E) CONCRETE SLAB � � ou L Q_ (E) BOLLARD (TYP) _� ! ( E) BOLLARD (TYP) _ � �� v� VC °'� _ Your world. Delivered. __ i - 1- - (E) RETAINING WALL I , '` �� -- I ; _ �e �'1y (E) RETAINING WALL ► (E) PDU EQUIPMENT, - ,, %' ` (E) PDU EQUIPMENT, _ 4A � t BELOW (E) ICE BRIDGE _ _ . \�� BELOW (E) ICE BRIDGE _ — I W IC \� - PROJECT CONSULTANTS: ` \ i / `.� ` \ [ Q • O I = • O \ I i , \N ' GoodmanNetworks --•...w• _' I =� ': J r .0 - __ 77 - 7 - o MYP° `` ,� == � + ii i . (E) NOKIA - ; vl z (E) ICE BRIDGE W/ " �•� �•� kiii ) NOKIA 1 -; R � �y (E) ICE BRIDGE W/ PLANS PREPARED BY: '0A (E) UMTS .�i�ir CABINET I !; / �•` - v. E) UMT r I INET l am; - a! CABINET TGTe � I y �, '� (10) 7!8"0 COAX TOTAL, _ T:7 CABINET TM _ 1 / ,- rt (10 7/8 "0 COAX TOTAL, conNel�sTOnie / ,, � \ � (6) ROUTED OUTSIDE, _ !, / � �� (6)ROUTEDOUTSIDE, 11 . 0 • - • eNOiNa•w,N•.iNe. • (4) ROUTED INSIDE & - (4) ROUTED INSIDE & (4) 3/8'0 COAX ROUTED (4) 3/80 COAX ROUTED 16928 WOODINVILLE- REDMOND RD NE. SUITE 210 ceiecoms - .V.V. = , 1 INSIDE OF (E) MONOPOLE re. ' I INSIDE OF (E) MONOPOLE WOODINVILLE. WA 98072 — \ ,-.-. f Zi .‘.-'1' ,' \ G = 7 \ I.• J J _ I LZ +, 1 � �/ / PHONE 425.487.1732 FAX: 425.487.1734 • 7 0•s i L 9� CL v - .7.s. '�G EMAIL n+on -e groom - C (E) NOKIA (E) POWER _ r9 C - (E) NOKIA (E) POWER —� tm WWW CORNERSTONE�NGR.COM (E) BUILDING • E ( E) BUILDING _ • . CABINET CABINET A ,,I ; w _ , CABINET CABINET V i A ! W -. J� , _PROJECT INFO: rAvAvAvawane .AiAiAiAiT+� // PROPOSED 2'0 RIGID 24V colv,,:tvei i �� ; .•. •• +A c a /i� �`��,' D C POW CO NDUIT FROM _ \ . +� DL: '' • L:• • : ..MY. I 1. P . : . : . ::. I. ' PR77 _ (E) POWER CABINET TO (E) \ r woo --,re � � - \ U ♦ +' `ri rAvA ∎A III SCHOLLS & 125th TE4 CA BINET r o '�'� U4U�.��1! f' .I ' , . (E) NOKIA LwAYAO�IE x ( E) NOKIA . .13c.L �.,- CABINET 7 .ViV0i■c+c ; ; �' � _ CA BINET \ h u. � i' � , I `' - �•�•� •�•'•�• '' �' 12655 -A SW NORTH DAKOTA ST WAWAI A 4 \ I 1�1� _ I�n I �_ TIGARD, OR 97223 co _Oii I �► � m _ rn �OC+ i 1 ri � _ ` � 1 WASHINGTON COUNTY w WI MI it I E nl. U - E N OKIA V4' Z 7. I '� � �� PROPOSED AT&T m _ (E) NOKIA ' 11 I ��' '� [ ISSUED FOR: _ ( ) \ i ! A;� GPS ANTENNA . °' \ ? /- A� \� Z - CABINET . m - Z U CABINET m o / k '� o PROPOSED - a o _ v _ CONSTRUCTION J - • , ` REPLACEMENT I W MICRIN GENERATOR F I 1 ` I- W (E) GENERATOR _ 1 • 1 , O - _REV: =DATE:— ISSUED FOR: BY.— Nei RECEPTACLE m •' ( RECEPTACLE TO BE - O A-3.1 - z I REMOVED /REPLACED _ z I ,� W ° f l 0 . - V U _ I I i i \ (E) HOFFMAN BOX, BELOW (E) ICE BRIDGE (E) = I � �� (E) HOFFMAN BOX, (E) CABINET UNIT #1 � I CABINET UNIT #1 I BELOW (E) ICE BRIDGE (E) CABINET #19707 � (E) CABINET #19707 \i �y ° I ✓ Q 03 -17 -11 CONSTRUCTION KJM PROPOSED FIBER OPTIC _ •`� % '�- FROM (E) HOFFMAN BOX - � I ' TO PROPOSED LT E 9412 _ 1 r %; — ` QA 03 -08 -11 CLIENT REVIEW JRF (E) 55' -0" HIGH - Ili.' �,��'�. BACKPACK (E) 55' 0" HIGH _ �, STE MONOPO _ � DRAWN BY: =CHK.: APV. STEEL MONOPOLE - ! jlrl` _ Ll - ► . -7/yl ``' I - - 1' I '' / � � + \ 1 , CURRENT ISSUE DATE ■ 1 � I ; � p LICENSURE: ,..._ 1 • I ( I _ PROPOSED EXCESS CABLE _ • _ I I �� ENCLOSURE, R AYCAP _ 1 & ! ( PAD MOUNTED mop 1 _ ►' - SURGE SUPPRESSOR & TE43 CABINET g < I NEF I 1 ,,,,,,z,_-- /// /// " v( JJ� DC -DC CONVERTER - ( .21.--j-- ,� � �? �� r � �,/ \ MOUNTED WITHIN (E) TE43 _ // ' '' `�` ¢ 74538PE� 7}1 � CABINET �� 2/ .� OREGON • _ i �\ ,,`, L ; A -3.1 • _ I \ ` /.p 9 ` ,, ' PROPOSED LTE 9412 ■ ` . O� d31, Z 1 1 •` CABINET • II L ^' - PIRATION DATE: 12!31/12 �� BACKPACK MOUNTED Q , ` \ PROPOSED (2) 48V DC POWER & — -n - ` 1 i TO (E) TE43 CABINET w 1 1 . - DRAWING INFORMATION FIBER TRUNK CABLES FROM (E) - -, = � � -. ` , j I OP � � � � � DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY TE43 TO SURGE SUPPRESSION , I ` / ' ' , iii I I '� ��`\ ALL DIMENSIONS ON . A LE CONSULTANTS OF • DISTRIBUTION UNIT ` I \ ` `` \� ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS \ DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE `, (E) TELCO PEDESTAL, 4. 1 O OTHER THAN WHICH STRICTLY IS RELATED PROHIBI T TED. O NAMED CLIENT IS / -- 1 = I 1 1 (E) VERIZON TELCO H -FRAME • (E) VERIZON TELCO H -FRAME • 1 BEL ' DRAWING TITLE I _ ( TE LCO PEDESTAL EXISTING & PROPOSED • • ( I � f` 1 ENLARGED SITE PLANS l + , I /, ` DRAWING NUMBER: (E) CHAINLINK FENCE 1 i (E) CHAINLINK FENCE I 1", �� + I PLAN NORTH I PLAN NORTH A-1 • I 0 PROPOSED ENLARGED SITE PLAN 2 EXISTING ENLARGED SITE PLAN i 22x34 SCALE: 1/2" = 1' -0" 11017 SCALE: 1/4" = 1' -0" 22x3 11x17 SCALE: 1/4" = 1'-0" CEI JOB NUMBER: 10 -69487 . NOTE: CONTRACTOR TO MODIFY ��j a t EXISTING ANTENNA FLUSH � v� MOUNTS TO ACCOMMODATE Your world. Delivered. PROPOSED PANEL ANTENNAS 0 = PROJECT CONSULTANTS ' T.O. (E) STEEL MONOPOLE Ati, T.O. (E) STEEL MONOPOLE EL 155-0" AGL I -IL I EL 155' -0" AGL GoodmanNetworks �■ �� PROPOSED AT&T ANTENNA RAD CENTER I I I (E) AT &T ANTENNA RAD CENTER El i7-0" �� I EL52' -0' 82' PROPOSED REPLACEMENT © (. I I ,S' I = PLANS PREPARED BY AT &T LTE ANTENNA (TYP OF 3) A 3. i I iIi I (E) AT &T ANTENNA TO BE �� CORNERSTONE REMOVED/REPLACED (TYP OF 3) - I I E~O,NEEpI~a INC l i , I + u ' 18928 WOODINVILLE - REDMOND RD NE, SUITE 210 i 1 PROPOSED AT&T ANTENNA RAD CENTER Q ; ! J (E) AT &T ANTENNA RAD CENTER WOODINVILLE, WA 98072 - - `I i EL ' -0 45" \' ' ��I II � - - EL 45' -0" AGL PHONE: 4 2 6 � �co FAx 6.487.1734 II AL n9r.com PROPOSED REPLACEMENT Q I 1 -,r I WWW.CORNERSTONE- ENGR.COM I 111 I = PROJECT INFO: AT &T UMTS ANTENNA (TYP OF 3) 6 A -3.1 PROPOSED TMA (TYP) (E) AT &T ANTENNA TO BE ■ ► A-3.1 REMOVED /REPLACED (TYP OF 3) I PR77 I SCHOLLS & 125th NI PROPOSED SURGE (E) GPS ANTENNA SUPPRESSION ©© 12655 -A SW NORTH DAKOTA ST DISTRIBUTION UNIT um, TIGARD, OR 97223 WASHINGTON COUNTY PROPOSED FIBER TRUNK CABLE .� FROM LTE 9412 BACKPACK TO (E) t55'-O" HIGH STEEL MONOPOLE (E) GPS ANTENNA SURGE SUPPRESSION DISTRIBUTION . J 255'- ' HIGH STEEL MONOPOLE - ISSUED FOR. UNIT BANDED TO OUTSIDE OF POLE I CONSTRUCTION J PROPOSED (2) 48V DC POWER PROPOSED CABLE ® REV - DATE: - ISSUED FOR BY TRUNK CABLES FROM (E) TE43 TO SUPPORT BANDING W SURGE SUPPRESSION DISTRIBUTION In UNIT BANDED TO OUTSIDE OF POLE - El (E) ICE BRIDGE W/ (10) 700 COAX TOTAL, (6) ROUTED OUTSIDE, (4) ROUTED INSIDE (E) BUILDING -\\ (E) BUILDING & (4) 3/8 "0 COAX R INSIDE OF (E) F o (E) ICE BRIDGE W/ (10) 7/8"0 COAX TOTAL, MONOPOLE (6) ROUTED OUTSIDE, (4) ROUTED INSIDE & (4) 3/8 '0 COAX ROUTED INSIDE OF (E) PROPOSED AT&T _ MONOPOLE Li GPS ANTENNA � • \ A - 3 Q 03 -17 -11 CONSTRUCTION KJM 0 PROPOSED EXCESS CABLE (E) TE43 CABINET QA 03 -08 -11 CLIENT REVIEW JRF ENCLOSURE, RAYCAP SURGE i.7.DRAWN BY: - CHK.: APV SUPPRESSOR & DC -DC CONVERTER . in MOUNTED WITHIN (E) TE43 CABINET A-3.1 JRF I BMH I MWO I ill ,/,.- (E) LANDSCAPING PROPOSED LTE TO (E) 9412 TE43 BACKPACK CABINET Q [ LICENS CURRENT ISSUE DATE MOUNTED 03 -17 -11 M• ( (E) LANDSCAPING URE : (E) WOOD FENCE ...p PRO •L ,5 G E'1 I _,.. o 4' i,NGI N EEq S `I `i �, IN I ! (E) WOOD FENCE I ' ti t1 Q as3ePE I. ■ III' . C fA ., �.. ::. +� 7 a . l'. / ORFC, � p 7 �k w 0.5 4111 ! = DRAWING INFORMATION: GRADE (REF) l - - - _ _ _ _ _ - _ _ - - _ _ _ GRADE (REF) AL DO NOT SCALE DRAWINGS CONTRACTOR MUST VERIFY EL 0' -0" (ASSUMED) V EL O' -0" (ASSUMED) ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS DRAWING ARE SUPERSEDED BY THE LATEST REVISION " THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE t OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS STRICTLY PROHIBITED. DRAWING TITLE: • EXISTING & PROPOSED SOUTH ELEVATIONS _DRAWING NUMBER. A -2 0 PROPOSED SOUTH ELEVATION 2 EXISTING SOUTH ELEVATION 1 CEI JOB NUMBER 10 22x34 SCALE: 3/16" = 1' -0" 111x17 SCALE. 3/3Z = 1' -0" 22x34 SCALE 3/16` = 1' - 0" 111017 SCALE: 3/32" = 1' -0" (E) MONOPOLE ::.r.: AT&T GPS to I . ANTENNA ® _ BEEEEEBEBBBEBBBBBEE 4 at &t 1 718" O.D. PIPE n Your world. Delivered. I - RLSS PIPE TO PIPE 17 114" h CLAMP SET 1 - - PROJECT CONSULTANTS: (PAR7810- 158 -001) TOP DISTRIBUTION SHELF I - _' / (18 BREAKER POSITIONS) i I. v - -17 *� // p MANUFACTURER: ALPHA TECHNOLOGIES GoodmanNetworks MODEL: 24V/48V DC -DC CONVERTER ARGUS PIN: 053 996 20-000 /4b _ _ HEIGHT: 8.7 5R76- RU (Rack Units) [n� 1 o WIDTH: 17.24 "; 19 "/23" RACK MOUNTS L PLANS PREPARED BY �7� � �� DEPTH: 12.20" NOTES: WEIGHT: 45 LBS ` 1. LOCATION OF ANTENNA MUST HAVE CLEAR VIEW OF SOUTHERN SKY FRONT �CW9NEPIfTONE AND CANNOT HAVE ANY BLOCKAGES EXCEEDING 25% OF THE CONVERTER SHELF SNAP IN HANGERS SURFACE AREA OF A HEMISPHERE AROUND THE GPS ANTENNA. (SPACE FOR UP TO 4 18928 WOODINVILLE- REDMOND RD NE. SUITE 210 - @ 5-0" O.C. (MAX) CONVERTER POSITIONS) WOODINVILLE, WA 98072 PHONE 025.487.1732 FAX 425.487.1734 2. ALL GPS ANTENNA LOCATIONS MUST BE ABLE TO RECEIVE CLEAR EMAIL uiQcorrron,orl4�rpr.com SS BAND SIGNALS FROM A MINIMUM OF FOUR (4) SATELLITES. VERIFY WITH WWW.CORNERSTONE•ENGR.COM HANDHELD GPS BEFORE FINAL LOCATION OF GPS ANTENNA. = PROJECT INFO: CABLE SUPPORT BANDING 12 NOT USED 1 1 LTE GPS ANTENNA 10 DC -DC CONVERTER 9 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE NTS 111x17 SCALE: NTS 22x34 SCALE: 1 " =1-0" 111x17 SCALE: 1/2 " =1' -0" 22x34 SCALE: 1 1/2" = 1' -0" 111x17 SCALE: 3/4" =1• -0" PR77 SCHOLLS & 125th FRONT SOLAR 12 19/32" • 11--i SHIELD 12655 -A SW NORTH DAKOTA ST REMOVABLE 3O . 1 Or it WASHINGTON COUNTY t RRH n' 'I llllllllb TIGARD, OR 97223 COVER . n • • • � m 1 Il N - ISSUED FOR: [ RE V :: CONSTRUCTIO ] i l � \l 1i ) ! /,I �.�' llt = i �� ,~ 1'r I I, T O P DATE:= ISSUED FOR: BY:—. � ' - U U I � %i REMOVABLE 19" 1' 4 13116 1 i • RACK EAR, TYP • • MANUFACTURER: ALCATEL- LUCENT TOP ( 2 STANDARD 19" 1' -7" MODEL: 9926 BBU • EQUIPMENT RACK HEIGHT: 19" WIDTH: 3.469 "; 2U (Rack Units) MANUFACTURER: ALCATEL - LUCENT ISO VIEW �� „ w j, V-4 13116" MODEL: DCx48 60 RM Qp 03 -17 -11 CONSTRUCTION KJM MANUFACTURER: ROSENBERGER 1 1. - _ _ _ " r � DEPTH: 11.81" ' W 26 LBS r HEIGHT: 3.469 "; 2U (RACK UNITS) MODEL: FB-15-ABOX CEQ 10505 MANUFACTURER: ALCATEL- LUCENT WIDTH: 16.8" MODEL: 9442 RRH 700MHz EXCESS FIBER CABLE ENCLOSURE FRONT i 00 ® d NI DEPTH: 20.1" HEIGHT: 28.8" QA 03 -08 -11 CLIENT REVIEW JRF DIMENSIONS: 17 "W X 1 -3/4 "H (1U) X 12"D W CAPACITY: 20m (65'1) OF 10MM CABLE ` WEIGHT: 26 LBS WIDTH: 12.6' DRAW DEPTH: 5.FRONT N BY —CHK.: APV. FRO r WEIGHT: 44 LBS L JRF 1 BMH 1 MWO I CURRENT ISSUE DATE: EXCESS CABLE ENCLOSURE 8 BBU DETAIL 7 RAYCAP SURGE SUPPRESSOR 6 700MHz RRH 5 [ LICENS 22x34 SCALE: 1 1/2" = 1-0" 111x17 SCALE: 3/4" = 1-0" 22x34 SCALE: 1 1/2" = 1-0" 111x17 SCALE: 3/4" = 1-0" 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE:1" = 1-0" 111x17 SCALE: 1/2" = 1-0" URE: 11" .fin' !!,!.i. ilr. i MANUFACTURER: ALCATEL- LUCENT PR f.. , - M M �:,�" MODEL: LTE 9412 eNOdeB \ St D INE R �� I'll : Ar ,l) 0 � , \` -7 RAYCAP "SQUID" e ��► ■® MOUNTING `_% �.:` .�\, MO NOP OLE PIPE - -- SURGE SUPPRESSION COMPACT ENCLOSURE 0?-0 45 38PE j,_ �■� HEIGHT: 31' // (//// _ - -- DISTRIBUTION UNIT TO _ —∎ WIDTH: 20" �10 5/8" !. / �� DEPTH: 24' ! .\ � =� 'a WEIGHT: 143 LBS ' ; 1 .... NOTE: - - -- /, 1 - -_ xRRATION D ATE. 12/31/12 / I I - -- -. TO BE INSTALLED WITHIN 6 IE 1 1 / FEET OF RADIO UNIT vi. (erAtk ,� � _ 2 �� DRAWING INFORMATION: \� �� ' I " DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY J STANDOFF C HAIN MOUNT ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY . 1 • �. �' ' m '; / �� RLSS CI D- 120 301 — _ - _ • _ ERRORS AND OMISSIONS. ALL PREVIOUS I SSUES OF THIS \ — / h � DRAWING ARE SUPERSEDED BY THE LATE REVISI � I THE INFORMATION CONTAINED IN THIS SET OF DOCUM ENTS .IA 2 318 "0 PIPE RLSS "b11T L 7C 71'TGi I 1 Y :lilt S PROPRIETARY eV NATURE. ANY USE OR DISCLOS r . 1 STRICTLY PROHIBITED. l it I �1 MANUFACTURER 1 1J / ISO VIEW -�:� #C10- 981 -202 M OUNTING BRACKET BY * OTHERTHANW DCLIENTIS ' Ill [ • II I I . . 1'4 3/8" :1 : III DRAWING TITLE ' •�• RAYCAP " SQUID" y • III _ .1 MANUFACTURER: ALCATEL- LUCENT SURGE SUPPRESSION MOOT I �� DETAIL SHEET III MODEL: 9442 RRH AWS 2100MHz PLAN DISTRIBUTION UNIT -•. •- - HEIGHT: 24.4" MANUFACTURER: RAYCAP 8 -8F " DRAWING NUMBER: FRONT W 10.6" ELEVATION MODEL DC6- 48- 60 -18-8F "S FRONT SIDE - 1 (DOOR OPEN) DEPTH: w ^ 0 WEIGHT: 43 LBS Hv { 2100MHz RRH 4 SURGE SUPPRESSION UNIT 3 SURGE SUPPRESSION UNIT 2 LTE 9412 eNodeB BACKPACK 22x34 SCALE:1 1/2" = V -0" 111x17 SCALE: 3/4" = 1• -0" 22x34 SCALE:1" =1 111x17 SCALE: 1/2" = 1• -0" - 22x34 SCALE: 1 1/2" = 1' -0" 111x17 SCALE: 3/4" = 1' -0" 22x34 SCALE: 3/4" = 1' -0" 111x17 SCALE: 3/8" = 1' -0' [ CEJOB NUMBER: 10 69487 1 GENERATOR INTERFACE PANEL _ 9 1/2" y 9 9116" 1 4 MANUFACTURER: MICRIN • r `� P /N: MTC6001EC -2 at&t " , GENERATOR INTERFACE Your world. Delivered. HEIGHT: 25.0 " 8 A DANGER . DEPTH: 9.539' . A aa�.,�..�� .. PROJECT CONSULTANTS: WIDTH: 9.5' 1 .r " WEIGHT: -30 Ibs4 GoodmanNetworks 161 7 9 1 /2' —PLANS PREPARED BY: N ►. F1401.1 Mt 2 to 18928 WOGDINVILLE- REDMOND RD NE. SUITE 210 WA 08072 PHONE: 428.487.1732 FAX 425.487.1734 EMAIL uiec°rneret°naarpr.c°nl W W W.CORNERSTONE {NGR.COM PR77 SCROLLS & 125th = PROJECT INFO: W OODINVILLE, NOT USED i o NOT USED 9 j 22x34 SCALE: NTS 11017 SCALE: NTS 22x34 SCALE: NTS 11017 SCALE: NTS 11 I `^ J I � � L • �� MAKE: POWERWAVE to MODEL: TT19 086P1,1 001 12655 -A SW NORTH DAKOTA ST o + PLAN FRONT VIEW SIDE VIEW HEIGHT: 9.9" • TIGARD, OR 97223 • 1 � * r D PTH: 5.4" EPTH: 5.4" �� WASHINGTON COUNTY 0 J I D MICRIN GENERATOR RECEPTACLE 1 1 L REV - ISSUED FOR: I 22x34 SCALE: 3" = 1' -0" 11x17 SCALE: 1 1/2" = 1' -0" k CONS TRUCTIO J 611!16" 11 ' ! :=DATE: = ISSUED FOR: BY:_ O ` j MANUFACTURER:ARGUS = = = = ` ,,,• MODEL: TE43 • _ HEIGHT: 84" 2.34" .0 Q WIDTH: 30" dk DEPTH: 30" 1 f 'V WEIGHT: 1600 LBS ry CI . - I Q t. co i 03 - -11 CONSTRUCTION KM �' EMPTY 0.T0 DC /DC CONVERT ,A 03-08-11 CLIENT REVIEW JRF RAYCAP SURGE � " r DRAWNBY: =CHK.: APV.: TV _ -- -_ _ = L JRF I BMH I MWO !FIBER ENCLOSURE CURRENT ISSUE DATE: T MA DETAIL 6 RET DETAIL 5 C 03 -17 -11 X \ O 0 22x34 SC AL E : 3" = 1' -0" 111017 SCALE: 1 1/2"=1-O" 22034 SCALE: NTS 1 11x17 SCALE: NTS _ LICENSURE: r � � 0 0 ' 0 O „13l, " 6" ' �± gS HVAC UNIT 0 G74598PE 1 NF4, 0 I � ,-10 716 HVAC CONTROLS lIIIIII Q oRE p R u . y0 0 � /1 /i, ALARM [J o INTERFACE e ...to XPIRATION DATE. 12/31/12 ///////////// ��, CONNECTIONS a y DRAWING INFORMATION: I D 0 ' O DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY HI -LOW TEMP 0 ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY • O 0 ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS I I I T ' I II I DRAWINGARE SUPERSEDED BY THE LATEST REVISION. ALARMS THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS a 0 I R R WHICH IS RELATED O NA ED DISCLOSURE CL E IS C NT E STRICTLY PROHIBITED. 101iI I O FRONT VIEW BACK VIEW SIDE VIEW OTHER PROPRIETARY • 4444,4 O 0 FRONT VIEW SIDE VIEW BACK VIEW DRAWING TITLE: G OUTLET REMOTE ELECTRICAL TILT t f __ \ " RET" (TYP) O DETAIL SHEET INTERNAL -- -- I ANTENNA: GROUND BAR DRAWING NUMBER: KATHREIN 800 10764 ANDREW ANTENNA: - GROUND WIRE STUDS TOP VIEW m TOP VIEW OBXLH- 6565A -VTM A -3.1 0 TE43 CABINET DETAIL 3 ANTENNA DETAIL (LTE) 2 ANTENNA DETAIL (GSM UMTS) C EI JOB NUMBER: 10 -69487 22034 SCALE: NTS 111017 SCALE: NTS 22x34 SCALE: 1/2" = 1•-0" 111017 SCALE: 1/4" = 1'-0" 22034 SCALE: 1 /2" = 1' -0" 11 1017 SCALE: 1/4" = 1 -0" - NOTE: CONTRACTOR TO ADD VERT PIPE MAST 8 UTILIZE EXISTING UNUSED SECTOR MOUNT FOR RRH MOUNTING k PROPOSED PIPE MAST (E) � a `& L MOUNT TO MATCH (E) V . PROPOSED STACKED AT&T Your world. Delivered. 700MHz RRH & 2100MHz RRH (1 EA PER SECTOR) (E) QUAD MOUNT W/ • b y UNUSED SECTOR go \Y' r PROJECT CONSULTANTS; N11111 411111111k '' t. ' (E) 56-0" HIGH STEEL MONOPOLE (E) 55' -0" HIGH SECTOR "X" Good manNetworks STEEL MONOPOLE a S ECTOR "X" li \iw LTE 1 LPLANS PREPARED BY: ■ `• COrWiieliTONE a. . f. - PROPOSED r iv., (E) ATBT ANTENNA TO SECTOR "Z" I' REPLACEMENT AT&T BE REMOVED /REPLACED 1028 WOODINVILLE REDMOND RD NE. SUITE 210 LTE IlleALTE ANTENNA (TYP OF 3) SECTOR "Z" (TYP OF 3) WOODINVILLE. WA 98072 PHONE: 425.487.1732 FAX: 425.487.1734 EMAIL'. wi @cornerstoroarpr.com 1.6° ZAD W WW.CORNERSTONE -ENGR.COM � APPURTENANCES py \aJ \t�J�� = PROJECT INFO: ITEM NEW EXISTING REMAIN REPLACE TOTAL PR77 ANTENNA 6 6 0 6 6 SCHOLLS & 125th G TMA 6 6 0 6 6 3 C. SECTOR "Y' 'S 12655 -A SW NORTH DAKOTA ST RET 18 12 0 12 18 S' TIGARD, OR 97223 SECTOR "Y" WASHINGTON COUNTY 700MHz RRH 3 0 0 0 3 LTE t - ISSUED FOR: 2100MHz RRH 3 0 0 0 3 CONSTRUCTION J [REV : = DATE: = ISSUED FOR: BY:_ PROPOSED ANTENNA PLAN @ 52 -FOOT LEVEL 4 EXISTING ANTENNA PLAN @ 52 -FOOT LEVEL 3 22x34 SCALE: 3/4" = 1' -0" 111017 SCALE: 3/8" =1%0" 22x34 SCALE: 3/4" = 1-0" 111x17 SCALE: 3/8" =1 ■ RF DATA SHEET SECTOR ANTENNA RAD ECTOR QTY AZIMUTH ANTENNA ` CENTER 0 0317 -11 CONSTRUCTION KJM LTE X 1 52' -0" AGL 60° SEE DETAIL 2/A -3.1 Q q 03 -08 -11 CLIENT REVIEW JRF UMTS X 1 45' -0" AGL 60° SEE DETAIL 1/A -3.1 PROPOSED SURGE SUPPRESSION b y (E) QUAD MOUNT W/ F P DRAWN BY: =CHK.: APV.: LTE Y 1 52' -0" AGL 150° SEE DETAIL 2/A -3.1 DISTRIBUTION UNIT JCT UNUSED SECTOR UMTS Y 1 45' -0" • AGL 150° SEE DETAIL 1/A -3.1 � \ JRF 1 E I MWO I I.-" I.-" CURRENT ISSUE DATE: : LTE Z 1 52' -0" AGL 240° SEE DETAIL 2/A -3.1 (E) 55' -0" HIGH h 4 1Vo STEEL MONOPOLE V4 (E) 55' -0" HIGH SECTOR "X" [ LICENSU 03 -17 -11 UMTS Z 1 45-0" AGL 240° SEE DETAIL 1/A -3.1 SECTOR " STEEL MONOPOLE RE: UMTS : F , 7.- III 74538PE , TRUNK CABLES � \ \ PROPO r1'` (E)AT&T ANTEN AO �/ OREGON SECTOR "Z" UMTS ANTENNA (TYP OF 3) SEC "Z' 3:to (TYP OFREMOVED/REPLACED �yi'''. O O� ; // 71" TYPE OF CABLE LENGTH PLACEMENT UMTS �` jC EGUICEMESEE OUTSIDE OF '0 14 - DRAWING INFORMATION: POWER 0" MONOPOLE 0 � DO NOT SCALE DS AND AS . CONTRACTOR MUST S OF ANY VERIFY FIBER 90.0• OUTSIDE OF ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS MONOPOLE DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS t G STRICTLY PROHIBITED. � S DRAWING TITLE: . SECTOR "r EXISTING & PROPOSED SECTOR "Y" �` ° A PLANS UMTS DRAWING NUMBER PLAN NORTH C 0 SCHEDULES 5 PROPOSED ANTENNA PLAN @ 45 -FOOT LEVEL 2 EXISTING ANTENNA PLAN @ 45 -FOOT LEVEL r CEI JOB NUMBER: 10 -69487 22x34 SCALE: NTS 111017 SCALE: NTS 22x34 SCALE: 3/4" = 1-0" 111017 SCALE: 3/8" = 1' -0" 22x34 SCALE: 3/4" = 1' -0" 111017 SCALE: 3/8" = 1-0" GROUNDING KEYED NOTES 0 7 (E) GROUND BUSS BAR, TYP. • 0 at &t 2 (E) MAIN GROUND CONNECTION POINT. (V.I.F.) Y our world. Delivered. . 3 (E) ANTENNA MOUNT STRUCTURE. - PROJECT CONSULTANTS: 0 PROPOSED #2 STRANDED GREEN INSULATED GROUNDING WIRE, TYP. e O (E) #2 STRANDED GREEN INSULATED COPPER GROUND LEAD, TYP. (V.I.F.) Goodman Networks O PROPOSED GROUND CONNECTION RRH. SEE 2/E -2. -PLANS PREPARED BY C CO GiNER7 16928 WOODINVILLE- REDMOND RD NE. SUITE 210 O ` O WOODINVILLE. WA 98072 i% o ,% ` N. PHONE EMAIL: 25. ce Qcorne stone -e gr \�� N. \ WWW CORNERSTONE -ENGR.COM \\ j -% \ \ = PROJECT INFO: PR77 o \ j \ ; ,!1 + © SCROLLS & 125th -9.. 1* ":",?.$ . \ \ A . \ � ✓ \ 1 12655 -A SW NORTH DAKOTA ST © ) TIGARD. OR 97223 �\ • `' 1 / rr / O© WASHINGTON COUNTY '4 / ' ■ 11' _ISSUED FOR '4 CONSTRUCTION % O _REV:= DATE= ISSUED FOR BY.- �I� i re.-------- l�J�', /4 \ 1 • GROUNDING NOTES & LEGEND GENERAL GROUNDING NOTES • ,L 03 -17 -11 CONSTRUCTION KJM " 1 ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS, 03 -08 -11 CLIENT REVIEW JRF 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER METALLIC - DRAWN BV — CHK : APV COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE MOUNTED fir' BUSS BARS. FOLLOW ANTENNA AND BTS MANUFACTURERS PRACTICES FOR L JRF 1 BMH I MWO 1 GROUNDING REQUIREMENTS GROUND COAX SHIELD AT BOTH ENDS AND EXIT CURRENT ISSUE DATE FROM TOWER OR POLE USING MFR'S PRACTICES. 03 -17 -11 3, ALL GROUND CONNECTIONS SHALL BE CADWELD. ALL WIRES SHALL BE COPPER THHN/THWN ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE - LICENSURE ABOVE GROUND. PROF 4. CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE. GROUNDING AND a'`' I NE, " I OTHER OPERATIONAL TESTING WILL BE WITNESSED BY AT&T WIRELESS, LLC. lik REPRESENTATIVE. assePE '� 5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION � AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS. �q * b-, E 9 •z° °' O� 6, ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING R W O ° 31( �" SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED AT&T EXPIRATION DATE 12/31/12 WIRELESS, LLC. REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING = DRAWING INFORMATION: PLAN NORTH SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RING DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY SYMBOL DESCRIPTION 7 NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY ERRORS AND OMISSIONS ALL PREVIOUS ISSUES OF THIS O INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS DRAWING ARE SUPERSEDED BY THE LATEST REVISION • ® GROUND INSPECTION WELL THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE GROUNDING ROD NOTES OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS ® COPPER GROUND ROD STRICTLY PROHIBITED. (WHERE APPLICABLE) - DRAWING TITLE ® COMPRESSION LUG ELECTRICAL CONTRACTOR SHALL ORDER GROUND RESISTANCE TESTING ONCE _ THE GROUND SYSTEM HAS BEEN INSTALLED; A QUALIFIED INDIVIDUAL, UTILIZING SCHEMATIC GROUNDING PLAN NOTE ® CADWELD CONNECTION THE FALL OF POTENTIAL METHOD, SHOULD PERFORM THE TEST. THE REPORT WILL SHOW THE LOCATION OF THE TEST AND CONTAIN NO LESS THAN 9 TEST ■ ALL GROUNDING WIRE RUNS AND �■ CONNECTIONS, BOTH ABOVE AND SIDE SPLICE CADWELD ��'�- -- - - POINTS ALONG THE TESTING LINE, GRAPHED OUT TO SHOW THE PLATEAU. - DRAWING NUMBER. BELOW GRADE, SHALL BE LOCATED INSIDE OF THE LEASE AREA LINE 2 TE RN GROUND TEST OR 3 POINT 62% TESTS GR WILL NOT BE TES TP A L AS E 1 /�� /, FIELD VERIFY & INTO EXISTING GROUNDING SYSTEM ALTERNATIVES TO THE AFORE MENTIONED GROUND TESTS, TEST SHALL BE _ PERFORMED WHILE THE COUNTERPOISE IS ISOLATED FROM THE NC SYSTEM GRIDS AND EXISTING COMMUNICATIONS FACILITY. SCHEMATIC GROUNDING PLAN CEI JOB NUMBER: 10 -69487 _22x34 SCALE. 1 1/2" = 1' -0" I11x17 SCALE: 3/4" = 1' -0" i at &t Your world. Delivered. • ( I — PROJECT CONSULTANTS: rlli 1 11' Networks ANTENNA I I N OTE: WEATHER SEAL I • ALL CONNECTIONS TO BE CADWELDED IQ �II) •USE MECHANICAL CONNECTIONS ONLY PLANS PREPARED BY: 3' JUMPER 1.I " GROUNDING BUSS BAR & ATTACHMENT WITH THE WRITTEN APPROVAL OF THE C OPIN ER�JTO IVE I ` KIT W/ ISOLATORS BOLTED TO TOWER CONSTRUCTION MANAGER !• , N a,,,,, •HOISTING GRIP TO BE INSTALLED Nu. rN DIN MALES REFER TO SCHEDULE ON SHEET RF -1 FOR TRUNK BELOW TOP GROUND KIT 16928 WOOOINVILLE RD NE. SUITE 210 1A CABLES APPROXIMATE LENGTH & PLACEMENT (E) ARGUS WOODINVILLE. WA 98072 MHA , COAX GROUNDING KIT TE43 CABINET PHONE: 425.487.1732 FAX 425.4871734 MHA 11 COAX GROUNDING KIT TE43 CABINET EMAIL ui@wrrorsbrrarpr.com JUMPER CAB WWW .CORNERSTONE .ENGR COM INSTALL GROUNDING KIT GROUND BAR A TTACHED TO ICE PROPOSED ATE — PROJECT INFO: GROUNDING KIT ABOVE POWER / FIBER BEND BRIDGE SUPP ORT 9412 BACKPACK POWER CABINET PR77 GROUNDING BUSS BAR & ATTACHMENT (E) ARGUS #2 GREEN FROM TOP KIT W/ ISOLATORS BOLTED TO TOWER ( E) NOKIA CABINET SCROLLS 125th GROUND BAR TO (E) UMTS BOTTOM GROUND BAR I 1 CABINET ; S 12655 -A SW NORTH DAKOTA ST TIGARD, OR 97223 _, , • • 11 1 WASHINGTON COUNTY (E) (2) #2 SOLID BARE TINNED II _ • — ISSUED FOR: o COPPER GROUNDING LEADS, I CADWELD (TYP) J I CONSTRUCTION J [REV := DATE: — ISSUED FOR: BY._ L IIIIIIIIIMPIMM . — I ■ __1� M ill i i i • Qp 03 -17 -11 CONSTRUCTION KJM " E) #2 SOLID BARE (E) #2 SOLID BARE TINNED TINNED COPPER Q 03-08-11 CLIENT REVIEW JRF COPPER GROUND RING. GROUNDING LEADS (TYP) DRAWN BY: =CHK.: APV.: Ii JRF I BMH I MWO CURRENT ISSUE DATE TOWER GROUNDING SCHEMATIC 6 NOT USED 5 [( 03 -17 -11 22x34 SCALE: NTS 111x17 SCALE NTS 22x34 SCALE: NTS 111x17 SCALE: NTS — LICENSURE: HYLUG CONNECTOR INSTALLATION INSTRUCTIONS: (2) 3/8"0 SS HEXNUT �p� 1. SELECT PROPER HYLUG FOR THE WIRE SIZE USED. 5 1 E1 G I NE f R V`, J� �� EQUIPMENT CHASSIS 1 (#2) TWO HOLE 2. STRIP CABLE OF INSULATION TO A LENGTH EQUAL TO THE BARREL OF THE _ 74538PE I l ` " = � BUSS BAR / COMPRESSION LUG CONNECTOR. W�� CAB LE RACEWAY 3. INSERT CABLE FULLY INTO CONNECTOR. ' 1 I� 11 �1 . GROUND WIRE STUD EcoN �••• l io 4. APPLY THE PROPER NUMBER OF CRIMPS AS SHOWN BY NUMBER OF .. �� (TYP OF 2 @ FRONT a 5°' O / f a- �•� TYPE GL LUG NO -LUX I AND BACK OF CABINET) COLORED BANDS. - 4 . 5 �_ �• k W . ON' i TYPE GR 5. CRIMP FROM TONGUE END OF CONNECTOR TOWARD CABLES FOR .�� ANTI - OXIDIZING • . ��' COMPOUND ' �CLEAR HEAT SHRINK ON TERMINALS AND CENTER SPLICE TOWARD CABLE FOR BUTT SPLICES �� i� COMPRESSION LUGS REQUIRING MORE THAN ONE CRIMP PER END. — DRAWING INFORMATION: Q` TYPE PT ri 3/8 "0 STAR #2 STRANDED GREEN HYLUG TYPE YGA CONNECTOR IS PRE - FILLED WITH PENETROX COMPOUND AND . CONTRACTOR MUST VERIFY � -- -- 4 WASHER INSULATED COPPER STRIP SEALED. ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY I n �'ii GROUND LEAD TO BUSS BAR ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS 1 71 OR #2 SOLID BARE TINNED BURNDY HYDRAULIC DIE SET #U1CRT 1/U11T. DRAWING ARE SUPERSEDED BY THE LATEST REVISION. THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS �� PLAN COPPER TO GROUND RING S PROPRIETARY BV NATURE. ANY USE OR DISCLOSURE ,.,' OTHER THAN WHICH IS CT RELATED TO PROH BITEDAMED CLIENT IS NOTE: TYPE GT TYPE SS •.'.' FOR GROUNDING CONNECTIONS TO PAINTED CABINETS DRAWING TITLE: T TYPE VS CHASSIS, GRIND OFF ALL ENAMEL COATINGS TO BARE METAL AT LUG CONTACT AREA PRIOR TO MAKING BOLTED LUG GROUNDING DETAILS CONNECTION. APPLY NO -LUX TO ALL EXPOSED BARE METAL. NOTE: DRAWING NUMBER: CADWELD 'TYPES" SHOWN ABOVE ARE EXAMPLES - CONSULT - WITH PROJECT MANAGER FOR SPECIFIC TYPES OF CADWELDS ^ TO BE USED FOR THIS PROJECT. -Z 0 NOT USED 4 CADWELD DETAILS 3 HYLUG CONNECTION 2 GROUND CRIMPING GUIDELINES CEI JOB NUMBER: 10-69487 22x34 SCALE NTS 111x17 SCALE: NTS 22x34 SCALE: NTS 111x17 SCALE: NTS 22x34 SCALE: NTS [Moll SCALE: NTS 22x34 SCALE: NTS 111517 SCALE: NTS 1 4 a ..• '' . , • t • I 1 1 f iiiiall\IN' II 4.. ',..' ii t,1' . , .,., .' • F_ , .. ,„ ,,,t.• _ ,,: . :_. _, .. a i. , 1 __- Y . ■ I i 1 w E caFINcsroNE PR77 SCROLLS & 125TH t PROPOSED ELEVATION e atat 1 e f -600s - 6 Good n 1 a n Networks RECEIVED � " °I "' GPD GROUP Paul Long MAY 26 2011 Chris Scheks Goodman Networks 1001 Fourth Ave, Suite 3200 8815 122 " Avenue NE CITY OFTIGARD Seattle, WA 98154 Kirkland, WA 98033 (206) 467 -2621 (425) 633 -3640 BUILDING DIVISION cscheks@gpdgroup.com p l o n g@good ma n netwo rks. com GPD# 2011154.04 April 29, 2011 RIGOROUS STRUCTURAL ANALYSIS REPORT AT &T DESIGNATION: Site USID: 11099 Site FA: 10098014 Site Name: SCHOLLS AND 125TH AT &T Project: MOD- PNW LTE 3/8/11 GOODMAN DESIGNATION: Site ID: PR77 ANALYSIS CRITERIA: Codes: TIA-222-G, 2009 IBC & 2010 OSSC 95 -mph 3- second gust with 0" ice 30-mph 3- second gust with 1" ice SITE DATA: 12655 -A SW North Dakota St, Tigard, OR, Washington County Latitude 45° 26' 32.283" N, Longitude 122° 48' 16.221" W 55' Valmont Monopole Mr. Long, GPD is pleased to submit this Rigorous Structural Analysis Report to determine the structural integrity of the aforementioned tower. The purpose of the analysis is to determine the suitability of the tower with the addition of the following proposed loading configuration: Elev. 52' (3) Kathrein 800 10764 Antennas, pipe mounted, w/ (1) internal fiber cable (2) internal power cables (6) Alcatel Lucent 9442 RRH Units on the same mounts (1) Raycap DC6- 48- 60 -18 -8F Surge Protector on the same mounts Elev. 45' (3) Andrew QBXLH- 6565A -R2M Antennas pipe mounted on an existing tri- bracket, w/ (2) 1 -5/8" internal coax (2) Andrew ETB19G8 -12UB TMAs on the same mount Based on our analysis we have determined the designs of the tower and its foundation are sufficient for the proposed, existing, and reserved loadings as referenced in Appendix A. We at GPD appreciate the opportunity of providing our continuing professional services to you and Goodman Networks. If you have any questions please do not hesitate to call. Respectfully submitted, . P RDir( s /0011N s 18Sl�P� A ORES David B. Granger, P.E. OT C `0 5 R. Oregon #: 18155PE 47, 8, GRw � k 520 South Main Street . Suite 2531 . Akron, Ohio 44311. 330 - 572 -2100. Fax 330 -572 -2101 . www.GPDGroup.com Claus Pyle Schomer Burns and Dellaven, Inc Akron . Atlanta . Cleveland . Columbus . Indianapolis . Marion . Phoenix . Seattle . Youngstown 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 SUMMARY & RESULTS The purpose of this analysis was to verify whether the existing structure is capable of carrying the proposed loading configuration as specified by AT &T to Goodman Networks. This report was commissioned by Mr. Paul Long of Goodman Networks. Seismic loads were considered using a substantiated analysis utilizing the TIA -222-G standard. Based on section 2.7.3 of the TIA -222 -G standard the seismic effects may be ignored due to the earthquake spectral response acceleration (Ss) for this site location being less than or equal to 1.00. The wind effects control the tower loading. All proposed lines shall be installed internal to the monopole for the results of this analysis to be valid. TOWER SUMMARY AND RESULTS Member Capacity Results Monopole 69.4% Pass Base Plate 74.7% Pass Anchor Rods 43.6% Pass Foundation — Structure 80.4% Pass Foundation — Soil Interaction 58.7% Pass ANALYSIS METHOD RISA Tower (Version 5.4.2.0), a commercially available software program, was used to create a three -dimensional model of the tower and calculate primary member stresses for various dead, live, wind and ice load cases. Selected output from the analysis is included in Appendix B. The following table details the information provided to complete this rigorous structural analysis. This analysis is solely based on this information and is being provided without the benefit of a site visit. DOCUMENTS PROVIDED Document Remarks Source Equipment Modification Form AT &T Internal Modification Document, Siterra dated 3/8/2011 Geotechnical Report Redmond & Associates Project #: 110.051.G, Siterra dated 7/5/1996 Foundation Design LeedCo Job #: 3360R, dated 7/24/1996 Siterra Tower Design Valmont Order #: 13628 -96, dated 8/21 /1996 Siterra 4/29/2011 Page 2 of 4 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 ASSUMPTIONS w This rigorous structural analysis is based on the theoretical capacity of the members and is not a condition assessment of the tower. This analysis is from information supplied, and therefore, its results are based on and are as accurate as that supplied data. GPD has made no independent determination, nor is it required to, of its accuracy. The following assumptions were made for this rigorous structural analysis. 1. The tower member sizes and shapes are considered accurate as supplied. The material grade is as per data supplied and /or as assumed and as stated in the materials section. 2. The antenna configuration is as supplied and /or as modeled in the analysis. It is assumed to be complete and accurate. All antennas, mounts, coax and waveguides are assumed to be properly installed and supported as per manufacturer requirements. 3. Some assumptions are made regarding antennas and mount sizes and their projected areas based on best interpretation of data supplied and of best knowledge of antenna type and industry practice. 4. Al l mounts, if applicable, are considered adequate to support the loading. No actual analysis of the mount(s) is performed. This analysis is limited to analyzing the tower only. 5. The soil parameters are as per data supplied or as assumed and stated in the calculations. If no data is available, the foundation system is not verified. 6. The tower and structures have been properly maintained in accordance with TIA Standards and /or with manufacturer's specifications. 7. All welds and connections are assumed to develop at least the member capacity, unless determined otherwise and explicitly stated in this report. 8. All existing loading was obtained from site photos and the provided Equipment Modification Form and is assumed to be accurate. 9. All proposed lines shall be installed internal to the monopole for the results of this analysis to be valid. 10. Foundations are properly designed and constructed to resist the original design loads indicated in the documents provided. If any of these assumptions are not valid or have been made in error, this analysis may be affected, and GPD Group should be allowed to review any new information to determine its effect on the structural integrity of the tower. 4/29/2011 Page 3 of 4 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 DISCLAIMER OF WARRANTIES GPD GROUP has not performed a site visit to the tower to verify the member sizes or antenna/coax loading. If the existing conditions are not as represented on the tower elevation contained in this report, we should be contacted immediately to evaluate the significance of the discrepancy. This is not a condition assessment of the tower or foundation. This report does not replace a full tower inspection. The tower and foundations are assumed to have been properly fabricated, erected, maintained, in good condition, twist free, and plumb. The engineering services rendered by GPD GROUP in connection with this Rigorous Structural Analysis are limited to a computer analysis of the tower structure and theoretical capacity of its main structural members. All tower components have been assumed to only resist dead loads when no other loads are applied. No allowance was made for any damaged, bent, missing, loose, or rusted members (above and below ground). No allowance was made for loose bolts or cracked welds. GPD GROUP does not analyze the fabrication of the structure (including welding). It is not possible to have all the very detailed information needed to perform a thorough analysis of every structural sub-component and connection of an existing tower. GPD GROUP provides a limited scope of service in that we cannot verify the adequacy of every weld, plate connection detail, etc. The purpose of this report is to assess the feasibility of adding appurtenances usually accompanied by transmission lines to the structure. It is the owner's responsibility to determine the amount of ice accumulation in excess of the specified code recommended amount, if any, that should be considered in the rigorous structural analysis. The attached sketches are a schematic representation of the analyzed tower. If any material is fabricated from these sketches, the contractor shall be responsible for field verifying the existing conditions, proper fit, and clearance in the field. Any mentions of structural modifications are reasonable estimates and should not be used as a precise construction document. Precise modification drawings are obtainable from GPD GROUP, but are beyond the scope of this report. Miscellaneous items such as antenna mounts, etc., have not been designed or detailed as a part of our work. We recommend that material of adequate size and strength be purchased from a reputable tower manufacturer. GPD GROUP makes no warranties, expressed and /or implied, in connection with this report and disclaims any liability arising from material, fabrication, and erection of this tower. GPD GROUP will not be responsible whatsoever for, or on account of, consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. The maximum liability of GPD GROUP pursuant to this report will be limited to the total fee received for preparation of this report. 4/29/2011 Page 4 of 4 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 APPENDIX A Tower Analysis Summary Form 4/29/2011 . • r I r I Tower Analysis Summary Form General Info Site Name SCHOLLS AND 125TH ( The Information contained In this summary report Is not to be used Independently Site Number PR77 (11099) from the PE stamped tower analysis. FA Number 10098014 Date of Analysis 42912011 Company Performing Analysis GPO Tower Ink. Description Dale Design Parameters Analysis Results (% Maximum Usage) Tower Type (0, SST, MP) MP Design Code Used TIA -222-0. 2009 IBC Existing/Resolved . Future . Proposed Condition Tower Height (top of steel AGL) 65' & 2010 OSSC Tower (N) 69.4 °s Tower Manufacturer Valmont Location of Tower (County, State) Washington, Oregon Base Plate (%) 74.7% _ Tower Model ida Basic Wind Speed (mph) 95.3second gust Foundation (ti) 80.4'. Tower Design Valmont Order t: 13628 -96 612112996 Ice Th in) I _ Foundation Adequate? Yes Foundation Design LeedCe Job e: 3360R 7/24/1996 Structure Cleat tcetion (I, II, Ill) II Geotech Report Redmond & Associates Project 8: 110.551.0 7/511999 Exposure Category (B, C, D) C Tower Mapping n/a Topographic Category (1 to 5) _ 1 Previous Structural Analysis nra F oundation Mapping _ a Steel Yield strength (ball Monopole 65 Bass Plate so _ J Anchor Rods 75 Existing 1 Reserved Loading Antenna - Mount TralsfisMOn UM Antenna OMAN' Mot K Antenna CL (It) Quantity Type Manufacturer Model Azimuth Quantity Manufacturer T ype Quentll Model y Mo Size Attachment Internal/External 62 52 3 Penal Kathreln 742 264 •■l,* in,:onreo 6 Unknown 112' Internal AT&T Mobility 92 45 6 TMA Andrew ETB1908 -12UB on the sane mounts 4 Unknown 718" Internal AT&T Mobility 66 60 6 RET Kathrein 860 10025 on the same mounts 1 RET Cabk Unknown Internal AT&T Mobility 46 40 3 Paned m ein 742 -264 1 Unknown Trl- bracket 4 Unknown 718" Internal AT&T Mobility 41- 49 2 TMA .:erwave LOP 21401 on the same mount 6 Unknown 718" External AT&T Mobility 46 43 6 RET . 'irein 860 10025 on the sane mount 2 Unknown 1d16" Internal AT&T Mobility 1 RET Cable Unknown Internal AT&T Mobility 4I - 42 1 GPS . nown U.,known 1 Unknown 3' Sidearm 1 Unknown 1(2" Anternill Note: The proposed equipment shell replace the existing/reserved loading et the some elevation. All existing coax and mounts shall be reused. Proposed Loeding Arden Mount Mount Transmission Use Antenna Owner Mount Antenna CL (R) Quantity Typ Manufacture/ Model Azimuth Quantity Manufacturer Type Quantity Model Sim Attachment Height (n) _ Internal/External A I&t Mouihty _ 52 52 3 Panel Kathrein 300 10764 on the existing mounts Power Cabk Unknown Internal AT& Mobility 52 _ 52 6 RRH Alcatel Lucent 9442 on the existing mounts _ Fiber Cable Unknown Internal AT&T Mobility 62 52 1 Surge Protector Raycap DC64840 -194F on the existing mounts AT&T Mobility 45 45 3 Panel _ Andrew Q9XLM4565A -6565A on the existing mount 2 LOFT - 50A 1dt5" Internal • rot Mobility 45 45 - '!'P Andrew F 1B19G5.12U8 , on the same mounts Note. The proposed equipment shall replace the existing/reserved loading at the same elevation. All existing coax and mounts shell be reused. Future Loading Antenna Mount - Transmission line Antenna Owner Mount Attachment Antenna CL (n) Quanti Type Manufacturer Model Azimuth Quantity Manufacturer Type Quantity Modal Size Height (m) InternaVExternal 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 APPENDIX B RISA Tower Output File 4/29/2011 RISA Tower Job Page PR77 (11099) SCHOLLS AND 125TH 1 of 3 • GPD Group Protect Date 520 South Main Street - Suite 2531 2011154.04 11 :43:51 04/29/11 Akron. ON 443/ 1 Client Designed by Phone: 330 - 572 -2100 Goodman Networks FAX: 330 - 572 -2101 rbreitenstein Tower Input Data I There is a pole section. This tower is designed using the TIA -222 -G standard. The following design criteria apply: Tower is located in Washington County, Oregon. Basic wind speed of 95 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Nominal ice thickness of 1.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 30 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. A non - linear (P- delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. - Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered. - Feed Line /Linear Appurtenances - Entered As Round Or Flat Description Sector Component Placement Total Number Start/End Width or Perimeter Weight Type Number Per Row Position Diameter fl in in pf LDF5 -50A (7/8 FOAM) B Surface Ar 45.00 - 8.00 6 2 0.000 1.0900 • 0.33 (CaAa) 0.140 Feed Line /Linear Appurtenances - Entered As Area I Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg ft .f ? /fl Pf 5/8" Step Bolts A No CaAa (Out Of 55.00 - 8.00 2 No Ice 0.04 1.00 Face) 12" Ice 0.14 1.56 1" Ice 0.24 2.73 7/8" DC Power Cable B No Inside Pole 52.00 - 2.00 2 No Ice 0.00 0.60 12" Ice 0.00 0.60 1" Ice 0.00 0.60 12" Fiber Cable B No Inside Pole 52.00 - 2.00 1 No Ice 0.00 0.15 12" Ice 0.00 0.15 I" Ice 0.00 0.15 LDF5 -50A (7/8 FOAM) B No Inside Pole 45.00 - 2.00 8 No Ice 0.00 0.33 1/2" Ice 0.00 0.33 I" Ice 0.00 0.33 LDF4 -50A (12 FOAM) B No Inside Pole 45.00 - 2.00 6 No Ice 0.00 0.15 1/2" Ice 0.00 0.15 I" Ice 0.00 0.15 Job Page RISA Tower PR77 (11099) SCROLLS AND 125TH 2 of 3 GPD Group Project Date 520 South Main Street - Suite 2531 2011154.04 11:43:51 04/29/11 Akron, OH 44311 Client Designed by Phone: 330 -572 -2100 Goodman Networks FAX: 330 - 572 -2101 rbreitenstein Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg t _ jr/.1 Pf LDF7 -50A (1 -5/8 B No Inside Pole 45.00 - 2.00 4 No Ice 0.00 0.82 FOAM) 12" Ice 0.00 0.82 1" Ice 0.00 0.82 LDF4 -50A (112 FOAM) B No Inside Pole 41.00 - 2.00 1 No Ice 0.00 0.15 1/2" Ice 0.00 0.15 1" Ice 0.00 0.15 Discrete Tower Loads 1 Description Face Offset Offsets: Azimuth Placement C C Weight or Type Horz Adjustment Front Side Leg Lateral Vert t it jt j? lb ft t 800 10764 w/ Mount Pipe A From Leg 0.50 0.0000 52.00 No Ice 6.20 4.29 63.57 0.00 12" Ice 6.69 4.99 109.51 0.00 1" Ice 7.18 5.66 164.76 800 10764 w/ Mount Pipe B From Leg 0.50 0.0000 52.00 No Ice 6.20 4.29 63.57 0.00 12" Ice 6.69 4.99 109.51 _ 0.00 1" Ice 7.18 5.66 164.76 800 10764 w/ Mount Pipe C From Leg 0.50 0.0000 52.00 No Ice 6.20 4.29 63.57 0.00 12" Ice 6.69 4.99 109.51 0.00 1" Ice 7.18 5.66 164.76 . (2) 9442 RRH A From Leg 0.50 0.0000 52.00 No Ice 3.53 3.07 50.00 0.00 12" Ice 3.80 3.34 78.24 0.00 1" Ice 4.08 3.61 110.07 (2) 9442 RRH B From Leg 0.50 0.0000 52.00 No Ice 3.53 3.07 50.00 0.00 1/2" Ice 3.80 3.34 78.24 0.00 1" Ice 4.08 3.61 110.07 (2) 9442 RRH C From Leg 0.50 0.0000 52.00 No Ice 3.53 3.07 50.00 0.00 1/2" Ice 3.80 3.34 78.24 0.00 I" Ice 4.08 3.61 1 10.07 DC6-48- 60 -18 -8F C From Leg 0.50 0.0000 52.00 No Ice 1.27 1.27 20.00 0.00 1/2" Ice 1.46 1.46 35.12 0.00 1" Ice 1.66 1.66 52.57 QBXLH -6565A -R2M w/ A From Leg 0.50 0.0000 45.00 No Ice 11.87 6.93 51.38 Mount Pipe 0.00 12" Ice 12.45 7.74 132.20 0.00 1" Ice 13.02 8.50 223.54 QBXLH -6565A -R2M w/ B From Leg 0.50 0.0000 45.00 No Ice 11.87 6.93 51.38 Mount Pipe 0.00 1/2" Ice 12.45 7.74 132.20 0.00 1" Ice 13.02 8.50 223.54 QBXLH -6565A -R2M w/ C From Leg 0.50 0.0000 45.00 No Ice 11.87 6.93 51.38 Mount Pipe 0.00 12" Ice 12.45 7.74 132.20 0.00 1" Ice 13.02 8.50 223.54 ETB I9G8- I2UB A From Leg 0.50 0.0000 45.00 No Ice 1.06 0.45 20.00 0.00 1/2" Ice 1.21 0.57 26.53 0.00 1" Ice 1.37 0.71 34.91 ETB19G8 -12UB B From Leg 0.50 0.0000 45.00 No Ice 1.06 0.45 20.00 • 0.00 12" Ice 1.21 0.57 26.53 0.00 1" Ice 1.37 0.71 34.91 3' Sidearm C From Leg 1.50 0.0000 41.00 No Ice 0.11 4.00 20.00 0.00 12" Ice 0.17 6.50 40.00 0.00 1" Ice 0.25 9.00 60.00 GPS C From Leg 3.00 0.0000 41.00 No Ice 0.17 0.17 0.87 0.00 12" Ice 0.24 0.24 3.85 1.00 1" Ice 0.32 0.32 7.85 RISA Tower Job Page PR77 (11099) SCROLLS AND 125TH 3 of 3 GPD Group Project Dam 520 South Main Street - Sane 2531 2011154.04 11:43:51 04/29/11 .. Akron, OH 44311 Client Designed by Phone: 330 - 572 -2100 Goodman Networks FAX: 330 - 572 -2101 rbreitenstein Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov. Deflection Tilt Twist Radius of Load Curvature ft Comb. in ° ft 52.00 800 10764 w/ Mount Pipe 50 5.120 0.7482 0.0033 11643 45.00 QBXLH -6565A -R2M w/ Mount 50 3.988 0.7165 0.0029 5821 Pipe 41.00 3' Sidearm 50 3.383 0.6920 0.0027 4158 Section Capacity Table Section Elevation Component Size Critical P ®Pa,, % Pass No. ft Type Element lb lb Capacity Fail LI 55 - 31 Pole TP16.175x11375x0.1875 1 - 1539.59 684781.00 28.3 Pass L2 31- 0 Pole TP22x15.2x0.1875 2 - 3848.63 869274.00 69.4 Pass Summary Pole (1.2) 69.4 Pass RATING = 69.4 Pass Program Version 5.4.2.0 - 6/17/2010 File:C: /Documents and Settings /rbreitenstein/Desktop/04 PR77 Scholls and I25th/RISA/11099.en 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 APPENDIX C Tower Elevation Drawings 4/29/2011 KO* ;Pi114 DESIGNED LOADING TYPE J ELEVATION TYPE ELEVATION 1100 10754 w/ Nowt Pips - - - - -- 52 Q®61+6E56MR711w/ Maul Pipe 46 WI 10784 w/ Mount Pipe 52 013lUl14565 RZIA wf Moot Pipe 46 • 111 1 800 10764 wri Alum Pipe 52 CIB70l6ABBBAlt?llwf Muni Pao 45 (2) 9442 RRH 52 Erstec -1218 46 I (2) 9442 RRH 52 ETBl90151218 46 (2) 9442 RRH 52 S Mom 41 I DC6-48- 60- 18 -BF 52 _._ GIPS 41 MATERIAL STRENGTH GRADE I Fr Fu GRADE Fy Fu Fa g A572.56 65 Me 80 ks, G TOWER DESIGN NOTES —•, 1 Tower is located in Washington County, Oregon 2. Tower designed for Exposure C to the TIA -222 -G Standard. 3. Tower designed for a 95 mph basic wind in accordance with the TIA -222 -G Standard. 4. Tower is also designed for a 30 mph basic wind with 1.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Structure Class II. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 69.4% 31.06 I 0 • ` $ n p NI I ALL REACTIONS ARE FACTORED AXIAL 10812 lb SHEAR MOMENT 724 lb 27001 lb-ft TORQUE 73 lb-ft 30 mph WIND - 1.0000 in ICE AXIAL 3859 lb SHEAR r MOMENT 7493 b , 1 266080 lb -ft OA It TORQUE 462 lb-ft REACTIONS - 95 mph WIND • _ e e $ A GPD Group 1o6 PR77 (11099) SCHOLLS AND 125TH /�j 520 South Main Street - Suite 2531 P fOfe d 2011154.04 GPO GROUP Akron, OH 44311 C11eni Goodman Networks Drawn b r rbreitenstein AP"' Consulting Engineers Phone: 330 -572 -2100 Code. TIA -222 -G Dale - 04/29/11 Sege_ NTS FAX 330-572-2101 P15 mee „ sm rseee eero e„ mo , A,n saws and 129IMS Pap. E -1 Feedline Distribution Chart 0' - 55' 3 -pc -i =ase App Out Face Truss Leg li • Face A Face B Face C 55 00 5,00 5200 12.00 45 00 _ _ 4101/ 4100 41.00 - - - -- 3 31.00 1 31.00 E 6 2 s C .2 o O 1 o 10 i 0 - 2 < < p W . LL 2 ° . 1 ° o $ g 7 4 s LL LL LL c 0 O v Q00 1 ass 2AD 200 0.00 i a00 ,� GPD Group lob PR77 (11099) SCHOLLS AND 125TH / /�, 520 South Main Street - Suite 2531 _ rn c.k( 1 f Akron, OH 44311 c Goodman Networks 1, rbrakenstein ^mot Consuwng Engineers Phone 330 - 572 -2100 Cndc T1A-222 o•im 04/29/11 sc a l e NTS FAX 330- 572 -2101 Path : cna.,,,°,,, ils, ma , b.a. ,, . , au,oavwnsea.a izm+w3Am .d No E_7 Feedline Plan Round Flat App In Face App Out Face WOR � (8) L �50A�7 /��C'F' 44111. (4) LDF7 -50A (1 -5/8 FOAM) GPI) Group • PR77 (11099) SCHOLLS AND 125TH / /j 520 South Main Street - Suite 2531 211154 < ,PD (.R([ r Akron, OH 44311 a.t Goodman Netwatks °° rbre +s n 40 ' Consulting Engineers Phone: 330 - 572 -2100 Cift TIA-2224 : 04/29/11 scare: NTS FAX 330- 572 -2101 Pallt armIMEN. a.uavn Dwg M°. E -7 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 APPENDIX D . Anchor Rod & Base Plate Calculations 4/29/2011 ■•461 Anchor Rod and Base Plate Stresses, TIA- 222 -G -1 PR77 (11099) SCHOLLS AND 125TH GPD GROUP 2011154.04 Overturning Moment = 266.08 k *ft Axial Force = 3.86 k Shear Force = 7.49 k Acceptable Stress Ratio = 105.0 %I Anchor Rods Base Plate Pole Diameter = 22 in Plate Strength (Fy) = 60 ksi Number of Rods = 4 4) = 0.9 = 0.8 Plate Thickness = 1.5 in Rod Ultimate Strength (F„) = 100 ksi Plate Width = 28 in Base Plate Detail Type* = d Est. Dist b/w ea. Rod = 0 in Rod Circle = 29.28 in %laic = 38.64 in Rod Diameter = 2.25 in w max = 17.60 in Net Tensile Area = 3.25 in w = 17.60 in Max Tension on Rod = 107.76 kips Z = 9.90 in Max Compression on Rod = 109.69 kips M = 399.28 k -in Pu = 109.69 kips (f)Mn = 534.54 k -in Vu = 1.87 kips Base Plate Capacity = 74.7% OK n = 0.50 (pRnt = 260.00 kips Anchor Rod Capacity = 43.6% OK (section 4.9 9. TIA- 222 -G -1) *This analysis assumes the clear distance from the top of the concrete to the bottom of the leveling nut is less than the diameter of the anchor rod. Notify GPD Group immediately if existing field conditions do not meet this assumption. + Vrwa Vcatc Base Plate Anchor Rod 5t Crypt en 40 a Base Rate Est. /lit. b/w K i7otl Pdf Yield une GPD Unstiffened Square Base Plate Stress (Rev G) - V1.02 55 Ft Monopole - Structural Evaluation AT &T USID: 11099 APPENDIX E • Foundation Analysis 4/29/2011 CAISSON ANALYSIS WORKSHEET Client: Goodman Job No: 2011154.04 Are/ Site ID: PR77 (11099) Sheet No: 1 Of 1 ��Q GROUP Location: Name: SCHOLLS AND 125TH Made By: RB Date: 4/29/2011 Location: Tigard, Oregon Chk'd By CJS Date: 4/29/2011 Loading Type: Wind Code: G FOUNDATION DATA RISA Reactions Diameter = 4 ft Moment = 266.08 ft -k Length = 13.5 ft Axial = 3.859 kips Rebar Size = #6 Shear = 7.493 kips #of bars= 8 Tie Size = #4 Clear Cover = 3 Inches Edge to Bar Center = 3.875 Inches f'c = 3 ksl /PILE TYPE 2 ANALYSIS FOR REINFORCING CAPACITY Mn = 4922.27 in -k Mn= 410.19 ft -k Load Factor = 1 • (flexure) = 0.9 •Mn = 369.17 ft-k MOMENT FROM CAISSON PROGRAM USING ADJUSTED S.F. AND ACTUAL CAISSON LENGTH Moment = 296.9 ft - k (max. moment along caisson) REINFORCING STEEL CAPACITY LF'Moment from Caisson 296.90 ft - k Capacity= _ = 80.4% O.K. 41Mn 369.17 ft - k SOIL CAPACITY FROM CAISSON PROGRAM USING ADDITIONAL SAFETY FACTORS ADDITIONAL SAFETY FACTOR FROM CAISSON = 2.27 Phi (Soil) = 0.75 Capacity= 1 /phi(soil) _ 1 = 58.7% O.K. Additional Safety Factor 2.27 1 S . CAISSON Version 4.46 Fri Apr 29 12:18:55 2011 U.W. Short Course - 1998 ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * PIER FOUNDATIONS ANALYSIS AND DESIGN - (C) 1995, POWER LINE SYSTEMS, INC.* * * ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** ANALYSIS IDENTIFICATION : PR77 (11099) SCHOLLS AND 125TH NOTES : 2011154.04 * ** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 3.00 STEEL STRENGTH (ksi) = 60.00 DIAMETER (ft) = 4.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) = 0.50 * ** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER DENSITY CU KP PHI (ft) (ft) (pcf) (psf) (degrees) 1 C 3.00 0.00 110.0 0.0 2 S 10.00 3.00 110.0 3.255 32.00 * ** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft -k) = 266.1 VERTICAL (k) = 3.9 SHEAR (k) = 7.5 ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 2.27 * ** CALCULATED PIER LENGTH (ft) = 13.500 * ** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER TYPE TOP OF LAYER BELOW TOP OF PIER THICKNESS DENSITY CU KP FORCE ARM (ft) (ft) (pcf) (psf) (k) (ft) C 0.50 3.00 110.0 0.0 0.00 2.00 S 3.50 6.65 110.0 3.255 180.54 7.41 S 10.15 3.35 110.0 3.255 - 163.15 11.91 * ** SHEAR AND MOMENTS ALONG PIER WITH THE ADDITIONAL SAFETY FACTOR WITHOUT ADDITIONAL SAFETY FACTOR DISTANCE BELOW TOP OF PIER (ft) SHEAR (k) MOMENT (ft -k) SHEAR (k) MOMENT (ft -k) 0.00 17.4 605.5 7.7 266.8 1.35 17.4 629.0 7.7 277.1 2.70 17.4 652.5 7.7 287.4 4.05 9.6 673.9 4.3 296.9 5.40 -14.9 671.2 -6.5 295.7 6.75 -47.2 630.2 -20.8 277.6 8.10 -87.4 540.3 -38.5 238.0 9.45 -135.3 390.9 -59.6 172.2 10.80 -135.1 189.5 -59.5 83.5 12.15 -71.5 49.1 -31.5 21.6 13.50 -0.0 0.0 -0.0 0.0 * ** TOTAL REINFORCEMENT PCT = 0.30 REINFORCEMENT AREA (in ^2) = 5.43 U.W. Short Course - 1998 Page 1/2 i 1 � * ** USABLE AXIAL CAP. (k) = 3.9 USABLE MOMENT CAP. (ft -k) = 476.7 * ** US Standard Re -Bars (Select one of the following): 28 BARS #4 (AREA = 0.20 in ^2 DIA = 0.500 in) AT SPACING (in) = 4.26 18 BARS #5 (AREA = 0.31 in ^2 DIA = 0.625 in) AT SPACING (in) = 6.63 13 BARS #6 (AREA = 0.44 in ^2 DIA = 0.750 in) AT SPACING (in) = 9.18 10 BARS #7 (AREA = 0.60 in ^2 DIA = 0.875 in) AT SPACING (in) = 11.94 7 BARS #8 (AREA = 0.79 in ^2 DIA = 1.000 in) AT SPACING (in) = 17.05 6 BARS #9 (AREA = 1.00 in ^2 DIA = 1.128 in) AT SPACING (in) = 19.90 5 BARS #10 (AREA = 1.27 in ^2 DIA = 1.270 in) AT SPACING (in) = 23.88 4 BARS #11 (AREA = 1.56 in ^2 DIA = 1.410 in) AT SPACING (in) = 29.85 3 BARS #14 (AREA = 2.25 in ^2 DIA = 1.693 in) AT SPACING (in) = 39.79 * ** PRESSURE UNDER CAISSON DUE TO DESIGN AXIAL LOAD (psf) = 307.1 U.W. Short Course - 1998 Page 2/2