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HomeMy WebLinkAboutRIVERSIDE 32310Royal Street Communications California, LLC CODE COMPLIANCE All WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN ACCORDANCE WITH WITH CURRENT EDITIONS OF THE CODES AS ADOPTED BY THE LOCAL GOVERNING AUTHORITIES, NOTHING IN THESE PLANS IS TO HE CONSTRUCTED TO PERMIT WORK NOT CONFORMING TO THE LOCAL CODES. 2007 CALIFORNIA BUILDING CODE ('07 CBC) 2007 CALIFORNIA PLUMBING CODE ('07 CPC) 2007 CALIFORNIA ELECTRICAL CODE ('07 GEC) 2007 CALIFORNIA FIRE CODE ('07 CFC) PROJECT TEAM CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC 4685 MACARTHUR COURT, SUITE 480 NEWPORT BEACH, CA 92660 PHONE: (949) 753 -8807 FAX: (949) 753 -8833 E -MAIL dconnell®connelldesigngroup.com CONTACT: DAN CONNELL SITE ACQUISITION: SEQUOIA DEPLOYMENT SERVICES, INC. ONE VENTURE, SUITE 200 IRVINE, CA 92618 CONTACT: BOB BALLMAIER PHONE: (949) 241 -0173 ZONING MANAGER: SEQUOIA DEPLOYMENT SERVICES, INC. ONE VENTURE, SUITE 200 IRVINE, CA 92618 CONTACT: MONICA MORETTA PHONE: (949) 241 -0175 RF ENGINEER: ROYAL STREET COMMUNICATIONS CALIFORNIA, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 CONTACT: MIRZA BEG PHONE: (949) 310 -3471 CONSTRUCTION MGR.: ROYAL STREET COMMUNICATIONS CALIFORNIA, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 CONTACT: MIKE MOATS PHONE: - TELCO: VERIZONMR. OSCAR ESCOBAR ENGINEER PLANNER 1400 E. PHILLIPS BLVD. POMON, CA 91766 909 - 469 -6340 POWER SCEJERRY CHAMBERLAIN TECH SPEC II 3RD PARTY WIRELESS TEAM 300 N. PEPPER BLDG. C RIALTO, CA 92376 909 -820 -5681 THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 PROJECT DESCRIPTION THE PROJECT CONSIST OF INSTALLATION OF (6) PANEL ANTENNAS MOUNTED ON N) 55 TALL MONOPINE, INSTALLATION OF (4) EQUIPMENT CABINETS INSIDE (N) CMU EQUIPMENT ENCLOSURE, POWER & TELCO BOXES, (1) DEC ANTENNA, & (1) 2'0 M/W ARTENNA. PROJECT INFORMATION APPLICANT /LESEE ROYAL STREET COMMUNICATIONS CALIFORNIA, LLC LOCAL CONTACT: ROYAL STREET COMMUNICATIONS CALIFORNIA LLC COM CABLELENGTHLS) 2913 EL CAMINO REAL ,#561 SECTORSECTORANTENNA TUSTIN, CA 92782 LENGTH CONTACT: MARK CARNEY PHONE, (714) 730 -3242 SITE ADDRESS: 32310 RIVERSIDE DR. EPSILON -WHITE W(E ELSINORE, CA 92530 -7889 APN: 379 -100 -016 OWNER: THE OUTHOUSE INCORPORATED, 0' -0" A CALIFORNIA CORPORATION GAMMA -GREEN 9140 ROSE ST. 0'-0' BELLFLOWER, CA 90706 -6420 BETA -BLUE CONTACT: JOHN & DARLENE OUTHOUSE 70' 4" PHONE: (562) 920 -1853 OWNER SITE I.D. W4108 LATITUDE: 33,672764' N appm NAD 83) LONGITUDE: 118.376917' W ZONING: CP - COMMERCIAL PARK GENERAL PLAN DESIGNATION: SP (1) TAKE EDGE JURISDICTIDN: Cltt OF LAKE ELSINORE POWER: SCE TELEPHONE: AT &T ROYAL STREET LEASE AREA: 400 SQ, FE LOT SIZE: 6.41 ACRES DRIVING DIRECTIONS FROM ROYAL STREET TUSRN 1. TAKE THE 1 -5 NORTH. 2. TAKE THE SR -261 NORTH, 3. TAKE THE SR -91 EAST. 4, TAKE THE 1 -15 SOUTH. 5, TAKE THE LAKE STREET EXIT. R TURN RIGHT ONTO LAKE STREET. 7, STREET NAME CHANGES TO RIVERSIDE DR., ARRIVE AT SITE LOCATION ON THE LEFT HAND SIDE. VICINITY MAP ROT TO SCALE) O Tr 'q Site r TAKE ELSINORE GENERAL CONTRACTOR NOTES DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL PLANS WITH EXISTING DIMENSIONS AND CONDITIONS ON THE JOB SIZE SHALL IMMEDIATELY NOTIFY THE ARCHITECT IN WRITING OF PLAY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR BE RESPONSIBLE FOR SAME. City OF Lke Elsloom PIKEIRI g DFfsion Appmvg ANTENNA SCHEDULE SECTORANTENNA AZIMUTH COM CABLELENGTHLS) COAXSIZE SECTORSECTORANTENNA AZIMUTH LENGTH COAXSIZE ALPHA -RED 0° 70' -0° B" EPSILON -WHITE 190° 701 7/8' DELTA-YELLOW 900 0' -0" B' GAMMA -GREEN 2900 0'-0' H' BETA -BLUE 120° 70' 4" 7v ZETA- PURPLE 315° 0' -0' 7/8" appm al of trieee 41 PP °ve i tLn aPP to 9'PeSHEETINDEX1presumed SHEET DESCRIPTION PLAN °CHECK:'.. DC 1 T -1 TITLE SHEET, SITE INFORMATION AND VICINITY MAP 0 08/25/09 T -2 TITLE SHEET, SITE INFORMATION AND VICINITY MAP T -3 CONDITIONS OF APPROVAL C -1 TOPOGRAPHIC SURVEY C -2 TOPOGRAPHIC SURVEY A -1 SITE PLAN A -2 EQUIPMENT LAYOUT & ANTENNA LAYOUT A -3 ENLARGED SITE PLAN A -4 ELEVATIONS A -5 MONOPINE DETAILS D -1 DETAILS D -2 DETAILS D -3 DETAILS EN -1 ELECTRICAL NOTES, ABBREVIATIONS E -I ELECTRICAL SITE PLAN, PANEL SCH., SINGLE LINE DIAGRAM, NOTES E -2 ELECTRICAL GROUNDING PLAN AND DETAILS E -3 ELECTRICAL DETAILS 4; -1 Or D s-4 APPROVALS QRfc NI$IQNBUlLptfyGq NETWORK OPERA DNS: CONSTRUCTION MGR. T RF ENGINEER: I ° SITE ACQUISITION AGENT: REGIONAL PROGRAM MCR. ZONING MANAGER: IRNTY COORDINATOR: Roya/ Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 PROJECT INFORMATION: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: 12/22/09 100% CD 0I r!!% IIIIIIII DONNELL DESIGN GROUPI LLC O)MIIRCAT CME Eg6Wfii95 I64i MC REJX CWnr. BEY(f ko NERNIETA CHG 060 Paj 75mEEl WW6- mg) PSjPmv PAR COGN: W -6010 t ECZUOIA PLOYMENT SERVICES. INC. EN I DC DC ePOFE gr ON \GHgpE y co ez o f a i s' nvl fi`eogcquvo JAN 0 4 2010 TITLE SHEET, SITE INFORMATION AND VICINITY MAP T -1 Al 1-na PER nr... pewrES' 1 lB R. DATEradneraP. °e 1° me bele le codo" 3n0 c n9 permit p ° ^' pPllca en 10 I oYPlla0p Permit easea v appm al of trieee 41 PP °ve i tLn aPP to 9'Pe permH 1 presumed o2nO'"I PLAN °CHECK:'.. DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA 0I r!!% IIIIIIII DONNELL DESIGN GROUPI LLC O)MIIRCAT CME Eg6Wfii95 I64i MC REJX CWnr. BEY(f ko NERNIETA CHG 060 Paj 75mEEl WW6- mg) PSjPmv PAR COGN: W -6010 t ECZUOIA PLOYMENT SERVICES. INC. EN I DC DC ePOFE gr ON \GHgpE y co ez o f a i s' nvl fi`eogcquvo JAN 0 4 2010 TITLE SHEET, SITE INFORMATION AND VICINITY MAP T -1 Al A. B. ANCHOR BOLT GRND. GROUND 1. THE LATEST EDITION OF THE AMERICAN INSTITUTE OF ARCHITECTS DOCUMENT HDR. HEADER A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION" ARE THE CONTRACTOR SHALL PROVIDE TEMPORARY WATER, POWER AND TOILET s ABV. ABOVE Is INCLUDED IN THESE SPECIFICATIONS AS IF COMPLETELY REPRODUCED HEREIN. FACILITIES AS REQUIRED BY THE PROPERTY OWNER AND THE CITY ORFA ACCA ANTENNA CABLE COVER ASSEMBLY HGR. HANGER GOVERNING AGENCY. 09 ADD'L ADDITIONAL HT. HEIGHT 2. THIS FACILITY IS AN UNOCCUPIED PCS TELECOMMUNICATIONS SITE AND IS 1. PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY, UNLESS A.F.F. rcl ABOVE FINISHED FLOOR ICGB. ISOLATED COPPER GROUND BUS EXEMPT FROM DISABLED ACCESS REQUIREMENTS. 18. THE LATEST EDITION OF ALL PERMITTED AND APPROVED PLANS PERTAINING NOTED SHALL INCLUDE FURNISHING IAALLOEAPPURTENANCESA.F.G. 09/01/09 ABOVE FINISHED GRADE IN.( ") INCH(ES) 08/25/09 TO THIS PROJECT SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED EQUIPMENT, AND LABOR NE DNECESSARY COMPLETE ALUM. ALUMINUM INT. INTERIOR 3. PRIOR TO THE SUBMISSION OF BIDS, THE CONTRACTORS PARTICIPATING BY WORKERS. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INSTALLATIONS AS INDICATED ON THE DRAWINGS. ALT. ALTERNATE LB.( #) POUND(S) SHALL VISIT THE JOB SITE AND FAMILIARIZE THEMSELVES WITH ALL CONDITIONS INFORMATION. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION, AFFECTING THE NEW PROJECT, WITH THE CONSTRUCTION AND CONTRACT ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA AND CHANGE 2. THE CONTRACTOR SHALL OBTAIN, IN WRITING, AUTHORIZATION TO PROCEED ANT. ANTENNA L.B. LAG BOLTS DOCUMENTS, FIELD CONDITIONS, AND CONFIRM THAT THE PROJECT CAN BE ORDERS, ON . THESE ARE TO BE UNDER THETHEPREMISESATALLTIMES BEFORE STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED OR IDENTIFIED APPRX. APPROXIMATE(LY) L.F. LINEAR FEET (FOOT) ACCOMPLISHED AS SHOWN, PRIOR TO PROCEEDING WITH SUBMISSION OF BIDS CARE OF THE JOB SUPERINTENDENT. BY THE CONTRACT DOCUMENTS. ARCH. ARCHITECTURAL) L. LONG(ITUDINAL) CONSTRUCTION. SHOULD ANY ERRORS, OMISSION, OR DISCREPANCIES BE AWG. AMERICAN WIRE GAUGE MAS. MASONRY FOUND, THE CONTRACTORS SHALL IMMEDIATELY NOTIFY PROJECT MANAGER, AND 19. THE CONTRACTOR SHALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON 3. CONTRACTOR SHALL CONTACT USA (UNDERGROUND SERVICE ALERT,) AT BLDG. BUILDING MAX. MAXIMUM THE ARCHITECT IN WRITING. IN THE EVENT OF DISCREPANCIES, THE A DAILY BASIS, AND SHALL EXERCISE STRICT CONTROL OVER JOB CLEANING 800) 227 -2600, FOR UTILITY LOCATIONS, 48 HRS BEFORE PROCEEDING WITH BILK. BLOCK M.B. MACHINE BOLT CONTRACTOR SHALL INCLUDE THE MORE COSTLY OR EXTENSIVE WORK IN THE THROUGHOUT CONSTRUCTION, INCLUDING FINAL CLEANUP UPON COMPLETION OF ANY EXCAVATION, SITE WORK OR CONSTRUCTION. BLKG. BLOCKING MECH. MECHANICAL BID, UNLESS SPECIFICALLY DIRECTED OTHERWISE. IF A DISCREPANCY EXISTS WORK, ALL AREAS ARE TO BE LEFT IN A BROOM CLEAN CONDITION AT THE BM. BEAM MFR. MANUFACTURER AND THE PROJECT MANAGER AND ARCHITECT ARE NOT NOTIFIED, THE GENERAL END OF EACH DAY. ALL MATERIALS COLLECTED DURING CLEANING OPERATIONS 4. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ALL COSTS INCURRED TO SHALL BE DISPOSED OF OFF -SITE BY THE GENERAL CONTRACTOR. ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS UNLESS SPECIFICALLYB.N. BOUNDARY NAILING MIN. MINIMUM REPAIR OR CORRECT ALL PROBLEMS THAT RESULT. INDICATED OTHERWISE, OR WHERE LOCAL CODES OR REGULATIONS TAKE BTCW. BARE TINNED COPPER WIRE MISC. MISCELLANEOUS 20. THE GENERAL CONTRACTOR MUST PERFORM WORK DURING PROPERTY PRECEDENCE. B.O.F. BOTTOM OF FOOTING MTL. METAL 4. DRAWINGS SHALL NOT BE SCALED. FIGURED DIMENSIONS HAVE OWNER'S PREFERRED HOURS TO AVOID DISRUPTION OF NORMAL ACTIVITY. B/U BACK -UP CABINET N) N) NEW PRECEDENCE OVER DRAWING SCALE AND DETAIL DRAWINGS HAVE PRECEDENCE 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE UBC'S CAB. CABINET NUMBER OVER SMALL SCALE DRAWINGS. CONTRACTOR SHALL CHECK ACCURACY OF ALL 21. ALL EXPOSED METAL SHALL BE HOT- DIPPED GALVANIZED. REQUIREMENTS REGARDING EARTHQUAKE RESISTANCE, FOR, BUT NOT LIMITED CANT. CANTILEVER(ED) N.T.S. NOT TO SCALE DIMENSIONS IN THE FIELD. UNLESS SPECIFICALLY NOTED, DO NOT FABRICATE TO, PIPING, LIGHT FIXTURES, CEILING GRID, INTERIOR PARTITIONS, AND C.I.P. CAST IN PLACE O.C. ON CENTER ANY MATERIALS, OR BEGIN ANY CONSTRUCTION UNTIL THE ACCURACY OF 22. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED MECHANICAL EQUIPMENT. ALL WORK MUST COMPLY WITH LOCAL EARTHQUAKE CLG. CEILING OPNG. OPENING DRAWING DIMENSIONS HAS BEEN VERIFIED AGAINST ACTUAL FIELD DIMENSIONS. OR FIRE MARSHALL APPROVED MATERIALS IF AND WHERE APPLICABLE TO THIS CODES AND REGULATIONS. CLR. CLEAR P/C PRECAST CONCRETE FACILITY AND PROJECT SITE. COL. COLUMN PCS PERSONAL COMMUNICATION SERVICES 5. CONTRACTOR SHALL NOTIFY THE PROJECT MANAGER AND THE ARCHITECT IF 6. REPRESENTATIONS OF TRUE NORTH, OTHER THAN THOSE FOUND ON THE CONC. CONCRETE PLY. PLYWOOD ANY DETAILS ARE CONSIDERED IMPRACTICAL, UNSUITABLE, UNSAFE, NOT 23. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS PLOT OF SURVEY DRAWING, SHALL NOT BE USED TO IDENTIFY OR ESTABLISH CONN. CONNECTION(OR) PPC POWER PROTECTION CABINET WATERPROOF, OR NOT WITHIN CUSTOMARY TRADE PRACTICE. IF WORK IS THAN 2 -A OR 2 -A, 10 -BC WITHIN 75 FEET TRAVEL DISTANCE TO ALL THE BEARING OF TRUE NORTH AT THE SITE. THE CONTRACTOR SHALL RELY PRC PRIMARY RADIO CABINET PERFORMED, IT WILL BE ASSUMED THAT THERE IS NO OBJECTION TO ANY PORTIONS OF THE PROJECT CONSTRUCTION AREA. SOLELY ON THE PLOT OF SURVEY DRAWING AND ANY SURVEYOR'S MARKINGS CONTT. CONSTRUCTION DETAIL. DETAILS ARE INTENDED TO SHOW THE END RESULT OF THE DESIGN. AT THE SITE FOR THE ESTABLISHMENT OF TRUE NORTH, AND SHALL NOTIFY CONT. CONTINUOUS P.S.F. POUNDS PER SQUARE FOOT MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT JOB CONDITIONS, AND SHALL 24. ELECTRICAL POWER SYSTEM SHALL BE GROUNDED PER NEC ARTICLES 250 THE ARCHITECT /ENGINEER PRIOR TO PROCEEDING WITH THE WORK IF ANY d PENNY (NAILS) P.S.I. POUNDS PER SQUARE INCH BE INCLUDED AS PART OF THE WORK. AND 810. DISCREPANCY IS FOUND BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DBL. DOUBLE P.T. PRESSURE TREATED DRAWINGS AND THE TRUE NORTH ORIENTATION AS DEPICTED ON THE CIVIL DEPT. DEPARTMENT PWR. POWER (CABINET) 25. ALL NEW OPENINGS IN THE EXTERIOR ENVELOPE OF CONDITIONED SPACES SURVEY. THE CONTRACTOR SHALL ASSUME SOLE LIABILITY FOR ANY FAILURE D. F. DOUGLAS FIR QTY. QUANTITY 6. (E) ELEVATIONS AND LOCATIONS TO BE JOINED SHALL BE VERIFIED BY THE SUCH AS AT WALL AND ROOF PENETRATIONS SHALL BE CAULKED OR SEALED TO NOTIFY THE ARCHITECT /ENGINEER. RAD.(R) RADIUS CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN TO LIMIT INFILTRATION OF AIR AND MOISTURES. DIA. DIAMETER ON THE PLANS, THE CONTRACTOR SHALL NOTIFY THE PROJECT MANAGER, AND DIAL. DIAGONAL REF. REFERENCE THE ARCHITECT SO THAT MODIFICATIONS CAN BE MADE BEFORE PROCEEDING 26. U.N.O., CONTRACTOR SHALL PROVIDE CLOSE -OUT PACKAGE TO ROYAL 7. THE BUILDING DEPARTMENT ISSUING THE PERMITS SHALL BE NOTIFIED AT DIM. DIMENSION REINF. REINFORCEMENT(ING) WITH THE WORK. LEAST TWO WORKING DAYS PRIOR TO THE COMMENCEMENT OF WORK, OR AS DWG. DRAWING(S) REq'D. REQUIRED STREET WHICH WILL INCLUDE: OTHERWISE STIPULATED BY THE CODE ENFORCEMENT OFFICIAL HAVING OWL. DOWELS) RGS. RIGID GALVANIZED STEEL 7. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONTRACTOR SHALL REFER TO THEIR CURRENT CONTRACT FOR A COMPLETE JURISDICTION. EA. EACH SCH. SCHEDULE CONSIDERED CONSTRUCTION STANDARDS. IF THE CONTRACTOR HAS QUESTIONS LIST OF DELIVERABLES.) EL. ELEVATION SHT. SHEET REGARDING THEIR EXACT MEANING, THE PROJECT MANAGER, AND THE A. BUILDING PERMITS /ELECTRICAL PERMITS 8. THE ARCHITECT /ENGINEER, CONNELL DESIGN GROUP LLC, AND SIM. SIMILAR ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION BEFORE THE CONTRACTOR B. FINAL INSPECTION CARD REPRESENTATIVES OF THE OWNER, MUST BE NOTIFIED AT LEAST TWO FULL ELEC. ELECTRICAL SPEC. SPECIFICATION(S) PROCEEDS WITH THE WORK. C. STAMPED BUILDING PERMIT PLANS DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION. ELEV. EMT. ELEVATOR ELECTRICAL METALLIC TUBING SQ. SQUARE 8. THE CONTRACTOR SHALL OBTAIN AND PAY FOR PERMITS, LICENSES AND D. GROUNDING TEST E. SWEEP TEST 9. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE E.N. EDGE NAIL S.S. STAINLESS STEEL INSPECTIONS NECESSARY FOR PERFORMANCE OF THE WORK AND INCLUDE F. CONCRETE TEST LINES, UNLESS OTHERWISE NOTED. ENG. ENGINEER STD. STANDARD THOSE IN THE COST OF THE WORK TO ROYAL STREET. G. SPECIAL INSPECTION REPORTS EQ. EQUAL STL. STEEL H. WARRANTIES, MANUAL, EQUIPMENT SPECIFICATIONS 10. ALL EXISTING UTILITIES, FACILITIES, CONDITIONS, AND THEIR DIMENSIONS EXP. EXPANSION STRUC. STRUCTURAL 9. THE CONTRACTOR SHALL SUPERVISE AND DIRECT ALL WORK, USING THE I. SUBCONTRACTOR CONTACT LIST SHOWN ON PLANS HAVE BEEN PLOTTED FROM AVAILABLE RECORDS. THE EXST.(E) E) TEMP. TEMPORARY BEST SKILL AND ATTENTION. HE SHALL BE SOLELY RESPONSIBLE FOR ALL J. RED LINED ASBUILTS ARCHITECT /ENGINEER AND THE OWNER ASSUME NO RESPONSIBILITY EXT. EXTERIOR THK. THICK(NESS) CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES AND SEQUENCES, K. CONSTRUCTION PROCESS PHOTOS WHATSOEVER AS TO THE SUFFICIENCY OR ACCURACY OF THE INFORMATION FAB. FABRICATION(OR) T.N. TOE NAIL AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT, L. SITE COMPLETION PHOTOS SHOWN ON THE PLANS, OR THE MANNER OF THEIR REMOVAL OR ADJUSTMENT. T.O.A. TOP OF ANTENNA INCLUDING CONTACT AND COORDINATION WITH THE IMPLEMENTATION ENGINEER M. A WRITTEN REPORT ON ANTENNA SERIAL NUMBER FOR EACH SECTOR CONTRACTORS SHALL BE RESPONSIBLE FOR DETERMINING EXACT LOCATION OF F.F. FINISH FLOOR T.O.C. TOP OF CURB AND WITH THE LANDLORD'S AUTHORIZED REPRESENTATIVE'S N. MANUFACTURER'S PERFORMANCE REPORT FOR EACH ANTENNA ALL EXISTING UTILITIES AND FACILITIES PRIOR TO START OF CONSTRUCTION. F.G. FINISH GRADE CONTRACTORS SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED FIN. FINISHED) T.O.F. TOP OF FOUNDATION INFORMATION RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING FLR. FLOOR T.O.P. TOP OF PLATE (PARAPET) LL BE OF THE BEST QUALITY OF THELL10. WORKMANSHIP THROUGHOUT SHALL CONTRACTOR SHALL REFER TO THEIR CURRENT CONTRACT FOR A COMPLETE OR ADJUSTING EXISTING UTILITIES. FDN. FOUNDATION T.O.S. TOP OF STEEL TRADE INVOLVED, AND SHALL MEET EXCEED THE FOLLOWING MINIMUM LIST OF DELIVERABLES. F.O.C. FACE OF CONCRETE T.O.W. TOP OF WALL REFERENCE STANDARDS FOR QUALITY AND PROFESSIONAL CONSTRUCTION 11. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES, BOTH HORIZONTALLY F.O.M. FACE OF MASONRY TYP. TYPICAL PRACTICE: AND VERTICALLY, PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES OR F.O.S. FACE OF STUD U.G. UNDER GROUND NRCA - NATIONAL ROOFING CONTRACTORS ASSOCIATION STORMWATER POLLUTION PREVENTION NOTES: DOUBTS AS TO THE INTERPRETATION OF PLANS SHOULD BE IMMEDIATELY F.O.W. FACE OF WALL U.L. UNDERWRITERS LABORATORY O'HARE INTERNATIONAL CENTER REPORTED TO THE ARCHITECT /ENGINEER FOR RESOLUTION AND INSTRUCTION, F.S. FINISH SURFACE U.N.O. UNLESS NOTED OTHERWISE 10255 W. HIGGENS ROAD, SUITE 600 ROSEMONT, IL STORMWATER POLLUTION PREVENTION DEVICES AND PRACTICES SHALL BE INSTALLED AND NO FURTHER WORK SHALL BE PERFORMED UNTIL THE DISCREPANCY CHECKED AND CORRECTED BY THE ARCHITECT /ENGINEER. FAILURE TO SECUU RE FT.(') FOOT(FEET) V.I.F. W VERIFY IN FIELD WIDE(WIDTH) 60018 AND /OR INSTITUTED AS NECESSARY TO ENSURE COMPLIANCE TO THE LOCAL WATER SUCH INSTRUCTION MEANS CONTRACTOR WILL HAVE WORKED AT HIS /HER OWN FTG. G. FOOTING GROWTH (CABINET) W/ WITH SMACNA - SHEET METAL AND AIR CONDITIONING QUALITY STANDARDS CONTAINED IN THE APPLICABLE MUNICIPAL CODES AND ANY RISK AND EXPENSE. GA. GAUGE WD. WOOD CONTRACTORS NATIONAL ASSOCIATION 4201 LAFAYETTE CENTER DRIVE CHATTILY, VA EROSION CONTROL PLANS ASSOCIATED WITH THIS PROJECT. ALL SUCH DEVICES AND 12. ALL NEW AND EXISTING UTILITY STRUCTURES ON SITE AND IN AREAS TO GI. GALVANIZED) W.P. WEATHERPROOF 22021 -1209 PRACTICES SHALL BE MAINTAINED, INSPECTED AND /OR MONITORED TO ENSURE BE DISTURBED BY CONSTRUCTION SHALL BE ADJUSTED TO FINISH ELEVATIONS G.F.I. GROUND FAULT CIRCUIT INTERRUPTER WT. WEIGHT ITLP - INTERNATIONAL INSTITUTE FOR LATH AND PLASTER ADEQUACY AND PROPER FUNCTION THROUGHOUT THE DURATION OF THE PRIOR TO FINAL INSPECTION OF WORK. GLB.(GLU LAM) GLUE LAMINATED BEAM C CENTERLINE GPS GLOBAL POSITIONING SYSTEM E PLATE 820 TRANSFER ROAD CONSTRUCTION PROJECT. 13. ANY DRAIN AND /OR FIELD TILE ENCOUNTERED DURING CONSTRUCTION ST. PAUL, MN 55114-1406 SHALL BE RETURNED TO ITS ORIGINAL CONDITION PRIOR TO COMPLETION OF AMA - ADHESIVE MANUFACTURERS COMPLIANCE TO THE WATER QUALITY STANDARDS AND ANY EROSION CONTROL PLAN WORK. SIZE, LOCATION AND TYPE OF ANY UNDERGROUND UTILITIES OR ABBREVIATIONS 4 ASSOCIATION ASSOCIATED WITH THIS PROJECT INCLUDES, BUT IS NOT LIMITED TO THE FOLLOWING IMPROVEMENTS SHALL BE ACCURATELY NOTED AND PLACED ON "AS- BUILT" 401 NORTH MICHIGAN AVENUE, SUITE 2400 CHICAGO, IL 60611 REQUIREMENTS : DRAWINGS BY GENERAL CONTRACTOR, AND ISSUED TO ARCHITECT /ENGINEER AT COMPLETION OF PROJECT. Q NEW ANTENNA GROUT OR PLASTER 11, THE CONTRACTOR SHALL VERIFY, COORDINATE, AND PROVIDE ALL 1. SEDIMENTS AND OTHER POLLUTANTS SHALL BE RETAINED ON SITE UNTIL 14. ALL TEMPORARY EXCAVATIONS FOR THE INSTALLATION OF FOUNDATIONS, ze, EXISTING ANTENNA EXISTING BRICK NECESSARY BLOCKING, BACKING, FRAMING, HANGERS OR OTHER SUPPORTS FOR PROPERLY DISPOSED OF, AND MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET UTILITIES, ETC., SHALL BE PROPERLY LAID BACK OR BRACED IN ACCORDANCE ALL ITEMS REQUIRING THE SAME. WITH CORRECT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. REQUIREMENTS. GROUND ROD EXISTING MASONRY 12. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS AND ORDINANCES. 2. STOCKPILES OF EARTH AND OTHER CONSTRUCTION - RELATED MATERIALS SHALL 15. INCLUDE MISC. ITEMS PER ROYAL STREET SPECIFICATIONS. Trr GROUND BUS BAR CONCRETE CONTRACTORS SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WINDORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC a MECHANICAL GRND. CONN. EARTH AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. MECHANICAL AND AND WATER FLOW. ELECTRICAL SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL GENERAL CONSTRUCTION NOTES CADWELD GRAVEL APPLICABLE MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, LOCAL AND 3. FUELS, OILS, SOLVENTS, AND OTHER TOXIC MATERIALS SHALL BE STORED IN PLYWOOD STATE JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS. ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL AND r sCONTRACTORSSHALLCOMPLYWITHSTATEDEPARTMENTOFINDUSTRIAL MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A C It'- " GROUND ACCESS WELL REGULATIONS AND DIVISION OF INDUSTRIAL SAFETY (OSHA) REQUIREMENTS. SURFACE WATERS. ALL BATTERY BACKUP INFORMATION: s K... n ... SAND PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM, NOR y! I.L,4,+ F D 1 ELECTRIC BOX 13. CONTRACTORS SHALL PROTECT THE OWNERS' PROPERTY FROM DAMAGE BE ALLOWED TO SETTLE OR INFILTRATE INTO SOIL. THERE ARE TWO BATTERY BACKUP CABINETS PROPOSED AT THIS SITE. Y J WOOD CONT. WHICH MAY OCCUR DURING CONSTRUCTION. ANY DAMAGE TO NEW AND (E) BATTERIES PER CABINET: Q TELEPHONE BOX WOOD BLOCKING CONSTRUCTION, STRUCTURE, LANDSCAPING, CURBS, STAIRS, OR EQUIPMENT, 4. EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR BATTERY BACKUP CABINET: 14 BATTERIES ETC., SHALL BE IMMEDIATELY REPAIRED OR REPLACED TO THE SATISFACTION OF ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE R ^• ,pp THERE WILL BE A TOTAL MAXIMUM OF 28 BATTERIES INST L yWITF4 Ah ACIU'CONTENT OF LIGHT POLE STEEL THE PROPERTY OWNER, OR HIS REPRESENTATIVE, AND ROYAL STREET' REPRESENTATIVE, AT THE EXPENSE OF THE CONTRACTOR. WASTES ON SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTES. 28.0.643 =18.0 GALLONS AND A TOTAL ELECTROLYTE CONTENT oF: 28•i.s =44.5 GALL-9NS_--_._,__ THIS SITE WILL COMPLY WITH 1997 UFC ARTICLE 80, CENTERLINE 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR, AND SHALL REPLACE OR O FND. MONUMENT REMEDY, ANY FAULTY, IMPROPER, OR INFERIOR MATERIALS OR WORKMANSHIP, 5. TRASH AND CONSTRUCTION SOLID WASTES SHALL BE DEPOSITED INTO A Eelectroryte Data: 1218125 Batteries, KS- 23997, Fully Charged__ PROPERTY /LEASE LINE OR ANY DAMAGE WHICH SHALL APPEAR WITHIN ONE YEAR AFTER THE COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL IOTAL LIQUID VOLUME . COMPLETION AND ACCEPTANCE OF THE WORK UNDER THIS CONTRACT BY BY WIND. SPOT ELEVATION MATCH LINE ROYAL STREET. This data represents total electrolyte or acid that is SET POINT 15. ALL SITE WORK SHALL BE CAREFULLY COORDINATED BY GENERAL 6. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY Electrolyte by volume in each 121R125: 6,000 cc (6 liters, 1.585 gal) WORK POINT CONTRACTOR WITH LOCAL UTILITY COMPANY, TELEPHONE COMPANY, AND ANY VEHICULAR TRAFFIC, THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED Pure H2SO4 (Sulfuric Acid) by % of Electrolyte: 40% liters, 0.6341OTHERUTILITYCOMPANIESHAVINGJURISDICTIONOVERTHISLOCATION. IT Pure H2SO4 (Sulfuric Acid) by Volume: 2,400 cc (2.4 gal) 0 REVISION GROUND CONDUCTOR SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO LOCATE ALL SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. Specific Gravity: 1300 Electrolyte by in 1 7.8 Kg (17.196 Ibs) E) UTILITIES, WHETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM ACCIDENTAL DEPOSITS SHALL BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED weight each eight:: Pure H2SO4 (Sulfuric Acid) by Weight: 3.12 Kg (6.878 Ibs) O GRID REFERENCE T TELEPHONE CONDUIT DAMAGE. THE CONTRACTORS SHALL BEAR ALL EXPENSES FOR REPAIR OR DOWN BY RAIN OR OTHER MEANS. REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED IN CONJUNCTION REE uoUD VOLUME E ELECTRICAL CONDUIT WITH THE EXECUTION OF WORK. 7. ANY SLOPES WITH DISTRIBUTED SOILS OR REMOVED VEGETATION SHALL BE Free" electrolyte and acid is the amount of fluid that is not absorbed in the glass mattes X DETAIL REFERENCE A COAXIAL CABLE 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY STABILIZED TO INHIBIT EROSION BY WIND AND WATER. between the lead plates. This is the amount of electrolyte or acid that may spill in the event of a puncture of the battery. Each battery has six individual cells and the battery is encased in both a OF THE PROJECT SITE WHILE THE JOB IS IN PROGRESS AND UNTIL THE JOB battery jar and a protective metal can making puncture extremely unlikely. X T &E OVERHEAD SERVICE CONDUCTORS IS COMPLETED AND ACCEPTED BY ROYAL STREET. 8. STORMWATER POLLUTION PREVENTION DEVICES AND /OR PRACTICES SHALL BE Free electrolyte by volume in each 1218125 cell: 40 cc (0.01057 gal) ELEVATION REFERENCE X CHAIN LINK FENCING MODIFIED AS NEEDED AS THE PROJECT PROGRESSES TO ENSURE EFFECTIVENESS. Free electrolyte in all six cells of 121R125 battery: 240 cc (0.06340 gal) Pure H2SO4 (Sulfuric Acid) by % of Electrolyte: 40% Pure "free" lls (Sulfuric Acid) by Volume in all six cells: : 144 cc (0.144 liters, 0.038 gal) SECTION REFERENCE ILEGEND 5 1 GENERAL NOTES 3 BATTERY B/U INFORMATION 2 Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 F- rNUJLU I Il'4r UMIVIFi I IUIN: LCURRENT ISSUE DATE: - -- 12/22/09 ISSUED FOR:- - 100% CD F REV.:= DATE:- _DESCRIPTION:- - -BY:_ CIVIL ENGINEER: -- CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 NSULTANT t E U O IA PLOYMENT SERVICES, INC:. DRAWN BY:- _CHK EN I DC LLCENSER: _ HEET TI APV.: DC JHN U 'T 2jIJ GENERAL CONSTRUCTION NOTES, BATTERY B/U INFORMATION, GENERAL NOTES, ABBREVIATIONS & LEGEND SHEET NUMBER: = = = -_ - -- -- r s 0 Is 1t ba;e1 09 I L0 c rcl at uc' 21,` 112/22/09 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: -- CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 NSULTANT t E U O IA PLOYMENT SERVICES, INC:. DRAWN BY:- _CHK EN I DC LLCENSER: _ HEET TI APV.: DC JHN U 'T 2jIJ GENERAL CONSTRUCTION NOTES, BATTERY B/U INFORMATION, GENERAL NOTES, ABBREVIATIONS & LEGEND SHEET NUMBER: = = = -_ - -- -- Cory 01 .n ctly of t CONDITIONS OF APPROVAL LAKL LSINOn LAKEILSINOIZT ACKNOWLEDGMENT CONUITIONAL USE PERMIT NO, KE A,, n: 19 f I P VI kTRrW OF CONDITIONS FOR THE ROYAL STREET COMMUNICATIONS FACILITY A THE OUTHUIJSE RV PARK, APN 379 - 100 -016 www.tak"fsirtoro.org Revised by Plannina Commission Auauat 18, 2009 i N 0 4 oI' PLANNING DIVISION August 25, 2009 1. The Minor Design Review will expire two (2) years from the date of approval unless di Icy RE: Conditional Use Permit No. 200945 and a Minor Design Review for within that period of time a building permit is issued and construction commenced a Telecommunications Facility at the Outhuijse RV Park and diligently pursued toward completion, or an extension of time is granted by the 2 City of Lake Elsinore, Conditional Use Permit No. 2009 -05 is tied to the Minor s. Ms. Monica Morotta tic Design Review, and will expire with the expiration of the MDR, Sequoia Deployment Services, Inc. I hereby state that i acknowiedge the Conditions of Approval for the above SA Royal Street Communications named project and do hereby agree to accept and abide by all Conditions 2. The project shall comply with all applicable requirements of the Lake Elsinore 2913 El Camino Real, Suite 561 prescribed by the City of Lake Elsinore staff, as set forth in the attachments to Municipal Code (Title 17), unless modified by approved Conditions of Approval, Tustin, CA 92782 the approval letter dated August 25, 2009. 1 The project shall comply with all applicable conditions of the underlying Conditional Subject: Conditional Use Permit No. 2009 -05 and a Minor Design Review fora All Conditions shall be met prior to issuance of permits or prior to the first Use Permit No. 2002 -01 unless superoeded by these conditions. Telecommunications Facility at the Outhuijae RV Park Certificate of Occupancy, or otherwise indicated in the Conditions, subject to the approval of the Conditional Use Permit No. 2009 -05 and a Minor Design Review 4. The applicant shall defend (with counsel acceptable to the City), indemnify, and Dear Ms. MoretW for a Telecommunications Facility at the Outhuijse RV Park by the Planning hold harmless the City, its Officials, Officers. Employees, and Agents from any At their regularly scheduled meeting held on August 18, 2009, the Lake Elsinore Commission of the City of Lake Elsinore on August 18, 2009. claim, action, or proceeding against the City, its Officials, Officers, Employees, or Agents, concerning the project attached hereto. Planning Commission approved the subject project. As such, staff is transmitting a form entitled "Acknowledgment of Conditions" for your signature, Please return the Date: Applicant's Signature: 5. The City intends to file a Notice of Exemption with the Riverside County Clerk'ssigned "Acknowledgment of Conditions" form prior to the issuance of any permits. office within five (5) business days from the approval of this project by the Planning Print Name: Commission. A check payable to the County of Riverside, in the amount of $64.00, If you have any questions, please contact the Planning Division at (951) 674 -3124 has been submitted to the Planning Department prior to the public hearing to pay extension 287 or email the project planner at cdonahoe@take-elsinore.org. Address: — for the cost of such filing. Sihcerely, b. All site improvements shall as Indicated on the approved revisedforthePhoneNumber: site plan and building elevations for the Minor Commercial Design Review, or asiosMinor iT specified by these Conditions of Approval. Any revisions to the approved exhibits Kristine Herrington shall be subject to the review and approval of the Director of Community Office Specialist Development or his designee. Eric: Conditions of Approval 7. This project lies within Project Area 2, Area "A' of the Redevelopment Agency. Acknowledgement of Conditions9 However, fees or other RDA requirements have been waived because the project Is an additional commercial development in an existing commercial business. 8. Prior to permit issuance, the applicant shall provide written confirmation that they have met all requirements requested by the Elsinore Valley Municipal Water District, and have obtained agency approval of the project. 951.674 3124 95 4674.3124 on Approval Page f of 4 i C S. MAIN STALLI J0 5. MAIN SERE €`. August 18, 2SYD9ova LAM EMNO -r, CA 94550 LAKE ELSINORL. CA 29K Agenda item No. _ W W "V LAKE ELII NOKI.01%G Vx W N IAKF -E L I NUkL.UKU Page ..._.... of CONDITIONS OF APPPROVAI. CONDITIONS OF A P OVAL CONDITIONS OF APPROVAL FOR CONDITIONAL USE PERMIT NO. 2009 -06 FOR CONDITIONAL USE PERMIT NO, 2009 -06 FOR CONDITIONAL USE PERMIT O. 09 -0 5 AND A MINOR DESIGN REVIEW AND A MINOR DESIGN REDfM AND A MINOR DESIGN REVIEW FOR THE ROYAL STREET COMMUNICATIONS FACILITY FOR THE ROYAL STREET COM UNICATIONS FACILITY FOR THE ROYAL STREET COMMUNICATIONS FACILITY a THE OUTHUIJSE RV PARK APN 379 - 100 -016 651 THE OUTHUIJSE RV PARK APN 76 0„THE OUTHUIJSE RV PARK, APN 379. 100 -016 Revised by Piartrtirta Commission, Auauat 18 2009 Revised by Planning Commisaio . Auaust 18. 2009 Revised by Piannina Commission Auauat 18 2009 d. The applicant or property owner shall cleanup existing landscape areas in the 17. In the event that the telecommunications facility ceases to operate for more than 9, An violation or noncompliance with the Conditions of Approval shall be Cause forAnypPP front eighty (80) feet of the project site from Riverside Drive. The cleanup shall one (1) year, the applicant shall remove the equipment. the revocation of this Design Review and Conditional Use Permit, include and be limited to 1) the removal of weeds and debris, 2) trimming and pruning of palm trees, 3) removal of dead pakn fronts, and 4) removal of 18. At least thirty (30) days before requesting a final inspection, the applicant shall 10. The applicant shall replace any trees or other existing plants disturbed by the overgrowth. Work shall be completed prior to the issuance of a Certificate of execute a Faithful Performance Bond and Agreement for the proper maintenance construction of the project. Occupancy for the wireless facility. Upon completion of the cleanup, photo and removal of equipment. documentation shall be provided to the City, prior to a request for final 11, The Conditions of Approval for this project shall be reproduced upon Page One of inspection 19. At least thirty (30) days before requesting a final inspection, the applicant shall Building Plans prior to their acceptance by the Division of Building and Safety. execute a Faithful Performance Bond and Agreement for the proper maintenance Revised by Planning Commission, August 18„ 2009 of landscaping and irrigation systems for one year following the approval of the 12. The enclosure shall be painted with an anti -graffiti material, and shall use wroughtto Certificate of Occupancy. The bond shall cover ten (10 %) of the actual cost of iron for gates. No chain link barbed wire will be allowed. labor, equipment and material as shown on the approved Cost Estimate to install landscaping. 13. Construction Landscape Plans and Irrigation Details for the project is required. These drawings shall be submitted along with a cost estimate for review and 14. The applicant or property owner shall repair or replace the existing trash enclosure 20. The applicant shall sign an `Acknowledgement of Conditions" statement and approval by the City's Landscape Architect Consultant and the Director of with materials and cover in compliance with current City standards. Work shall be submit it to the Planning Department prior to the issuance of any permit. Community Development or his designee prior to issuance of building permits. A completed prior to the issuance of a Certificate of Occupancy for the wireless Landscape Plan Check Fee and Inspection Fee shall be paid for the entire project facility. Upon completion of this work, photo documentation shall be provided to the ENGINEERING DIVISION at the time of submittal. City, prior to a request for final inspection. 21. The applicant shall obtain encroachment permit and submit a traffic control plan a. Landscaping shall be provided adjacent to the storage facility on ail four sides Revised b Manning Commission, August 18, 2009yg hforanyworkperformedinthe public right -of -way. to soften the effect of the concrete masonry wall surrounding the facility- 22 The applicant shall implement NPDES Best Management Practices during and b. The plans shall provide for ground cover, shrubs, trees, and ivy and meet all shall- tae- rannowed- after construction to prevent discharge of pollutants into the City's storm drain requirements of the City's adopted Landscape Guidelines. Special attention to system or adjacent properties . the use of Xeriscape or drought resistant plantings with combination drip irrigation system shall be used to prevent excessive watering. 15. The applicant or property owner shall obtain proper permits from the City for all 23. In accordance with the City's Franchise Agreement for waste disposal and signage, or remove non - permitted signs hem the property. Work shall be recycling, the applicant shall be required to contract with CR &R Inc, for the removal tc. Planting within fifteen feet (15') of ingresslegress points shall be no higher completed prior to the issuance of a Certificate of Occupancy for the wirelesspppy and disposal of all waste material, debris, vegetation and other ru jj nni ea than thirty-six inches 36 "). rty ( facility. Upon completion of this work, photo documentation shall be provided to the during cleaning, demolition, clear and grubbing activities, or all rhaK4es'. City, prior to a request for final inspection, construction 40' PaQ Revised by Planning Commission, Aug ust 18, 2009 24. The applicant shall accept and properly disease of all drainage flowing bfrto or through the protect site- 9F t on FSAIOFed End of Conditions) {*,y Deleted by Planning Commission, August 18, 2009 Planning Commission Approval Page 2 of 4 Planning Comfteslon App of Papa 3 of 4 Planning Compassion Approval Page 4 of 4 - Auguat 18.2069 August 18, 2009 August 18, 20Dg Agenda Item No _ Agenda Item No Agerda Item No "' a . Page of _ Pago _ of •„„_ Page _ of T CONDITIONS OF APPROVAL 1 Royal Street Communications California, LL 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 r'NUJLU I IINr UMIVIA I IUIN: THE OUTHOUSE LA341 OB 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: -- 12/22/09 ISSUED 100% CD REV.: - DATE:— DESCRIPTION: BY: CIVIL ENGINEER: - -- — CONNELL DESIGN GROUP, LLC CONSULTLNG CIVIL ENGINEERS 4685 MACARI'HUR COURT, SUITE 486, NEWPORT REACH CA 92660 949) 753-8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 CONSULTANT:--- -- t DLE UO IA PLOYMENT SERVICES, INC. LDRAWN BY:— CHK.: EN I DC LICENSER: APV.:- _ J DC QPOFESSr 1CHAF< Q O 0- m O 2 m Z o as I r a P DOE CIVIL P PCALIF0: r i N 0 4 oI' di Icy 2 12/22„/09 PLAN CHECK <''^ tic 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: - -- — CONNELL DESIGN GROUP, LLC CONSULTLNG CIVIL ENGINEERS 4685 MACARI'HUR COURT, SUITE 486, NEWPORT REACH CA 92660 949) 753-8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 CONSULTANT:--- -- t DLE UO IA PLOYMENT SERVICES, INC. LDRAWN BY:— CHK.: EN I DC LICENSER: APV.:- _ J DC SHEET TITLE: ____------- - - - - -- _ CONDITIONS OF APPROVAL SHEER NUMBER:--- -_ - - -- -" T -3 QPOFESSr 1CHAF< Q O 0- m O 2 m Z o as I r a P DOE CIVIL P PCALIF0: r i N 0 4 oI' SHEET TITLE: ____------- - - - - -- _ CONDITIONS OF APPROVAL SHEER NUMBER:--- -_ - - -- -" T -3 Royal Street Communications California, LL 2913 EL CAMINO REAL #561, TUSTIN, CA. 92782 t'KUJtI I IIVr UKMA I IUN LA3410B THE OUTHOUSE 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 CURRENT ISSUE DATE: 05/06/09 ISSUED FOR: REVIEW REV.: =DATE: 1 05/06/09 2 05/14/09 3 12/30/09 4 12/30/09 e'reh oe va.l. COORDINATES: LATITUDE 33'40'22.13" N 30' A.P.N. 379 - 100 -011 LONGITUDE 117'22'36.26" W POR, LOT 30 NAD 1983 GEODETIC COORDINATES AND ELEVATIONS WERE ESTABLISHED USING SURVEY GRADE "ASHTECH" G.P.S. RECEIVERS AND ASHTECH SURVEY GRADE PRECISION SOFTWARE FOR POST- PROCESSING. 1344.50 I EXISTING SHED I I BASIS OF BEARINGS: oo 17'1 ti9° GEODETIC COORDINATEe THE CENTERLINE OF RIVERSIDE DRIVE BEING NORTH 37'00'58" EAST LOCATION PER MAP OF TRACT NO. 14586, M.B. 111 / 68 -70 RECORDS OF RIVERSIDE COUNTY. cii) 1585.8: 1272.10 ASSESSOR'S IDENTIFICATION: I Z Iw NG r ti g w r w TRAILER AND RV PARK, RIVERSIDE COUNTY A.P.N. 379 - 100 -016 rIz r w `DIRT, c `DIRT, 9 @QL 0 I AREA: w 0 3 Q v z QL0 0 I Ltd 6.41 t ACRES PER RIVERSIDE COUNTY ASSESSOR M 0 I I R,/\]\J r,J C) Lr\ LA UJ\Jr\ I i 0 BENCH MARK REFERENCE: m °° S I J 0< S L/) l U.S.G.S. BENCH MARK "BM 1276" I 4 Lt) BMro ASP 0o UNITED STATES GEOLOGICAL SURVEY BENCH MARK 1276" I 1N 1 ALT ARKI G, i s yoQ e DIRT, Lt) AS SHOWN ON THE "ALBERHILL" 7.5 MINUTE QUADRANGLE MAP. 1 -- L s_-- - - ___ i 1 - 1 L —' N6EtUF 2289680E ti ELEVATION: 1,278.5 FEET A.M.S.L. (NAVD88) (DATUM VERIFIED L - OVERHEAD WIRES--- - - - - -- IN FIELD TO BE WITHIN 1 -A ACCURACY STANDARDS) jUp 40 L) ASPHALT DRIVE, w TITLE REPORT IDENTIFICATION: 1w 127 ? EXISTING SHED I STEWART TITLE OF CALIFORNIA, INC. 1 ac C cy PRELIMINARY REPORT NO. 207059 a o r) Jr) I J ) 1 Z- C) DATED: MARCH 31, 2009 N A.P.N. 379- 100 0166 ci DIRT, EASEMENT NOTES: IZ EXISTING OVERHANG Q EASEMENT(S) SHOWN HEREON ARE PER STEWART TITLE OF 1200 o 1tia CALIFORNIA, INC. PRELIMINARY REPORT NO. 207059, DATED: I y o wN c o9 MARCH 31, 2009. 3 A RIGHT OF WAY FOR ALL DITCHES, PIPELINES AND0z 0 50' 12PO6Sp J OTHER APPARATUS FOR THE DISTRIBUTION OF WATER FOR l I DOMESTIC AND IRRIGATION PURPOSES, IN FAVOR OF THE I r ASPHALT PARKING, m r TEMESCAL WATER COMPANY, ITS SUCCESSORS OR ASSIGNS. w z BLANKET IN NATURE OVER LEGAL DESCRIPTION SHOWN a5 0 EXISTING BUILDING-, o z N HEREON) 1ti1ti' m w 5 THE EFFECT OF AN AFFIDAVIT OF PRESCRIPTIVE EASEMENT I RIGHTS AND /OR RIPARIAN RIGHTS AS EXECUTED BY WILLARD S. SMITH AND RECORDED JANUARY 26, 1973 AS INSTRUMENT N0. L1 18' EXISTING SHED I7T" n w 11552 OF OFFICIAL RECORDS. (RECORDED TO MAINTAIN ACCESS RIGHTS TO THE LAKE) L Yy } N52'59'02 "W 1 1 AN EASEMENT GRANTED TO SOUTHERN CALIFORNIA EDISON COMPANY FOR UNDERGROUND ELECTRICAL SUPPLY AND 30.00 N52'59'02 20.00' W N52- 59'002W BLOCK WALL SEE 1553.25' C -2 FOR DETAIL COMMUNICATION SYSTEM PURPOSES, RECORDED MAY 15, 2001 AS INSTRUMENT N0. 01-212018 OF OFFICIAL RECORDS. w1 1 15 ANY AND ALL OFFERS OF DEDICATION, CONCI f S,r ` { •.KE (- 1 00 . L M I A.P.N. 379 -100 -021 I RESTRICTIONS, EASEMENTS, FENCE LINE /BOUNDARY DISCREPANCIES, PROVISIONS `,.AoINOTESAND /OR SHOWN OFj o in DISCLOSED BY THE MAP OF SUBDIVISION OF ELSINORE, M.B. Z N I 8/377, RECORDS OF SAN DIEGO COUNTY. (NO ITEMS ON A.P.N. 379 -100 -020 AND A.P.N. 379 - 100 -006 SAID MAP AFFECT LOT 30, BLOCK B) 30' yl x i: 4, P01 -1 LOTJ _r 3- 0 O DENOTES ITEM PLOTTED HEREON ..5 i('' LEGEND: SURVEYOR'S NOTE: y s} AC ASPHALT CONCRETE EASEMENTS SHOWN HEREINABOVE DO NOT AFFECT ROYAL al t wv BLD BUILDING STREET COMMUNICATIONS EQUIPMENT LOCATIONS SHOWN ON BSH BUSH CONNELL DESIGN GROUP PLANS DATED 12/22/09. D ors BTM BOTTOM EISENHOWER DRIVE rA CLF CHAIN LINK FENCE EXCEPTING THEREFROM ITEM #3 WHICH IS BLANKET IN NATURE N53'00'00"W D DIAMETER OVER THE LEGAL DESCRIPTION SHOWN HEREON. EBX ELECTRICAL BOX ECAB ELECTRICAL CABINET EM ELECTRICAL METER LEGAL DESCRIPTIO . Ld EP EDGE OF PAVEMENT 00 I00 FTN FOUNTAIN THAT PORTION OF LOT 30 IN BLOCK B OF SUBDIVISION OF n n H HEIGHT ELSINORE, AS SHOWN BY MAP ON FILE IN BOOK 8, PAGE 377, C) HCP HANDICAP PARKING OF MAPS, RECORDS OF SAN DIEGO, CALIFORNIA, DESCRIBED AS r,- IN INCHES FOLLOWS: Z ISFW INSIDE FACE OF WALL NG NATURAL GROUND COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT; OH OVERHANG THENCE SOUTHWESTERLY ON THE NORTHWESTERLY LINE OF SAID OHP OVERHEAD POWER LINE LOT, 116 FEET TO THE TRUE POINT OF BEGINNING; THENCE OHW OVERHEAD WIRE SOUTHEASTERLY PARALLEL WITH THE NORTHEASTERLY LINE OF PO POP OUT SAID LOT, 1,595.86 FEET, TO THE SOUTHEASTERLY LINE w RK ROCK THEREOF; THENCE SOUTHWESTERLY ON THE SOUTHEASTERLY N BLOCK WALL SDSH SATELLITE DISH LINE OF SAID LOT, 181.95 FEET, TO A POINT DISTANT SIGN SIGN THEREON, 299.86 FEET SOUTHWESTERLY FROM THE MOST n ° o — CHAIN LINK FENCE TNK TANK EASTERLY CORNER THEREOF; THENCE NORTHWESTERLY PARALLEL to `v zs`a SCALE: 1" = 20' CENTERLINE TP TOP WITH THE NORTHEASTERLY LINE OF SAID LOT 1,563.25 FEET TO TR TREE THE NORTHWESTERLY LINE THEREOF; THENCE NORTHEASTERLY GRAND AVENUE 11A O FOUND MONUMENT ON THE NORTHWESTERLY LINE OF SAID LOT, 179 FEET, TO THE W 20' 0' 10' 20' 40' TRLR TRAILER TRUE POINT OF BEGINNING. N53'26' HANDICAP PARKING TRPM PALM TREE Q SATELLITE DISH TRPN PINE TREE EXCEPTING THEREFROM THE WESTERLY 20 FEET CONVEYED TO TVBX TVBX THE CITY OF LAKE ELSINORE, RECORDED MARCH 31, 1982 AS UTILITY POLE TOR TOWER INSTRUMENT NO. 54496 OF OFFICIAL RECORDS. UP UTILITY POLE WOOD FENCE WBIB WATER BIB WDF WOOD FENCE WDPST WOOD POST DATE OF SURVEY: WHD WEATHER HEAD APRIL 28, 2009 SEE SHEET C -2 FOR SITE DETAIL Royal Street Communications California, LL 2913 EL CAMINO REAL #561, TUSTIN, CA. 92782 t'KUJtI I IIVr UKMA I IUN LA3410B THE OUTHOUSE 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 CURRENT ISSUE DATE: 05/06/09 ISSUED FOR: REVIEW REV.: =DATE: 1 05/06/09 2 05/14/09 3 12/30/09 4 12/30/09 e'reh oe va.l. CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG/: 06 -XX)O( 11 AND ASSOCIATES, I NC. LAND SURVEYING & MAPPING 3188 AIRWAY AVENUE, SUITE K1 COSTA MESA, CA 92626 714 557 -1567 OFFICE JN. 816.059 714 557 -1568 FAX DRAWN BY: CHK.: APV.:= ER: EET O No. - 1,2//111-1' RENEWAL;L!__, OF C A \F US la TOPOGRAPHIC SURVEY SHEET NUMBER: C -1 Royal Street Communications California, LLC 2913 EL CAMINO REAL #561, TUSTIN, CA. 92782 F- PROJECT INFORMATION: LCURRENT ISSUE DATE: 05/06/09 ISSUED FOR: REVIEW F-REV.: =DATE: DESCRIPTION: BY:= 1 05/06/09 ISSUED FOR REVIEW YT 2 05/14/09 ADDED TITLE INFO. JA 3 12/30/09 REV. COORDINATES CW 4 12/30/09 REV. ESMT. NOTES 30' pM p1 N I yr' I o; .. 17 1 ry 0 0 , 5° 2 `DIRT, SC ysi 1ry1G 1g1' I`- O a5° DIRT, ry1 ti0 0 o° 11 X10 y 1304.80 ,c o D121N 1274. 113. 72 a• 1 - N1DF Jam.__ _ I7 J60 j0 J2j ; $ 12I3• ZC ?? Jo 28A CC ST7A V /G A217--so / o<^O d 1277.EM 1117/0 L E0 a° O O L' p •f JC1L1 1280.60 Nw\ EXI ING SHED 12906W 1730` G 121W8o OHW,yO I 1273 L JAG 72737 A X10" r0 00 a 1 1278.60 0p' 1Q SHED TP VP 00'L°. ry Sy O o m tl 1273.40 I 1272. 601275.00 NG NG r w 1272.30 4 NG SCALE: 1" = 10' O 50, lit D101N H25 60 ry r NG Q o , W ^° R N J r ya w DIRT-I, a 5 J 10' 0' S' 10' 20' w Ld z w DIRT, 10 0 4 otio` ti a 2 Naf' 6° O 1 I J ?9C ,ry 40 10 O 1• y0o1 1e 0° o \O NG DIRT, M y 7J7 !p I wv o w w v v E w a 2 TRAILER 15 AND w ry pN w ti1gR o w w Z ^ o N RV PARK-, NN * po, 10S1O1Q ,1Lh° 1ti' g w G J 1271. O tiG o Q N o c i O LdIL O w 117 3 1173 M. I Rk 1272.10 3 3 3 LLI O `11' 91 Cal Q o $ 71_ I{Df??0 N O 1275.10 '- 1,L p 1 10 1 1ry1, 5eA WBIB 7 f J2 3 1 13b0 11, F1 1 27.90 ° n o 1272.60 N o RKZR i 1275.79 Rk N 77 11 w I 11 iAy Jo 1295.90 P 1271.20 1b, '` ry10g6 OJC'i PNp1 o °h I ASPHALT PARKING, NG y'I Z 1t J ^' PROPOSED RU STREET SITE LOCAT 4 1. i ZONING TABLE /GENERAL PLAN DESIGNATION: NORTH: R -3 (HIGH DENSITY RESIDENTIAL) /MDH (MEDIUM DENS] SOUTH: CP (COMMERCIAL PARK) /CP (COMMERCIAL PARK) EAST: R (RECREATION) /CP (COMMERCIAL PARK) & R (RESIDENT] WEST: R -3 (HIGH DENSITY RESIDENTIAL) /MDH (MEDIUM DENSIT IF I [ORE i e LAKE ELSINORE N SCALE: 1SITEPLAN1/64 ° =1'-o" 0 32' 64 loyal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 t'KUJLUI IINrUKMIA IUIN. THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: 12/22/09 ISSUED FOR:- - -- - - - - -- 100% CD REV .: = DATE: - DESCRIPTION: - -B i.— CIVIL ENGINEER: - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT REACH CA 92660 949) 753-8807 OFFICE - (949) 7538833 FAX CDG #: 09 -6010 ULTANT: t EQUOIA PLOYMENT SERVICES, INC. DRAWN BY: - -- -CHK.: APV.: EN DC I DC CENSER: QPpfESS1041 XG AE( QOZFyoQ` v 22 W 1 11 1 r CIV1S- Q\ P qrE OF CAUFO JAN 0 4 2010 SHEET TITLE: -- -___.- -- -- SITE PLAN SHEET NUMBER: — -- A -1 I - : LJ,IiJV J i hl GOL'. P intod y polini[ Nom, I l,ly 2 -'1 2/22/0 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT REACH CA 92660 949) 753-8807 OFFICE - (949) 7538833 FAX CDG #: 09 -6010 ULTANT: t EQUOIA PLOYMENT SERVICES, INC. DRAWN BY: - -- -CHK.: APV.: EN DC I DC CENSER: QPpfESS1041 XG AE( QOZFyoQ` v 22 W 1 11 1 r CIV1S- Q\ P qrE OF CAUFO JAN 0 4 2010 SHEET TITLE: -- -___.- -- -- SITE PLAN SHEET NUMBER: — -- A -1 E) 50' TALL 0 PALM TREE \ (E) FENCE E) FENCE Ap, \` pe A. (E) TRAILER SPACE E) FOUNTAIN (E) TRAILER SPACE A TO BE REMOVED \ o, Pp'OF E) TREE E TREE IAI \ /+ E) TREE Q \E) TREE + E) CABINET PROPOSED ROYAL STRE + 55' TALL MONOPIN + / \ /PROPOSED LANDSCAPING, SEE E) UTILITY POLE 1+ / SHEETS L -1 AND L -2 E) TREE // / / y E) PARKING SPACE / Tr E) TRAILER SPACE E) PARKING SPACE ` s d / E) SIGNS E) PARKING E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE E) PARKING SPACE PROPOSED ROYAL STREET 12' WIDE NON— EXCLUSIVE ACCESS EASEMENT E) PARKING SPACE E) PARKING SPACE P\---PROPOSED ROYAL STREET EQUIPME D -1 D -1 D -1 CABINETS (2 CURRENT, 2 FUTURE) MOUNTED ON RAISED CONC. PAD PROPOSED ROYAL STREET 8' HIGH CMUT F ENCLOSURE W/ CLF LID & STUCCO FINISH 1 2 E) 32' TALL T ,( NE , :t•v 1 ' . PALM TREE PROPOSED ROYAL STREET NDERGROUND UTI. &LlNi t PROx r2 T 3 E -1 t y E) PARKING SPACE D1 PROPOSED ROYAL STREET- ELEC. E -1 METER PEDESTAL, 120/240V 1PH3W 200A 4 —CLIP PROPOSED 13" X 24" — E) BUILDING POWER HAND HOLE E) PROPOSED ROYAL STREET E -3 TELCO & POWER P.O.C. fl. y y SCALE: ENLARGED SITE PLAN 7IS"=1' -o' o r i Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 1— r'NUJtUI INrumm /AIlUIV: -- LCURRENT ISSUE DATE: - 12/22/09 ISSUED FOR:- - 100% CD REV.:-- DATE: - -- DESCRIPTION: BY:= CIVIL ENGINEER: - - -- CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753.8833 FAX CDG #: 09 -6010 S U LTANT: I oN 1 SEQUOIA DEPLOYMENT SERVICES, INC. DRAWN BY: -CHK.: APV.: EN I DC I DC ENSER: QPOFESS /ON SOHAE4 CO9l Z2 srNr CIVIC 1`P FOF CAUFOP JAN 042010 EET TITLE ENLARGED SITE PLAN SHEET NUMBER: 411 , 1 A -2 2 12722/09 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: - - -- CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753.8833 FAX CDG #: 09 -6010 S U LTANT: I oN 1 SEQUOIA DEPLOYMENT SERVICES, INC. DRAWN BY: -CHK.: APV.: EN I DC I DC ENSER: QPOFESS /ON SOHAE4 CO9l Z2 srNr CIVIC 1`P FOF CAUFOP JAN 042010 EET TITLE ENLARGED SITE PLAN SHEET NUMBER: 411 , 1 A -2 PROPOSED ROYAL STREET PANEL ANTENNAS MOUNTED ON PROPOSED MONOPINE, (1) ANTENNA PER SECTOR, (6) SECTORS TOTAL 1 D -1 S NOTE: C)! PROPOSED MONOPINE FOLIAGE NOT SHOWN FOR CLARITY 9 °C 6 • O Q STS F Q n Q o 9` PROPOSED ROYAL STREET 55' TALL MONOPINE O PROPOSED ROYAL STREET J 2'0 M/W ANTENNA 8 D -2 N O m S7 S- C oRU T N- nc m / oFTq 3'-0' 8246 ANTENNA LAYOUT SCALE: 2 8" 5' -8" 3" E) TRAILER SPACE TO BE REMOVED ePROPOSED ROYAL STREET D-1 SERVICE LIGHT, (2) TYP. 2' -7" 6" 20' -0" 2' -11" 12' -9" f 6" 2' -11" 6" 2' -7" 1 I I' r - I - -- iI - I FUTURE BATTERY FUTURE fS I INITIAL BTS INITIAL BATTERY EZBFO III EZBFO T_ III I - -- ---- - - - -J- II - - I IL — — — — __j Q--- + - - -I— — 1 — TI II II ) II II I/I I Q I / I II l i I PROPOSED ROYAL I STREET i I UTILITY SUPPORT CABINETS _ i LL a 8 I I PROPOSED ROYAL STREET EQUIPMENT ID1IICABINETS (2 CURRENT, 2 FUTURE) a I MOUNTED ON RAISED CONC. PAD 6 7 9 D - 1 I I I o D -1 D -1 I I I PROPOSED ROYAL STREET TELCO I CABINETS MOUNTED ON WALL OF CMU ENCLOSURE 8 D -1 PROPOSED ROYAL STREET EMERGENCY GENERATOR RECEPTACLE AND POWER PANEL MOUNTED ON WALL OF CMU ENCLOSURE 8 D -1 I I I I I / 1 9 -4" I I I I I i IL-- - - -- -o -- i PROPOSED ROYAL STREET SE CE LIGHT, (2) IYP. I BEREMOVED I NOTE: I I I PROPOSED MONOPINE FOLIAGE & ANTENNAS NOT SHOWN FOR CLARITY I I PROPOSED MONOPINE LOCATION I I E) STONES TO BE REMOVED I I I 9' -4" I I II I I I J I PROPOSED ROYAL STREET 8' HIGH CMU ENCLOSURE W/ CLF LID & STUCCO FINISH 1 2 D -2 D -2 NOTE: PROPOSED CLF LID NOT SHOWN FOR CLARITY 8" PROPOSED ROYAL STREET eGPSANTENNAMOUNTED ON (N) COAX CABLE D -1 BRIDGE E) TRAILER SPACE TO BE REMOVED i 00 0 I IcV IFA Nk i 00 0 I N PROPOSED ROYAL STREET 4' WIDE CORRUGATED STEEL ACCESS DOOR e o i \\ / E) PARKING SPACE (E) PARKING SPACE (E) PARKING SPACE SCALE: NOT USED EQUIPMENT LAYOUT 3/4 " =1'4° 1. Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 VJtl.l IIVr VI'C NIf-SI IVIV: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE: 12/22/09 ISSUED FOR: 100% CD r- REV.: = DATE:_— DESCRIPTION:- - _ -BY:= A CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGLNEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753-8807 OFFICE - (949) 753 -8633 FAX CDG#: 09 -6010 CONSULTANT: - - -- - t E UO IA PLOYMENT SERVICES, INC. DRAWN BY:- CHK.: APV.: IEN DC DC LICENSER: I!AN 0 4 [OIU SHEET TITLE: --- - - - - -- EQUIPMENT LAYOUT & ANTENNA LAYOUT SHEET NUMBER:------- A -3 i it b ise ce cr ccr truvd 10 i s inud to gr a mjl ucn silt I b0 2 12/22/09 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGLNEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753-8807 OFFICE - (949) 753 -8633 FAX CDG#: 09 -6010 CONSULTANT: - - -- - t E UO IA PLOYMENT SERVICES, INC. DRAWN BY:- CHK.: APV.: IEN DC DC LICENSER: I!AN 0 4 [OIU SHEET TITLE: --- - - - - -- EQUIPMENT LAYOUT & ANTENNA LAYOUT SHEET NUMBER:------- A -3 a IfV i n PROPOSED ROYAL STREET EQUIPMENT CABINETS (2 CURRENT, 2 FUTURE) MOUNTED ON RAISED CONC. PAD PROPOSED ROYAL STREET 8' HIGH CMU ENCLOSURE W/ CLF LID do STUCCO FINISH PROPOSED ROYAL STREET PPC, NIU, TELCO POWER, SWITCH & DISCONNECT, do EGR MOUNTED ON WALL OF CMU ENCLOSURE SOUTHWEST ELEVATION I ICJ NIA I n J Nil I I 7 /y - rn\ /Ili I r ` v S L IM SQC F PLE 9 ,. T r.1 "rWS & SECTION 0 ANTENNA LEVEL a. 2 SECTION Cad MID HEIGHT OPINE BRANCHES ANO MIES, THREE 6' LONG S AT 1.5' O.C. VERTICALLY 0'N0 ATTACHMENT ANOI6 TRUNK. MONOPINE BRANCHES AND NEEDIER. THREE 10' LONG ICHES AT 1.5' O.C. VERTI VA4fIN0 ATTACHMENT ANGLES REE IRUi is,ii 1r c.[3 SECTION @ LOWER LEVEL 5O " "' 4 MONOPINE ELEVATION B`"EB` 4 are ^ =ra° 1 n' =t' -D' G na °.rr Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 PROJECT INFORMATION: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: 12/22/0 100% CD CONNELL DESIGN GROUP, LLC CIX4YLlP'GCII'ILEM1i1MfPRS 1A9saGfMJMr7CO 011P18aPU. C7SM raPACnpYUmO"I IS31V]CPP2E. (1V9)13HflV PdX CDG /: 09 -8010 SEQUOIA DEPLOYMENT SERVICES, INC. EN DC DC G JAN 0 4 2010 SHEET TITLE: MONOPINE DETAILS SHEET NUMBER: A -5 SCOTT 3 BY pp UIR cVgranted I. C Pemilt 6 a Ia5uan Ce or a RonCod iT o appr.:vtsoror01n:. 2ca' tGINP9yY49c PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CONNELL DESIGN GROUP, LLC CIX4YLlP'GCII'ILEM1i1MfPRS 1A9saGfMJMr7CO 011P18aPU. C7SM raPACnpYUmO"I IS31V]CPP2E. (1V9)13HflV PdX CDG /: 09 -8010 SEQUOIA DEPLOYMENT SERVICES, INC. EN DC DC G JAN 0 4 2010 SHEET TITLE: MONOPINE DETAILS SHEET NUMBER: A -5 NOTE: VERIFY MOUNTING HOLE PATTERNS WITH MANUFACTURER BEFORE FABRICATION AND /OR CONSTRUCTION 30.56 gn )n 6.00 35.40 26.77 FRONT 6.00 35.40 26.77 6.00 30.56 20.20 MATCH EXISTING FINISH L SURFACE WARNING TAPE STANDARD STEEL PIPE GALV) ANTENNA DOWNTILT MOUNTING BRACKET z COMPACT FILL (90 %) / PER SOILS REPORT 01. / j -- - -- 1 EXISTING SOIL / q IN 12 BARE, SOLID / TINNED COPPER O CONDUCTOR SAND PRIMARY N PRIMARY FUTURE i FUTURE 4" CONDUIT FOR COAX moo N ROYAL STREET o Co o I Co CABLE (TYP) O BATTERY BTS Cd I BTS I II BATTERY II PANEL ANTENNA c0 N N .. N EZBFO I EZBFO 1 iN (MODEL # 7" UMWD- 06516 -XDH) II PROVIDE PULL ROPE FOR FUTURE 24" I I COAX CABLE I -- _ R1 EX AVATE TO REQUIRED DEPTH ANTENNA MOUNTING L -- --------- - - - - - 2. VERIFY ALL TRENCHING REQUIREMENTS WITH SERVING UTILITIES. BRACKET 3. CALL BEFORE YOU DIG. CONTACT SERVING UTILITIES BACK 14.53 16.49 ° NOTE: 149.92 ANTENNA MOUNTING FOR ANTENNACMOUNTY MAY ACTUAL SCALE: SCALE: MOUNTING HOLE PATTERN SCALE: 1.._1.-0.. 6 ANTENNA COAX TRENCH DETAIL NONE 4 ANTENNA PIPE MOUNT DETAIL NONE Ny0j m 3 S6 0 Nr o EZBFO BATTERY CABINET SCALE: NONE 9 MOD CELL CABINET 8' -7" 2" 2" 2" 2" 4" 4" 10w D O o PPC CABINET MOUNTING DETAIL PROPOSED FUSED DISCONNECT SWITCH PROPOSED MW FIBER CABINET PROPOSED NIU CABINET PPC CABINET WALL PROPOSED UNISTRUT P1000 3S¢y SCALE: 7 SERVICE LIGHTINGNONE 1 1/4" MAX MESH CHAIN LINK FENCE W6" WELC UND V 2" PHILLIPS AT EACH CC SECTION A PROPOSED FUSED DISCONNECT SWITCH CMU WALL PROPOSED MW FIBER CABINET PPC CABINET PROPOSED UNISTRUT P1000 30OW DECORATIVE FLOODLIGHT MODEL #OF30OW WHITE 120V 2.5A 6OHz BY REGENT LIGHTING CORP. 1 -800- 234 -3683 3 HOLE OUTLET BOX BY RED DOT #R1H31LM W/ BLANK COVER SELF - TAPPING SCREWS 4 TOTAL) 4101J191E 1.:!S WALL PER PLAN 1/2-0 EMT BLOCK WALL 1/2" PHILLIPS R.H.W.A. 4 TOTAL, EMBED 2" MIN. 1 /4" THICK STEEL COLLAR \ iDIAMETERASREQUIREDFOR << 2 1/2'0 HORIZONTAL CHAIN LINK FENCE SUPPORT. , SECTION B- SCALE: 8NONE CHAIN LINK FENCE HORIZONTAL SUPPORT & ENCLOSURE v I R I GPS ANTENNA 1/8" PLATE CABLE TRAY PER PLAN 3/8" U -BOLT CITY OF LAKE ELSINO BUILDING DiVISiON SCALE: 2 NONE L Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 JJtU I IINrUr(IVIliI IUIN THE OUTHOUSE LA34108 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE: 12/22/09 ISSUED FOR. -- 100% CD REV.: =DATE: DESCRIPTION: - -BY:= CIVIL ENGINEER: -- - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG#: 09 -6010 CONSULTANT: SEQUOIA Tl v u I n nn c n1 CFR\ /ICfl Inl( DRAWN BY: -- CHK.: -_- =APV.: TALL C r f 0 EN DC - DC WALL WITH LICENSER: - - -- - CONCRETE CAP INTERMEDIATE STIFFENER WELD BOTH ENDS, GALVANIZE 1 1/4* MAX. MESH x No. 9 GAGE GALVANIZE CHAIN LINK FABRIC NOTE: CONTRACTOR TO CONSTRUCT CHAIN LINK ENCLOSURE WITH THE FOLLOWING AS REQUIRED: TENSION BAR 1/4 "x3/4" STRETCHER BANDS 1/8 "x3/4" 12" O.C. EXTENSION EYE LOOP 5UALt: NONE 0 0N ET TITLE DETAILS SHEET NUMBER: D -1 JAN 0 4 2010 2 vi 42/2j2/4D9 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: -- - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACH CA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG#: 09 -6010 CONSULTANT: SEQUOIA Tl v u I n nn c n1 CFR\ /ICfl Inl( DRAWN BY: -- CHK.: -_- =APV.: TALL C r f 0 EN DC - DC WALL WITH LICENSER: - - -- - CONCRETE CAP INTERMEDIATE STIFFENER WELD BOTH ENDS, GALVANIZE 1 1/4* MAX. MESH x No. 9 GAGE GALVANIZE CHAIN LINK FABRIC NOTE: CONTRACTOR TO CONSTRUCT CHAIN LINK ENCLOSURE WITH THE FOLLOWING AS REQUIRED: TENSION BAR 1/4 "x3/4" STRETCHER BANDS 1/8 "x3/4" 12" O.C. EXTENSION EYE LOOP 5UALt: NONE 0 0N ET TITLE DETAILS SHEET NUMBER: D -1 JAN 0 4 2010 2) #5 CONT. BARS] PER PLAN REINF. AT) END OF WALL L ( TYP.) WALL REINF. PER SCHEDULE U.N.O. a m 180' H004 8" WAL END OF WALL TOP OF WALL BAR D D r D 6 FOR STIRRUPS & TIES 5!D d/ OFFSET 2 1/2" MIN.) d = BAR DIAMETER FOR REINFORCING BARS D = 6d FOR #3 THRU #6 BAR BENDING DETAIL D = 8d FOR #8 THRU #11 t D BAR rIY/ 135' -D 135' # 3 # 4 # 5 REBAR DETAILS NOTES. BLOCK LAYOUT SHOWN IS DIAGRAMMATIC, ACTUAL CONDITION WILL VARY PER RUNNING BOND PATTERN, USE APPROPRIATE UNITS OR BREAK CMU SHELL AS REQUIRED FOR REINFORCING PLACEMENT AND FLOW OF GROUT. BLOCK WALL, GROUT ALL CELLS. SEE PLAN FOR SIZE & LOCATION. 90' HOOK IN CORNER CELL ALT. BEND 40 x BAR DIA. 2' -0' MIN.) TYP. BARS AT ENDS OF WALL PER SCHED. U.N.O. BREAK SHELL SEE NOTE TYP. r INTERSECTION VERT. BARS AT ENDS OF WALL PER SCHED. U.N.O. WALL REINF. PER SCHEDULE U.N.D. OPEN END BLOCK WALL REINF. PER SCHEDULE U.N.O. — I I ' i I" CORNER SCALE: N.T.S. 6 I CABLE BRIDGE W/ U.G. COAX L4X4X4" W/ J" EXP. BOLT TO CONC WALL TYP.) 24" WIDE GRIPSTRUT COAX CABLE CUSHION HANGER KIT 2x2x1/4" STL. ANGLE(TYP. BOTH S BOLTS 0 EACH END IDES) W/ 5/8 "0 EDGE OF FLEXENT EQUIPMENT CABINET COAX CABLE ATTACHED TO WALL WITH UNISTRUT/ CLAMPS 0 24" O.C. N) OR (E) CMU WALL CONDUIT STUB -UP 5l:ALt: I] N.T.S. 3 P[llx. 1. ALL VERTICAL REINFORCING FOR COL., PIERS & WALLS SHALL BE DOWELED AS SHOWN EXCEPT SPECIFIC DETAILS ON DRAWINGS SHALL GOVERN IN CASES OF CONFLICT. 2. DOWELS SHALL BE THE SAME GRADE, SIZE AND NUMBER AS VERTICAL REINFORCING. WIRE TIES (TYP.) SLOPE 1:6 MAX. FOR COL. REINF. 40 d LAP DOWELS OR BAR MIN. SPLICE HORIZONTAL BAR SPLICE VERTICAL BAR SPLICE TYP. BAR LAP SPLICE CMU DETAIL @a CORNER / INTERSECTION IN 7 TYP. BAR LAP SPLICE NTSE: 141 4 "0 x 4' LONG uniuin in Hint vroiry PIPE SIZE & DII MANUFACTURER ANTENNA MOUN1 N) MICROWAVE SEE PLAN FOR E) TOWER LEG/ OR (N) PIPE M.W. DISH MOUNTING EQUIPMENT CABINET PER PLAN 20' -0" N) ROYAL STREET LEASE AREA 13' -0" 2' -7" 6" 2' -11" 6" 2' -11" 6" 2' -7" 3 N) 1' -6" CONCRETE 2500 PSI CONCRETE FOOTING I PROPOSED ROYAL 9 STREET I / p -1 UTILITY SUPPORT a CABINETS - III= = = = = =z FUTURE I FUTt1RE INITIAL INI AL II BATTERY I ITS BTS BA RY I — L_ — T — — II I, II ill a I ST i ii ri PROPOSED ROYAL STREET TELCO I T I II / I CABINETS MOUNTED ON WALL OF CMU LL ENCLOSURE I I o e a I I I I I PROPOSED ROYAL STREET EMERGENCY GENERATOR RECEPTACLE AND POWER PANEL MOUNTED ON WALL OF CMU I ENCLOSURE I I I I I I I I L— — — — — — — — — — — — — — o IC-4 0 I EQUIPMENT CABINET PER PLAN 6 7 9 D -1 D -1 D -1 CMU WALL PER PLAN w a I w O N a 0 I CONCRETE EQUIPMENT PAD PLAN SCA 3/8 0" " 0 2" 2" 4 0 12" O.C. EACH WAY 3/4" CHAMFER ALL AROUND 5/8" HILTI KB -TZ WITH 6" HOOK 4.5" EMBEDMENT INTO ` 4 CONCRETE SLAB SCALE: 81 EQUIPMENT MOUNTING DETAILN.T.S. M N) CHAIN LINK FENCE UD 3 D -1 tO B" NORMAL WT. CMU WALL GROUT AL CELLS SOLID SPECIAL INSPECTION REQUIRED PER CBC 1704.5 4 HORIZONTAL MRS AT 24" O.C. 4 VERTICAL BARS AT 16" O.C. EQUIPMENT CABINET PER PLAN 4 0 12" O.C. EACH WAY RAISED EQUIPMENT PAD 4 DOWEL BARS AT 16" O.C. WITH 30" OVERLAP a I P a °• C d a " oa a a a d IL 6" HOOK (TYP.) 4 0 12" O.C. o EACH WAY 5 CONT. o a a e C c 1' -6" 6" HOOK (TYP.) SCALE: N.T.S. 5 I CONCRETE EQUIPMENT PAD SECTION y OF t_I\KE EBUILL1G R0 r% a ^ •,i i i Royal Street Communications California, L L C 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 VJLu I IINr VRIVIFII IVIV THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: - -- 12/22/09 ISSUED FOR: 100% CD REV.:= DATE: — DESCRIPTION:- —BY:= BAR SIZE CONC. 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 11F'c QZII ( CI ii' P.S.I. LAP SPLICE ( INCHES ) 2000 24 24 P ni 50 69 91 115 145 178 DC 3000 24129 100% CD SA 46 63 82 104 132 165 a ? 4000 24 29 36 43 54 71 90 115 141 UZ o a MASONRY 24 24 36 42 48 L4X4X4" W/ J" EXP. BOLT TO CONC WALL TYP.) 24" WIDE GRIPSTRUT COAX CABLE CUSHION HANGER KIT 2x2x1/4" STL. ANGLE(TYP. BOTH S BOLTS 0 EACH END IDES) W/ 5/8 "0 EDGE OF FLEXENT EQUIPMENT CABINET COAX CABLE ATTACHED TO WALL WITH UNISTRUT/ CLAMPS 0 24" O.C. N) OR (E) CMU WALL CONDUIT STUB -UP 5l:ALt: I] N.T.S. 3 P[llx. 1. ALL VERTICAL REINFORCING FOR COL., PIERS & WALLS SHALL BE DOWELED AS SHOWN EXCEPT SPECIFIC DETAILS ON DRAWINGS SHALL GOVERN IN CASES OF CONFLICT. 2. DOWELS SHALL BE THE SAME GRADE, SIZE AND NUMBER AS VERTICAL REINFORCING. WIRE TIES (TYP.) SLOPE 1:6 MAX. FOR COL. REINF. 40 d LAP DOWELS OR BAR MIN. SPLICE HORIZONTAL BAR SPLICE VERTICAL BAR SPLICE TYP. BAR LAP SPLICE CMU DETAIL @a CORNER / INTERSECTION IN 7 TYP. BAR LAP SPLICE NTSE: 141 4 "0 x 4' LONG uniuin in Hint vroiry PIPE SIZE & DII MANUFACTURER ANTENNA MOUN1 N) MICROWAVE SEE PLAN FOR E) TOWER LEG/ OR (N) PIPE M.W. DISH MOUNTING EQUIPMENT CABINET PER PLAN 20' -0" N) ROYAL STREET LEASE AREA 13' -0" 2' -7" 6" 2' -11" 6" 2' -11" 6" 2' -7" 3 N) 1' -6" CONCRETE 2500 PSI CONCRETE FOOTING I PROPOSED ROYAL 9 STREET I / p -1 UTILITY SUPPORT a CABINETS - III= = = = = =z FUTURE I FUTt1RE INITIAL INI AL II BATTERY I ITS BTS BA RY I — L_ — T — — II I, II ill a I ST i ii ri PROPOSED ROYAL STREET TELCO I T I II / I CABINETS MOUNTED ON WALL OF CMU LL ENCLOSURE I I o e a I I I I I PROPOSED ROYAL STREET EMERGENCY GENERATOR RECEPTACLE AND POWER PANEL MOUNTED ON WALL OF CMU I ENCLOSURE I I I I I I I I L— — — — — — — — — — — — — — o IC-4 0 I EQUIPMENT CABINET PER PLAN 6 7 9 D -1 D -1 D -1 CMU WALL PER PLAN w aI w O N a 0 I CONCRETE EQUIPMENT PAD PLAN SCA 3/8 0" " 0 2" 2" 4 0 12" O.C. EACH WAY 3/4" CHAMFER ALL AROUND 5/8" HILTI KB -TZ WITH 6" HOOK 4.5" EMBEDMENT INTO ` 4 CONCRETE SLAB SCALE: 81 EQUIPMENT MOUNTING DETAILN.T.S. M N) CHAIN LINK FENCE UD 3 D -1 tO B" NORMAL WT. CMU WALL GROUT AL CELLS SOLID SPECIAL INSPECTION REQUIRED PER CBC 1704.5 4 HORIZONTAL MRS AT 24" O.C. 4 VERTICAL BARS AT 16" O.C. EQUIPMENT CABINET PER PLAN 4 0 12" O.C. EACH WAY RAISED EQUIPMENT PAD 4 DOWEL BARS AT 16" O.C. WITH 30" OVERLAP a I P a °• C d a " oa a a a d IL 6" HOOK (TYP.) 4 0 12" O.C. o EACH WAY 5 CONT. o a a e C c 1' -6" 6" HOOK (TYP.) SCALE: N.T.S. 5 I CONCRETE EQUIPMENT PAD SECTION y OF t_I\KE EBUILL1G R0 r% a ^ •,i i i Royal Street Communications California, L L C 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 VJLu I IINr VRIVIFII IVIV THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: - -- 12/22/09 ISSUED FOR: 100% CD REV.:= DATE: — DESCRIPTION:- —BY:= CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SOTTF, 480, NFWPORT BEACHCA 92660 949) 753 -8807 OFFICE- (949) 753.8833 FAX CDG #: 09 -6010 CONSULTANT: -- -- FOR SEQUOIA JNI DEPLOYMENT SLRVICES, INC. DRAWN BY:-- CHK.:= APV.:- EN DC DC 7 I Ir r.lc o EET TITLE DETAILS SHEET NUMBER: - -- D-2 SNAE: J12 AN 0 4 2010 9 QZII ( CI ii' J IJC111111 PL,! 011lj r.y P ni or ai•pruvo 2 - ,mll?' 22/09` PLAN CHECX ,; DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SOTTF, 480, NFWPORT BEACHCA 92660 949) 753 -8807 OFFICE- (949) 753.8833 FAX CDG #: 09 -6010 CONSULTANT: -- -- FOR SEQUOIA JNI DEPLOYMENT SLRVICES, INC. DRAWN BY:-- CHK.:= APV.:- EN DC DC 7 I Ir r.lc o EET TITLE DETAILS SHEET NUMBER: - -- D-2 SNAE: J12 AN 0 4 2010 Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 rnUJLUI i1NrUM1V11AI1UIN: THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: 12/22/09 ISSUED FOR:------- -- -- 100% CD REV.: --DATE: DESCRIPTION: --- BY:= 3 5 2 3 5 PER PLAN 01 r`... -_ 6 1 ¢ 8 7 w 1 . ll R;1CP, of I' L... i_ .. FINISHED GRADE 11 A NOTES: O1 2" x 2" x .120 CAP BOTH ENDS STRUCTURAL STEEL TUBE HEAVY DUTY LOCKING LATCH. 2O (2) 4 "X4" HEAVY DUTY GATE BUTT HINGES ® EACH SIDE. ee 2 1'2xWX09; WELD TO POST AND GATE FRAME. O L 2x2x3/16 WELD TO DC 1 O L 2 "x2 "x3/16" FRAME STEEL TUBE 100% CD SA 2" x 2" x 3/16" DIAGONAL BRACE © HILTI HY20 1/2 "0 08/25/09 90% CD EXPANSION BOLT ® 1' -0" NOTE : GATE IS ALL WELDED CUROCO" O VERTICALLY APPLIED STEEL DECKING O.0 MIN EM. 4 -1/4 CONSTRUCTION - GRIND ALL PATTERN #13 22 GA, GALV. IN 2 x 2 x 3/16 ANGLE BURRS SMOOTH PRIOR TO FRAME - CAP ALL ENDS. PAINT TO MATCH PRIME AND PAINT CMU WALL COLOR NOT USED SCALE: 9 NOT USED SCALE: 6 GATE DETAILN.T.S. N.T.S. N.T.S. AMETCO MANUFACTURING CORPORATION 4326 HAMANN PARKWAY P.O. BOX 1210 WILLOUGHBY, OHIO 44096 800- 321 -7042 TOLL FREE PHONE: 440) 951 -4300ACj0FAX: (44) 951 -2542 MANUFACTURING CORPORATION www.ametco.com L 2 "x2 "x3/16" FRAME 4" x 4" HEAVY DUTY BUTT HINGE TYP. OF 2 AT EACH JAMB VERTICALLY APPLIED STEEL DECKING CUROCO" PATTERN #13 22 GA. GALV. IN 2 x 2 x 3/16 ANGLE NEW 8" C.M.U. WALL FRAME — CAP ALL ENDS. PAINT TO MATCH CMU WALL COLOR HILTI HY20 1/2" DIAMETER EXPANSION BOLT 1' -0" O.C. MIN EMB.4 1/4" TS" 2 x 2 x .120— CAP BOTH ENDS L 2x2x3/16 WELD TO STEEL TUBE NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWINGS. NOT USED SCALE: 10 NOT USED E 7 SLIDE BOLT SCA 4 GATE JAMB @a CMU E 2EN.T.S. N.T.S. N.T.S. AMETCO MANUFACTURING CORPORATION 4326 HAMANN PARKWAY P.O. BOX 1210 WILLOUGHBY, OHIO 44096 800- 321 -7042 TOLL FREE f: 1 PHONE: (440 951 -4300COFAX: (440) 9)51 -2542 Jy MANUFACTURING CORPORATION www.ametco.com rr' J NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. DO NOT SCALE DRAWINGS. NOT USED SCALE: NOT USED SCALE: g NOT USED E STEEL HINGE E 3 N.T.S. N.T.S. N.T.S. N TAS Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 rnUJLUI i1NrUM1V11AI1UIN: THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 CURRENT ISSUE DATE: 12/22/09 ISSUED FOR:------- -- -- 100% CD REV.: --DATE: DESCRIPTION: --- BY:= CIVIL ENGINEER: - - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NF,WPORT REACHCA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 NSULTANT: t DLE UOIA PLOYMLN1 SLRVICLS, INC. DRAWN BY: CHK.:- -APV.: EN DC DC r LICENSER: — — _ - - - - QPOFESS /O QUO GHAE< Nq! 2 y c a o. mz 6 7I a m r9p CIVIL a P P OF CALIFOP JAN0420ii; LSHEET TITLE: DETAILS SHEET NUMBER.- = D -3 01 r`... -_ ll R;1CP, of I' lilt of 2 1'2xWX09; PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: - - CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NF,WPORT REACHCA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG #: 09 -6010 NSULTANT: t DLE UOIA PLOYMLN1 SLRVICLS, INC. DRAWN BY: CHK.:- -APV.: EN DC DC r LICENSER: — — _ - - - - QPOFESS /O QUO GHAE< Nq! 2 y c a o. mz 6 7I a m r9p CIVIL a P P OF CALIFOP JAN0420ii; LSHEET TITLE: DETAILS SHEET NUMBER.- = D -3 1. THE SEISMIC BRACING AND ANCHORAGE OF ELECTRICAL CONDUITS AND WIRE WAY SHALL BE IN ACCORDANCE WITH THE UNIFORM BUILDING CODE, CHAPTER 23 AND "GUIDELINE FOR SEISMIC RESTRAINTS OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS," PUBLISHED BY SMACNA AND PPIC, OR THE SUPERSTRUT- SEISMIC RESTRAINT, OR THE KIN -LINE SEISMIC RESTRAINT SYSTEM. 2. ALL ELECTRICAL MATERIALS AND EQUIPMENT SHALL BE NEW AND SHALL BE LISTED BY UNDERWRITER'S LABORATORIES (UL) AND BEAR THEIR LABEL, OR LISTED AND CERTIFIED BY A NATIONALLY RECOGNIZED TESTING AUTHORITY WHERE UL DOES NOT HAVE A LISTING. CUSTOM MADE EQUIPMENT SHALL HAVE COMPLETE TEST DATA SUBMITTED BY THE MANUFACTURER ATTESTING TO ITS SAFETY. IN ADDITION, THE MATERIALS, EQUIPMENT, AND INSTALLATION SHALL COMPLY WITH THE REQUIREMENTS OF THE FOLLOWING: AMERICAN SOCIETY OF TESTING MATERIALS (ASTM) INSULATED POWER CABLE ENGINEERS ASSOCIATION (IPCEA) NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA) AMERICAN STANDARD ASSOCIATION (ASA) FIRE PROTECTION AGENCY (NFPA) AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) CALIFORNIA ELECTRICAL CODE (CEC) - LATEST EDITION CALIFORNIA CODE OF REGULATIONS TITLE 24 (CCR) INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS (IEEE) ALL LOCAL CODES AND ORDINANCES OF AGENCIES HAVING JURISDICTION. WHERE THE CODES HAVE DIFFERENT LEVELS OF REQUIREMENTS, THE MOST STRINGENT RULE SHALL APPLY. 3. THE CONTRACTOR SHALL VISIT THE SITE INCLUDING ALL AREAS INDICATED ON THE DRAWINGS. HE SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE EXISTING CONDITIONS AND BY SUBMITTING A BID, ACCEPTS THE CONDITIONS UNDER WHICH HE SHALL BE REQUIRED TO PERFORM HIS WORK. 4, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN A COMPLETE SET OF CONTRACT DOCUMENTS, ADDENDA, DRAWINGS AND SPECIFICATIONS. HE SHALL CHECK THE DRAWINGS OF THE OTHER TRADES AND SHALL CAREFULLY READ THE ENTIRE SPECIFICATIONS AND DETERMINE HIS RESPONSIBILITIES. FAILURE TO DO SO SHALL NOT RELEASE THE CONTRACTOR FROM DOING THE WORK IN COMPLETE ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. 5. THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, FEES, CHARGES, AND INCIDENTAL COSTS NECESSARY FOR EXECUTION AND COMPLETION OF ELECTRICAL WORK, INCLUDING ALL CHARGES BY STATE, COUNTY AND LOCAL GOVERNMENTAL AGENCIES. 6. THE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHER TRADES AT THE SITE. ANY COSTS TO INSTALL WORK TO ACCOMPLISH SAID COORDINATION WHICH DIFFERS FROM THE WORK AS SHOWN ON THE DRAWINGS SHALL BE INCURRED BY THE CONTRACTOR. ANY DISCREPANCIES, AMBIGUITIES OR CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT DURING BID TIME FOR CLARIFICATION. ANY SUCH CONFLICTS NOT CLARIFIED PRIOR TO BID SHALL BE SUBJECT TO THE INTERPRETATION OF THE ARCHITECT AT NO ADDITIONAL COST TO THE OWNER. 7. THE CONTRACTOR SHALL PROVIDE AND KEEP UP -TO -DATE A COMPLETE RECORD SET OF DRAWINGS. UPON COMPLETION OF THE WORK, A SET OF REPRODUCIBLE CONTRACT DRAWINGS SHALL BE OBTAINED FROM THE ARCHITECT, AND ALL CHANGES AS NOTED ON THE RECORD SET OF DRAWINGS SHALL BE INCORPORATED THEREON WITH BLACK INK IN A NEAT, LEGIBLE, UNDERSTANDABLE AND PROFESSIONAL MANNER, FAILURE TO KEEP RECORD DRAWINGS UP -TO -DATE SHALL CONSTITUTE CAUSE FOR WITHHOLDING OF PROGRESS PAYMENTS. B. ALL INTERRUPTION OF ELECTRICAL POWER SHALL BE KEPT TO A MINIMUM. HOWEVER, WHEN AN INTERRUPTION IS NECESSARY, THE SHUTDOWN MUST BE COORDINATED WITH THE OWNER 14 DAYS PRIOR TO THE OUTAGE. ANY OVERTIME PAY SHALL BE INCLUDED IN THE CONTRACTOR'S BID. WORK IN EXISTING SWITCHBOARDS OR PANELBOARDS SHALL BE COORDINATED WITH THE OWNER PRIOR TO REMOVING ACCESS PANELS OR DOORS. 9. SHOP DRAWINGS SHALL BE SUBMITTED FOR ITEMS INDICATED ON PLANS. SHOP DRAWINGS SHALL INCLUDE ALL DATA WITH CAPACITIES, SIZES, DIMENSIONS, CATALOG NUMBERS AND MANUFACTURER'S BROCHURES. 10. AFTER ALL REQUIREMENTS OF THE SPECIFICATIONS AND /OR THE DRAWINGS HAVE BEEN FULLY COMPLETED, REPRESENTATIVES OF THE OWNER WILL INSPECT THE WORK. THE CONTRACTOR SHALL PROVIDE COMPETENT PERSONNEL TO DEMONSTRATE THE OPERATION OF ANY ITEM OR SYSTEM TO THE FULL SATISFACTION. FINAL ACCEPTANCE OF THE WORK WILL BE MADE BY THE OWNER AFTER RECEIPT OF APPROVAL AND RECOMMENDATION OF ACCEPTANCE FROM EACH REPRESENTATIVE. 11. THE CONTRACTOR SHALL FURNISH A ONE YEAR WRITTEN GUARANTEE OF MATERIALS AND WORKMANSHIP FROM THE DATE OF SUBSTANTIAL COMPLETION. ELECTRICAL GENERAL NOTES 12. ALL EQUIPMENT MOUNTED ON ROOF FOR CONNECTION TO PCS EQUIPMENT SHALL BE MOUNTED ON UNISTRUT STANDS UTILIZING APPROVED PITCH POCKETS, FLASHING, ETC. 13. ALL FINAL CONNECTIONS TO OWNER FURNISHED EQUIPMENT SHALL BE MADE BY THE CONTRACTOR. 14. COORDINATE WITH OTHER TRADES AS TO THE EXACT LOCATION OF THEIR RESPECTIVE EQUIPMENT. SUPPLY POWER AND MAKE CONNECTION TO EQUIPMENT REQUIRING ELECTRICAL CONNECTIONS. REVIEW THE DRAWINGS OF OTHER TRADES AND LOCATION OF EQUIPMENT. 15. EXACT METHOD AND LOCATION OF CONDUIT PENETRATION AND OPENINGS IN CONCRETE WALLS OR FLOORS OR STRUCTURAL STEEL MEMBERS SHALL BE AS DIRECTED BY THE STRUCTURAL ENGINEER. PERFORM CORING, SAWCUTTING, PATCHING, AND REFINISHING OF EXISTING WALLS AND SURFACES WHEREVER IT IS NECESSARY TO PENETRATE. OPENINGS SHALL BE SEALED IN AN APPROVED METHOD TO MEET THE FIRE RATING OF THE PARTICULAR WALL, FLOOR OR CEILING. EXACT METHOD AND LOCATIONS OF CONDUIT PENETRATIONS AND OPENINGS IN CONCRETE WALLS OR FLOORS SHALL BE U.L. APPROVED. DO NOT CUT OR BREAK ANY EXISTING REINFORCING BARS IN EXISTING CONCRETE OR MASONRY. IF IN DOUBT REGARDING LOCATION OF REINFORCING, THEN CONTRACTOR, AT CONTRACTOR'S EXPENSE, SHALL UTILIZE X -RAY, ULTRA - SOUND, OR OTHER AVAILABLE TECHNOLOGY TO LOCATE EXISTING REINFORCEMENTS PRIOR TO DRILLING OR CORING OPERATIONS. 16. CONNECTIONS TO VIBRATING EQUIPMENT AND SEISMIC SEPARATIONS: LIQUID -TIGHT FLEXIBLE STEEL CONDUIT IN DRY INTERIOR LOCATIONS. LIQUID -TIGHT FLEXIBLE STEEL CONDUIT IN AREAS EXPOSED TO WEATHER, DAMP LOCATIONS, CONNECTIONS TO TRANSFORMER ENCLOSURES, AND FINAL CONNECTIONS TO MOTORS. PROVIDE A SEPARATE INSULATED EQUIPMENT GROUNDING CONDUCTOR IN FLEXIBLE CONDUIT RUNS. MAXIMUM LENGTH SHALL BE SIX FEET UNLESS OTHERWISE NOTED. 17. ROUTE EXPOSED CONDUIT AND CONDUIT ABOVE ACCESSIBLE CEILING SPACES PARALLEL AND PERPENDICULAR TO WALLS AND ADJACENT PIPING. ARRANGE CONDUIT TO MAINTAIN HEADROOM AND TO PRESENT A NEAT APPEARANCE. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAWCUTTING, TRENCHING, BACKFILLING, COMPACTION AND PATCHING OF CONCRETE AND ASPHALT AS REQUIRED TO PERFORM HIS WORK. ATTENTION IS CALLED TO THE FACT THAT THERE ARE EXISTING UNDERGROUND UTILITY LINES. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN TRENCHING FOR HIS WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER AND APPROVED REPAIR OF ANY AND ALL DAMAGES CAUSED BY HIM OR HIS WORK. 19. WHENEVER A DISCREPANCY IN QUANTITY OR SIZE OF CONDUIT, WIRE, EQUIPMENT DEVICES, CIRCUIT BREAKERS, GROUND FAULT PROTECTION SYSTEMS, ETC. (ALL MATERIALS), ARISES ON THE DRAWINGS OR SPECIFICATIONS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND INSTALLING ALL MATERIAL AND SERVICES REQUIRED BY THE STRICTEST CONDITIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS TO ENSURE COMPLETE AND OPERABLE SYSTEMS AS REQUIRED BY THE OWNER AND ARCHITECT /ENGINEER. 20. UTILITY PENETRATIONS, OF ANY KIND, IN FIRE AND SMOKE PARTITIONS, NON -RATED CEILINGS, AND /OR NON -RATED WALLS, SHALL BE FIRESTOPPED AND SEALED WITH AN APPROVED MATERIAL SECURELY INSTALLED. 21. STRAIGHT FEEDER, BRANCH CIRCUIT, AND CONDUIT RUNS SHALL BE PROVIDED WITH SUFFICIENT PULL BOXES OR JUNCTION BOXES TO LIMIT THE MAXIMUM LENGTH OF ANY SINGLE CABLE PULL TO 100 FEET. PULL BOXES SHALL BE SIZED PER CODE OR AS INDICATED ON DRAWINGS. LOCATIONS SHALL BE DETERMINED IN THE FIELD OR AS INDICATED ON THE DRAWINGS. 22. MAXIMUM NUMBER OF CONDUCTORS IN OUTLET OR JUNCTION BOXES SHALL CONFORM TO THE CALIFORNIA ELECTRICAL CODE, ARTICLE 370 -6. 23. IDENTIFICATION NAMEPLATES SHALL BE MICARTA 1/8 INCH THICK AND OF APPROVED SIZE WITH BEVELED EDGES AND ENGRAVED WHITE LETTERS A MINIMUM OF 1/4 INCH HIGH ON BLACK BACKGROUND. NAMEPLATES SHALL BE PROVIDED FOR ALL CIRCUITS IN THE SERVICE DISTRIBUTION AND POWER DISTRIBUTION SWITCHBOARDS OR PANELBOARDS, DISCONNECTING SWITCHES, TRANSFORMERS, TERMINAL CABINETS, TELEPHONE CABINETS, ETC. ALL NAMEPLATES SHALL BE ATTACHED WITH SCREWS. PULL BOXES, JUNCTION BOXES, AND DEVICE BOXES SHALL BE MARKED WITH A PERMANENT MARKER. 24. THE EXACT LOCATION OF ALL ELECTRICAL DEVICES AND EQUIPMENT SHALL BE COORDINATED WITH THE DETAILS, OR SECTIONS PRIOR TO INSTALLATION. 25. DRAWINGS ARE DIAGRAMMATIC ONLY. ROUTING OF CONDUITS, RACEWAYS, CABLE TRAYS, AND /OR LADDER RACKS SHALL BE AT THE DISCRETION OF THE CONTRACTOR UNLESS OTHERWISE NOTED AND SHALL BE COORDINATED WITH OTHER SECTIONS. DO NOT SCALE THE ELECTRICAL DRAWINGS FOR LOCATIONS OF ANY ELECTRICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, OR MECHANICAL ITEMS OR FEATURES. 26. SPECIAL RECEPTACLE FOR CONNECTION TO PORTABLE EMERGENCY GENERATOR WHEN SPECIFIED SHALL BE 200 AMPERE, THREE -WIRE, THREE -POLE, REVERSE SERVICE, PIN AND SLEEVE TYPE WITH MOUNTING BOX. VERIFY TYPE OF EMERGENCY GENERATOR CONNECTION WITH CONSTRUCTION MANAGER. 27. RIGID GALVANIZED STEEL CONDUIT SHALL BE FULL WEIGHT THREADED TYPE. ELECTRICAL METALLIC TUBING (EMT) MAY BE USED IN WALLS OR CEILING SPACES WHERE NOT SUBJECT TO MECHANICAL DAMAGE. PVC SCHEDULE 40 MAY BE INSTALLED BENEATH SLAB OR BELOW GRADE, FLEXIBLE STEEL CONDUIT MAY BE USED AT OUTLET CONNECTIONS WITH NO RUNS LONGER THAN SIX FEET. AN EQUIPMENT GROUNDING CONDUCTOR SHALL BE PROVIDED IN ALL CONDUITS. 28. RIGID GALVANIZED STEEL CONDUIT FITTINGS SHALL BE THREADED AND THOROUGHLY GALVANIZED. ELECTRICAL METALLIC TUBING (EMT) CONDUIT FITTINGS SHALL BE STEEL, RAINTIGHT THREADLESS COMPRESSION TYPE. DIE CAST, SET SCREW, OR INDENTER TYPES ARE NOT ACCEPTABLE. FLEXIBLE STEEL CONDUIT FITTINGS SHALL BE MALLEABLE IRON CLAMP, SQUEEZE TYPE OR STEEL TWIST -IN TYPE WITH INSULATED THROAT. SET SCREW TYPE IS NOT ACCEPTABLE. 08/25/09 29. ALL CONDUCTORS SHALL BE COPPER #10 AWG MINIMUM SIZE, TYPE THHN /THWN THERMOPLASTIC, 600 VOLT, 75 DEGREES CELSIUS WET AND 90 DEGREES CELSIUS DRY AND U.L. LISTED UNLESS NOTED OTHERWISE. CONDUCTORS #10 AWG AND SMALLER SHALL BE SOLID. CONDUCTORS #8 AWG AND LARGER SHALL BE STRANDED. 30. JUNCTION AND PULL BOXES: FOR INTERIOR DRY LOCATIONS, BOXES SHALL BE GALVANIZED ONE- PIECE, DRAWN STEEL, KNOCKOUT TYPE WITH REMOVABLE MACHINE SCREW SECURED COVERS. FOR OUTSIDE, DAMP, OR SURFACE LOCATIONS, BOXES SHALL BE HEAVY CAST ALUMINUM OR CAST IRON WITH REMOVABLE, GASKETED, NON- FERROUS MACHINE SCREW SECURED COVERS. BOXES SHALL BE SIZED FOR THE NUMBER AND SIZES OF CONDUCTORS AND CONDUIT ENTERING THE BOX AND EQUIPPED WITH PLASTER EXTENSION RINGS WHERE REQUIRED. BOXES SHALL BE LABELED TO INDICATE PANEL AND CIRCUIT NUMBER, OR TYPE OF SIGNAL OR COMMUNICATIONS SYSTEM. 31. ALL OUTDOOR ELECTRICAL DEVICES OR EQUIPMENT SHALL BE OF WEATHERPROOF TYPE. 32. ALL CONNECTIONS TO GROUND BUSSES SHALL BE MADE W /CRIMP TYPE COMPRESSION CONNECTORS (2 HOLE LUGS). BUSS SHALL BE DRILLED TO ACCOMMODATE ALL CONNECTORS. A AMP(S) AF AMP FUSE AFF ABOVE FINISHED FLOOR AIC "AMPERES INTERRUPTING CAPACITY" AS AMP SWITCH ASCC AVAILABLE SHORT CIRCUIT CURRENT C "CONDUIT ", WITH CONDUCTORS AS REQUIRED BY DRAWINGS OR SPECIFICATIONS. C.O. "CONDUIT ONLY ". PROVIDE PULL ROPE FOR ALL EMPTY CONDUIT AS REQUIRED. ELEV ELEVATION EMT ELECTRICAL METALLIC TUBING CONDUIT KW "KILOWATT" KVA "KILOVOLT AMPERES" MCC MOTOR CONTROL CENTER O.C. ON CENTER" P POLE PNL PANEL RGS RIGID GALVANIZED STEEL CONDUIT T TRANSFORMER UNO UNLESS NOTED OTHERWISE V VOLTS" W WIRE WP WEATHERPROOF, NEMA 3R 0 PHASE OR DIAMETER ELECTRICAL EQUIPMENT SHOWN DASHED IS EXISTING. T TELEPHONE CONDUIT WITH PULL LINE IN PLACE. E- ELECTRICAL CONDUIT WITH PULL LINE IN PLACE. COAXIAL CABLE /WAVEGUIDE CONDUIT WITH PULL LINE(S) A IN PLACE. 2 AWG, BARE, TINNED, SOLID, COPPER WIRE (UNLESS OTHERWISE SPECIFIED). CONDUIT STUBBED OUT AND CAPPED, WITH PULL LINE IN PLACE. CROSS LINES ON CONDUIT RUNS INDICATE NUMBER OF #12CURRENT CARRYING CONDUCTORS CONTAINED THEREIN.TWO #12 AND ONE #12 GROUND WIRE ARE INDICATED WHEN CROSS LINES ARE NOT SHOWN. NUMERALS ADJACENT TO CROSS LINES ON CONDUIT RUNS INDICATE SIZE OF CONDUCTORS IN LIEU OF #12. ALL CONDUITS SHALL CONTAIN ONE GROUND WIRE SIZED PER C.E.C. TABLE250 -95, BUT NOT SMALLER THAN #12. B -1,3 CONDUIT HOME RUN TO PANELBOARD. LETTER AND NUMERALS i INDICATE ELECTRICAL PANEL AND CIRCUIT NUMBER. ISOLATED GROUND WIRE. RUN IN ADDITION TO REGULAR GROUND WIRE. zMdff- RECESSED COMMUNICATION TERMINAL CABINET. SURFACE MOUNTED COMMUNICATION TERMINAL CABINET. e _ ` i 0 JUNCTION BOX PEDESTAL TYPE FLOOR MOUNTED. TELEPHONE TERMINAL BACKBOARD 'TLB . 3/4 INCH SANDED AND PAINTED CDX PLYWOOD, VV r 4' X 8' UNLESS NOTED OTHERWISE. GFP GROUND FAULT PROTECTION DEVICE. MECHANICAL CONNECTION. EXOTHERMIC /CADWELD CONNECTION. 5/8 "0 x 10' -0" COPPER, OR COPPER CLAD STEEL GROUND ROD AT 10' -0" O.C. (MAX) GROUND ROD INSPECTION WELL CONNECTION TO GROUND, MINIMUM TWO (2) OF THE FOLLOWING: EARTH, BUILDING, COLD WATER PIPING. VERIFY CONTINUITY FOR ALL GROUND SOURCES WITH A TOTAL RESISTANCE OF < 5 OHMS. MANUAL TRANSFER SWITCH (MTS) OR DISCONNECT. 21 ABBREVIATIONS & SYMBOLS iJ Royal Street Communications California, LL 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 KUJLUI IINrUMMAIIUIN: - -- THE OUTHOUSE LA341 OB 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE: - 12/22/09 ISSUED FOR: - -- - _ - -- 100% CD r REV.:= DATE: -I IVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACHCA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG#: 09 -6010 CONSULTANT: - tLFE UO IA PLOYMENT SERVICES, INC. DRAWN BY:- - CHK.: -APV.: ' EN DC DC LICENSER: QPoF ESS /pN m Z No.6 ZmyC_ w pir 1 r msa LP Pqrclvll. . P pp CAUFOP JAN042M EET TITLE ELECTRICAL NOTES, ABBREVIATIONS F-SHEET NUMBER: - -= - -_- EN -1 irdir 2 ov 12/2,2/@8,., L09/01/09 08/25/09 IVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACHCA 92660 949) 753 -8807 OFFICE - (949) 753 -8833 FAX CDG#: 09 -6010 CONSULTANT: - tLFE UO IA PLOYMENT SERVICES, INC. DRAWN BY:- - CHK.: -APV.: ' EN DC DC LICENSER: QPoF ESS /pN m Z No.6 ZmyC_ w pir 1 r msa LP Pqrclvll. . P pp CAUFOP JAN042M EET TITLE ELECTRICAL NOTES, ABBREVIATIONS F-SHEET NUMBER: - -= - -_- EN -1 TELCO FROM (E) UTILITY POLE #2289680E 4 "m UNDERGROUND CONDUIT W/ PULL ROPE ( APPROX. 120') WITH PULL BOXES AS REQUIRED BY VERIZON 1/2 "C (PVC) 1 AWG 2 TO 5/8 "0 x 101 GROUND ROD N) 2" C. (PVC) 3 #3/0 + 1 #4 (GRND.) APPROX 120 FT., VD =1.2% POWER PROTECTION CABINET "PPC" U.L. LISTED AS SERVICE ENTRANCE EQUIPMENT) 2 "0 SCH 40 CONDUIT W/ PULL ROPE TELCO BOARD POWER FROM E) UTILITY POLE 2289680E 2P 200A N) 17"x30" HAND HOLE 3" (PVC) - APPROX 10 FT CABLES BY UTILITY CO.) NEW METER PEDESTAL, 120/24OV, 1P, 3W 4 CLIP 200A, A.I.0 =42KA TO BE M MOUNTED ADJACENT (E) UTILITY POLE 2289680E 2P /200A) PANEL PP 120/240V 1 MOD MOD CELL CELL 2P SINGLE LINE DIAGRAM NOTES: 1. SERVICE POWER SHALL BE 200A, 120/24OV, 10, 3W. 2. UTILITY RECEPTACLE IS A GFCI DUPLEX OUTLET INSTALLATION INSTRUCTION. 3. FOR COMPLETE INTERNAL WIRING AND ARRANGEMENTS, REFER TO VENDOR SEE MATERIALS LIST), PROVIDED AND INSTALLED BY SHELTER MANUFACTURER. 4. PROVIDE A MIN. 36" WORK CLEARANCE IN FRONT OF PANELS AND SERVICE EQUIPMENT. 5. ALL BREAKERS IN THE PANEL ARE TO BE RATED 42,000 RMS SYMMETRICAL AMPS, 240V MAX, 75' C. 6. ALL WIRING SHALL BE TYPE THWN, CU; 75'C 7, CONDUIT REQUIREMENTS (TYP., U.N.O.): A. UNDERGROUND: PVC (SCH. 40 OR SCH. 80). B. INDOOR: EMT (RGS IN TRAFFIC AREAS). C. OUTDOOR (ABOVE GRADE): RGS GENERAL UTILITY NOTES 3 #3/0 + 1 #4 GND. 200A GENERATOR RECEPTACLE LOCATED AT PPC CABINET) 200A WALKING BEAM INTERLOCK BREAKERS (DOUBLE THROW TRANSFER SWITCH) POWER PANEL "PP" INSIDE PPC" (ALL BREAKERS COME FACTORY INSTALLED) SURGE SUPPRESSOR N) 2 "C (PVC) 3 #2 +1 #6 GND. CLASS B OR C TYP THWN 1. UTILITY POINTS OF SERVICE AND WORK /MATERIALS SHOWN ARE BASED UPON INFORMATION PROVIDED BY THE UTILITY COMPANIES AND ARE FOR BID PURPOSES ONLY. 2. CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANY FOR FINAL AND EXACT WORK /MATERIALS REQUIREMENTS AND CONSTRUCT TO UTILITY COMPANY ENGINEERING PLANS AND SPECIFICATIONS ONLY. CONTRACTOR SHALL FURNISH AND INSTALL ALL CONDUIT, PULL ROPES, CABLES, PULL BOXES, CONCRETE ENCASEMENT OF CONDUIT (IF REQUIRED), TRANSFORMER PAD, BARRIERS, POLE RISERS, TRENCHING, BACKFILL, PAY ALL UTILITY COMPANY FEES, AND INCLUDE ALL REQUIREMENTS IN SCOPE OF WORK. 1. SITE EXAMINATION: BIDDERS ARE URGED TO VISIT THE JOB SITE TO MAKE HIMSELF /HERSELF THOROUGHLY FAMILIAR WITH THE EXISTING CONDITIONS, AND THE EXTENT OF WORK TO BE DONE BEFORE SUBMITTING BID. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 2. DESCRIPTION OF WORK: THE SCOPE OF WORK COVERED BY THIS SECTION CONSISTS OF PROVIDING ALL LABOR, EQUIPMENT, MATERIALS, AND SUPERVISIONS TO COMPLETE THE CONSTRUCTION OF ELECTRICAL MODIFICATIONS IN ACCORDANCE WITH THIS SPECIFICATIONS AND DRAWINGS. 3. FEES, PERMITS, AND LICENSES: FEES, PERMITS, AND LICENSES REQUIRED BY THE LEGALLY CONSTITUTED AUTHORITIES FOR THE INSTALLATION OF THE WORK ACCORDING TO THE DRAWINGS AND SPECIFICATIONS SHALL BE OBTAINED AND PAID FOR BY THIS CONTRACTOR WHO SHALL DELIVER THE ABOVE MENTIONED CERTIFICATES TO THE OWNER. 4. GUARANTEES: ALL MATERIALS AND EQUIPMENT FURNISHED AND INSTALLED UNDER THIS CONTRACT SHALL BE NEW FREE FROM ALL DEFECTS, SHALL BE LISTED, LABELED, OR CERTIFIED FOR ITS USE BY A NATIONAL RECOGNIZED TESTING LABORATORY, AND CONFORM TO NEMA, NEC, AND AIEE STANDARDS. THE CONTRACTOR SHALL GUARANTEE THE ENTIRE WORK FOR A PERIOD OF ONE (1) YEAR AFTER FINAL ACCEPTANCE TO AGAINST ANY DEFECTS AND MALFUNCTIONS OF THE SYSTEMS. IF DURING THIS PERIOD ANY MATERIAL, EQUIPMENT, OR ANY PART OF THE SYSTEMS FAIL TO FUNCTION PROPERLY, THE CONTRACTOR SHALL MAKE CORRECTION WITHOUT ANY EXPENSE TO THE OWNER. 5. RECORD DRAWINGS: THE CONTRACTOR SHALL PROVIDE AND KEEP UP -TO -DATE A COMPLETE "AS- BUILT" RECORD SET OF BLUEPRINTS WHICH SHALL SHOW EVERY CHANGE FROM THE ORIGINAL DRAWINGS AND THE EXACT "AS- BUILT" LOCATIONS AND SIZES OF THIS TRADE. UPON COMPLETION OF THE WORK, THIS SET OF PRINTS SHALL BE DELIVERED TO THE OWNER. 6. EXISTING CONDITIONS: ALL EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE FIELD SURVEY INFORMATION FURNISHED BY OWNER'S SURVEY CREW WHICH MAY NOT REFLECT THE EXACT AS -BUILT CONDITIONS CONTRACTOR SHALL INCLUDE IN HIS BID TO PERFORM FIELD INVESTIGATIONS AS NECESSARY TO PINPOINT THE EXACT LOCATIONS OF DEVICES, CIRCUIT BREAKERS, AND CONDUIT HOMERUNS AS REQUIRED FOR MAKING NEW CONSTRUCTION. 7. DEMOLITION: REMOVE EXISTING ELECTRICAL /TELEPHONE /DATA CABLE DEVICES THAT ARE AFFECTED BY THE DEMOLITION OF WALLS, CEILING, ETC., AND THAT ARE INTERFERED WITH NEW CONSTRUCTION WORK. EXTEND ANY INTERRUPTED CIRCUITS TO THE DEVICES WHICH REMAINING IN SERVICE. CLEAN ALL REMOVED ITEMS THAT ARE TO BE RE -USED BEFORE INSTALLING. 8. IDENTIFICATIONS: COMPLETE IDENTIFICATION OF PROJECT ELECTRICAL COMPONENTS IS REQUIRED. INSTALL TYPEWRITTEN DIRECTORIES OF ALL CIRCUITS ON INSIDE OF PANELS. 9. RECEPTACLES: RECEPTACLES SHALL BE SPECIFICATION GRADE, GROUNDING TYPE, 3 POLE, 2 WIRE AND POLARIZED, MOUNTING HEIGHT SHALL BE AS INDICATED. RECEPTACLES SHALL HAVE THEIR SERVING PANELS AND CIRCUIT NUMBERS PERMANENTLY MARKED ON PLATES. 10. BOXES: JUNCTION BOXES AND PULL BOXES SHALL BE OF CODE GAUGE AND OF THE REQUIRED SIZE TO ACCOMMODATE NUMBER OF CONDUCTORS SHOWN. FOR INTERIOR DRY LOCATIONS, BOXES SHALL BE GALVANIZED ONE- PIECE, DRAWN STEEL, KNOCKOUT TYPE, WITH REMOVABLE MACHINE SCREW SECURED COVERS. ALL REQUIRED CONDUIT BENDS, FITTINGS, BOXES, AND ETC. WHETHER SHOWN OR NOT SHALL BE PROVIDED TO MEET ALL CODES AND STANDARDS REQUIREMENTS. 11, CIRCUIT BREAKERS: CIRCUIT BREAKERS SHALL BE QUICK MAKE, QUICK BREAK, MOLDED CASE, BOLT -ON TYPE DESIGNED FOR ELECTRICAL SERVICES AS INDICATED WITH MINIMUM 10,000 AMPERES RMS SHORT CIRCUIT RATING, UNLESS NOTED OTHERWISE. WHERE NEW CIRCUITS ARE SHOWN TO EXISTING PANELS, 12. PROVIDE NEW BREAKERS AS INDICATED. CONDUIT: UNLESS NOTED OTHERWISE, USE RIGID GALVANIZED STEEL CONDUIT FOR ALL SIZES 2 1/2" AND LARGER THAT ARE INSTALLED ABOVE GRADE OR SUBJECT TO MECHANICAL INJURY. USE ELECTRICAL METALLIC TUBING FOR TRADE SIZES OF 1/2" TO 2" INCLUSIVE IN ALL DRY LOCATIONS, EXCEPT WHERE RIGID METALLIC CONDUIT IS REQUIRED OR INDICATED. USE FLEXIBLE STEEL CONDUIT IN AREAS WHERE INSTALLATION OF EMT AND RIGID CONDUITS ARE NOT PRACTICAL, OR WHERE MOVEMENT OF THE ITEM IS REQUIRED DUE TO VIBRATIONS OR FOR MAINTENANCE. FLEXIBLE CONDUIT SHALL NOT EXCEED 6 FEET IN LENGTH. CONDUIT ABOVE CEILING SHALL BE SELF - SUPPORTING AND IN NO WAY SUPPORT BY LIGHTING FIXTURE AND CEILING. ALL ROUTES OF CONDUITS AS SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO FIELD VERIFY EXACT ROUTING. RUN ALL CONDUITS CONCEALED IN WALLS, BELOW 13. SLAB, OR ABOVE CEILING EXCEPT WHERE OTHERWISE INDICATED. CONDUCTORS: ALL CONDUCTORS SHALL BE SOFT -DRAWN ANNEALED COPPER, 98% CONDUCTIVITY, STRANDED, WITH 600 VOLT INSULATION. #12 AWG SHALL BE THE MINIMUM WIRE SIZE ALLOWED. 14, CONDUCTORS SHALL HAVE THWN OR THHN INSULATION AS APPLICABLE. COLOR CODE ALL WIRING. OPERATIONAL TESTS: UPON COMPLETION OF ALL THE INSTALLATION, THE CONTRACTOR SHALL CONDUIT AN OPERATING TEST IN THE PRESENCE OF THE OWNER OR THE OWNER'S REPRESENTATIVES TO ADJUST AND TEST ALL ELECTRICAL ITEMS AND SYSTEMS TO INSURE ALL THE ELECTRICAL ITEMS AND SYSTEMS IN A SATISFACTORY OPERATING CONDITION. ITEM IN NEED OF CORRECTIONS AND DISCOVERED DEFECTS DURING SUCH TESTING SHALL BE IMMEDIATELY REPAIRED THEN BE RETESTED. ALL SUCH REPAIR OR REPLACEMENT SHALL BE DONE AT NO COST TO THE OWNER. NOTE: UTILITY PLAN IS PRELIMINARY PENDING RECEIPT OF LOCAL UTILITY PLANNER DESIGN. KEYNOTES: N) E) UTIITY POE ROYAL STREET PPC, CABINET & STREETLPOWERL &# ELCO P O.C. EMERGENCY N) ROYAL STREET 17 "00" POWER 2 HAND HOLE N) NOT USED STREET TELCO CABINETS N) ROYAL STREET METER PEDESTAL 4 120/24OV, 10, 3W 200A STREET EQUIPMENT CABINETS N) ROYAL STREET UNDERGROUND 5 POWER & TELCO CONDUITS FROM (E) STREET GPS ANTENNA UTILITY POLE TO (N) LEASE AREA 3 APPROX. 120'±) 0 N) ROYAL STREET LIGHT SW. (W.P.) 10, ( N) ROYAL STREET SERVICE LIGHTS TOTAL OF (2) CITY OF LAKE E!..1-"N1ORE BUILDiJ IG DI `Y i A IN I ELECTRICAL SITE PLAN, SPECIFICATIONS 18; -0" 1 N WARNING TAPE W/ TRACE WIRE E) FINISH GRADE TELCO CONDUIT (SEE PLAN) ELECTRICAL POWER CONDUIT (SEE PLAN) 12" CLR. MATCH (E) FINISH GRADE COMPACTED BACK FILL 90% MIN.) UNDISTURBED NATIVE SOIL COMPACTED SAND BEDDING (4" MIN.), PER SCE OR UTILITY CO. SPECS 9 4 30 PANEL "PP "— 120/240V 10 3W 200A 42 KAIC 200A MAIN BREAKER N) ROYAL STREET PPC, CABINET & 7 EMERGENCY 1_2 GENERATOR RECEPTACLE NO. N) ROYAL STREET TELCO CABINETS 10 N) ROYAL STREET EQUIPMENT CABINETS 100 N) ROYAL STREET GPS ANTENNA 10, ( N) ROYAL STREET SERVICE LIGHTS TOTAL OF (2) CITY OF LAKE E!..1-"N1ORE BUILDiJ IG DI `Y i A IN I ELECTRICAL SITE PLAN, SPECIFICATIONS 18; -0" 1 N WARNING TAPE W/ TRACE WIRE E) FINISH GRADE TELCO CONDUIT (SEE PLAN) ELECTRICAL POWER CONDUIT (SEE PLAN) 12" CLR. MATCH (E) FINISH GRADE COMPACTED BACK FILL 90% MIN.) UNDISTURBED NATIVE SOIL COMPACTED SAND BEDDING (4" MIN.), PER SCE OR UTILITY CO. SPECS 9 4 30 PANEL "PP "— 120/240V 10 3W 200A 42 KAIC 200A MAIN BREAKER DESCRIPTION CB No. L1 1_2 NO. CB DESCRIPTION MODCELL #1 CIRCUIT 10 1 2 ' 7900 09/01/09 2 60 SURGE SUPPRESSOR (INTERNAL) 3 7900 42 2 MODCELL #2 CIRCUIT 10 5 7900 600 6 2 1 SERVICE LIGHTS 7 79001 8 2 1 SPARE2 GFI RECEPTACLE (INTERNAL) 2 1 9 180 10 201 SPARE VENT FAN (INTERNAL) 101 11 100 12 2 1 SPARE LOAD PHASE 15,980 16,500 TOTAL CONNECTED LOAD + 25% LCL = 32.5KVA/0,240 = 135.3A < 200A NOTES: ALL EQUIPMENT (FUSES, CIRCUIT BREAKERS, BUSSING, ETC.) SHALL HAVE A SHORT CIRCUIT RATING EQUAL TO, OR GREATER THAN, THE AVAILABLE SHORT CIRCUIT CURRENT AT THE LOCATION. ALL SERVICE EQUIPMENT AND INSTALLATION WORK SHALL CONFORM TO THE UTILITY COMPANY REQUIREMENTS, ELECTRICAL SINGLE LINE DIAGRAM NONEE. UTILITY TRENCHING NoAr1eE: 3 I PANEL SCHEDULE NONEE. ` Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 F— F'KUJLU I IIVrUNMAI IUIN: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE: 12/22/09 ISSUED FOR: -- 100% CD REV.: -DATE: PE_Cr'D1DT1nN1. QV.- IVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSUL TLVG CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BFACHCA 91660 949) 753 -8867 OFFICE- (949) 753.8833 FAX CDG #: 09 -6010 CONSULTANT: - - - - -- SEOU01A PLOYMLNI SERVICES, INC. DRAWN BY: __.--_- -CHK.: APV.:— EN DC DC ENSER: OQPOFESS / pN tGHAE< CglFQ t'" CZZyO E5 sT CIVII S rF OF CAUFOQ 1 0 4 1010 SHEET TITLE: -- - -- ELECTRICAL SITE PLAN, PANEL SCH., SINGLE LINE DIAGRAM, NOTES SHEET NUMBER: E -1 f.n I i.y. J , unit or aPprc 2 ' 12 f P,21G9 1 09/01/09 0 08/25/09 IVIL ENGINEER: CONNELL DESIGN GROUP, LLC CONSUL TLVG CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BFACHCA 91660 949) 753 -8867 OFFICE- (949) 753.8833 FAX CDG #: 09 -6010 CONSULTANT: - - - - -- SEOU01A PLOYMLNI SERVICES, INC. DRAWN BY: __.--_- -CHK.: APV.:— EN DC DC ENSER: OQPOFESS / pN tGHAE< CglFQ t'" CZZyO E5 sT CIVII S rF OF CAUFOQ 1 0 4 1010 SHEET TITLE: -- - -- ELECTRICAL SITE PLAN, PANEL SCH., SINGLE LINE DIAGRAM, NOTES SHEET NUMBER: E -1 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL GROUNDING INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS. 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER METALLIC COMPONENTS USING #2 GROUND WIRES AND CONNECTED TO SURFACE MOUNTED GROUND BUS BARS AS SHOWN. FOLLOW ANTENNA AND BTS MANUFACTURER'S PRACTICES FOR GROUNDING REQUIREMENTS. GROUND COAX SHIELD AT BOTH ENDS USING MANUFACTURES PRACTICES. ALL U/G WATER PIPES, METAL CONDUITS AND GROUNDS THAT ARE A PART OF THIS SYSTEM SHALL BE BONDED TOGETHER. 3. ALL GROUND CONNECTIONS SHALL BE #2 AWG U.O.N. ALL WIRES SHALL BE COPPER THHN /THWN. ALL GROUND WIRE SHALL BE TIN COATED OR GREEN INSULATED WIRE. 4. VERIFY AND TEST GROUND TO SOURCE TO A RANGE OF 5 TO 10 OHMS MAXIMUM. PROVIDE SUPPLEMENT GROUNDING RODS AS REQUIRED TO ACHIEVE SPECIFIED OHMS READING. BE RESPONSIBLE TO PROVIDE GROUND CONDUCTOR FROM THE ANTENNA TO GROUNDING POINT. GROUNDING AND OTHER OPTIONAL TESTING WILL BE WITNESSED BY THE R.S.C. REPRESENTATIVE. 5. NOTIFY ARCHITECT /ENGINEER IF THERE ARE ANY DIFFICULTIES INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. 6. BARE GROUNDING CONDUCTOR SHALL BE HARD DRAWN TINNED COPPER SIZES AS NOTED ON PLAN. 7. ALL HORIZONTALLY RUN GROUNDING CONDUCTORS SHALL BE INSTALLED MINIMUM 30" BELOW GRADE IN TRENCH, U.O.N., AND BACK FILL SHALL BE COMPACTED. 8. AS POSSIBLE, WITH A MINIMUM 12" BENDING RADIUS NOT LESS THAN 90'. 9. ALL SUPPORT STRUCTURES, CABLE CHANNEL WAYS OR WIRE GUIDES SHALL BE BONDED TO GROUND SYSTEM AT A POINT NEAREST THE MAIN GROUNDING BUS "MGB" WITH A MINIMUM NO. 2 TINNED COPPER CONDUCTOR AND (2) -HOLE COMPRESSION CONNECTOR AT BUS. 10. PROVIDE 'BURNDY' CRIMP -ON SYSTEM CONNECTORS AND ANTENNA PLATE CONNECTORS AT ANTENNA GROUND CONDUCTOR CONNECTIONS. 11. HAVE A COATING OF "KOPR- SHIELD" OR "NO- OX -ID" APPLIED TO THE CONNECTION. 12. ALL BOLTED CONNECTION HARDWARE AT EQUIPMENT SHALL BE TYPE 316 SS, OR DRIVEN BRONZE WITH "KOPR- SHIELD" OR "NO- OX -ID" APPLIED TO THE CONNECTION. GROUNDING NOTES I SCALE: N.T.S. G ow gym? o ionK 0 I E) GRADE N) GROUND RING AWG 12 BTCW COPPER CLAD GROUND ROD 5/8 "0 X 10' -0" LONG BURIED 30" BELOW GRADE. GROUND ROD DETAIL SCALE: N.T.S S LOOP -UP #2, SOLID FOR TO ACCESS FOR TESTING HARGER #10PS STEEL WELL COVER FINISHED GRADE I HARGER #360PS GRID ACCESS WELL WHERE OCCURS GROUND RING PER PLAN CADWELD TYPE "NX1" MOLD GROUND RING GROUND ROD CADWELD TYPE NX1" MOLD GROUND ROD 0 9 O(N) ROYAL STREET COMMUNICATIONS EQUIPMENT CABINETS O(N) GROUND RING AWG #2 BTCW BURIED 30" BELOW GRADE 3 PPC TELCO CABINET OPPC POWER CABINET O5 GPS ANTENNA 0 0 13 16 O O 0 7 0 NOR 0 — 0 16 <1> 12 J_J -- G) I Fr I= _ __ 7-1 - - -- - - - -- - - II O1 11 , III 1 I II I O I O O c III - O II I II- - - - - -- — - -- — - - - I L Lbi r 14 c c10 I I G, c c 2 0 I I G G) C3 I I I / I I 1 19 " 6 G G G G G G G G G I Cam- G/ TYP. EQUIPMENT CABINET AND ANTENNA GROUNDING KEY NOTES OANTENNA GROUND BUS BAR @ EACH SECTOR O7 NIU CABINET 9/ 4OS GROUND ROD OGROUND TEST WELL 0> ANTENNA GROUND BUS BAR AT TOP & BOTTOM OF MONOPINE G 1OAWG # 2 STRANDED COPPER GROUND WIRE TO ANTENNA 1 GROUND BUS BAR AT LEASE AREA. (FOLLOW COAX ROUTING) 12 MASTER GROUND BAR E -3 13 ANTENNA GROUND BUS BAR IN LEASE AREA 9> EQUIPMENT GROUND BUS BAR © UTILITY PANELS 3> AWG #2 INSULATED COPPER GROUND WIRE 9> AWG 2 BARE STRANDED COPPER GROUND WIRE 17 FUTURE FIBER PANEL 18 SERVICE LIGHT (TOTAL OF 2) 19 2'0 M.W. ANTENNA NOTE: GROUND ALL FOUR CORNERS OF N) CHAIN LINK UD 0 CITY OF LAKE ELSINORE BUILDING DIVISION PERMIT LEGEND MECHANICAL CONNECTION EXOTHERMIC WELD (CADWELD /THERMOWELD) CONNECTION. 5/8 "0 x 10' -0" COPPER, OR COPPER CLAD STEEL GROUND ROD AT 10' -0" O.C. (MAX) GROUND ROD INSPECTION WELL G- #2 B.T.C.W. BTCW GROUND RING (UNLESS OTHERWISE SPECIFIED). S.O.H. S.O.H. SECONDARY OVERHEAD GROUND ROD ACCESS DETAIL I SCALE: 141 ELECTRICAL GROUNDING PLAN SCALE: 1 N.T.S. Royal Street Communications California, LL 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 KUJLU I IIVYUKMAI IUN: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE:=-- - 12/22/09 ISSUED FOR: 100% CD REV.:= DATE:-- DESCRIPTION:- = BY:= III =1 1J1 -111- ill -ilf III -LI -L III =III: II I-- - --11I -1- I Inll1 l 0 FINISHED GRADE I HARGER #360PS GRID ACCESS WELL WHERE OCCURS GROUND RING PER PLAN CADWELD TYPE "NX1" MOLD GROUND RING GROUND ROD CADWELD TYPE NX1" MOLD GROUND ROD 0 9 O(N) ROYAL STREET COMMUNICATIONS EQUIPMENT CABINETS O(N) GROUND RING AWG #2 BTCW BURIED 30" BELOW GRADE 3 PPC TELCO CABINET OPPC POWER CABINET O5 GPS ANTENNA 0 0 13 16 O O 0 7 0 NOR 0 — 0 16 <1> 12 J_J -- G) I Fr I= _ __ 7-1 - - -- - - - -- - - II O1 11 , III 1 I II I O I O O c III - O II I II- - - - - -- — - -- — - - - I L Lbi r 14 c c10 I I G, c c 2 0 I I G G) C3 I I I / I I 1 19 " 6 G G G G G G G G G I Cam- G/ TYP. EQUIPMENT CABINET AND ANTENNA GROUNDING KEY NOTES OANTENNA GROUND BUS BAR @ EACH SECTOR O7 NIU CABINET 9/ 4OS GROUND ROD OGROUND TEST WELL 0> ANTENNA GROUND BUS BAR AT TOP & BOTTOM OF MONOPINE G 1OAWG # 2 STRANDED COPPER GROUND WIRE TO ANTENNA 1 GROUND BUS BAR AT LEASE AREA. (FOLLOW COAX ROUTING) 12 MASTER GROUND BAR E -3 13 ANTENNA GROUND BUS BAR IN LEASE AREA 9> EQUIPMENT GROUND BUS BAR © UTILITY PANELS 3> AWG #2 INSULATED COPPER GROUND WIRE 9> AWG 2 BARE STRANDED COPPER GROUND WIRE 17 FUTURE FIBER PANEL 18 SERVICE LIGHT (TOTAL OF 2) 19 2'0 M.W. ANTENNA NOTE: GROUND ALL FOUR CORNERS OF N) CHAIN LINK UD 0 CITY OF LAKE ELSINORE BUILDING DIVISION PERMIT LEGEND MECHANICAL CONNECTION EXOTHERMIC WELD (CADWELD /THERMOWELD) CONNECTION. 5/8 "0 x 10' -0" COPPER, OR COPPER CLAD STEEL GROUND ROD AT 10' -0" O.C. (MAX) GROUND ROD INSPECTION WELL G- #2 B.T.C.W. BTCW GROUND RING (UNLESS OTHERWISE SPECIFIED). S.O.H. S.O.H. SECONDARY OVERHEAD GROUND ROD ACCESS DETAIL I SCALE: 141 ELECTRICAL GROUNDING PLAN SCALE: 1 N.T.S. Royal Street Communications California, LL 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 KUJLU I IIVYUKMAI IUN: THE OUTHOUSE LA34100 32310 RIVERSIDE DR. LAKE ELSINORE, CA 92530 -7889 LCURRENT ISSUE DATE:=-- - 12/22/09 ISSUED FOR: 100% CD REV.:= DATE:-- DESCRIPTION:- = BY:= CIVIL ENGINEER: -- -- -- — CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT REACHCA 92660 949) 753 -8807 OFFICE- (949) 753 -8833 FAX CDG #: 09 -6010 CONSULTANT:_-___- - - t E UO IA PLOYMENT SERVICLS, INC. RAWN BY: HK.:--- - APV.:- EN I DC DC CENSER: - QPOFESS /GN pSGHA!_C C Fyp C o.62 Z 6 21 CIVII P P F OF CAUFO JAN 042010 SHEET TITLE:---- _ -- - ELECTRICAL GROUNDING PLAN AND DETAILS F- L__ NUMBER:- I- - - - - - _ y rmlt ba;:. a val Of DVP 1 09/01/09 100% CD SA 0 1 08/25/09 1 90% CD SA CIVIL ENGINEER: -- -- -- — CONNELL DESIGN GROUP, LLC CONSULTING CIVIL ENGINEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT REACHCA 92660 949) 753 -8807 OFFICE- (949) 753 -8833 FAX CDG #: 09 -6010 CONSULTANT:_-___- - - t E UO IA PLOYMENT SERVICLS, INC. RAWN BY: HK.:--- - APV.:- EN I DC DC CENSER: - QPOFESS /GN pSGHA!_C C Fyp C o.62 Z 6 21 CIVII P P F OF CAUFO JAN 042010 SHEET TITLE:---- _ -- - ELECTRICAL GROUNDING PLAN AND DETAILS F- L__ NUMBER:- I- - - - - - _ MASTER GROUND BUSS (MGB) 16 "X4 "X1 /4 "TH. TINNED COPPER ONE PIECE COVER TOP/ 0 BUSS BAR W/ 1" SQ. X 4" 0 SPACER 6" O.C. (MAX) N) WROUGHT IRON FRONT /SIDE HINGED WITH VIEW WINDOW METERING METER COVER 16" COMPARTMENT 0 IN OPEN POSITION) — 0 I/ o ° o TOWER GROUND BUSS MIN. 16 "X4 "Xl /4 "TH. TINNED COPPER 0 0 0 0 0 BUSS BAR W/ 1" SQ. X 4" GROUND STRAP (TYP. OF 2) HANDLE 1 SPACER 6" O.C. (MAX) PADLOCKING0o 0 ° 2 GROUNDING LUG INSIDE PROVISION 0 ° 6 CU GROUND TO CABLE TRAY 0 0 0 ° ° °° DC o 100% CD COMPARTMENT 48" 2 CU TO EGB ON TOWER 0 ®O ° 0 000 ° °00 °° 0 000° ° °° ANTENNA GROUND BUSS 08/25/09 MN. 0 0 003 0 °° °° „ „ „ 0 ° 000 ° °° 0 16 X4 X1/4 TH. TINNED COPPER TELEPHONE SERVICE CAB. GROUND ® aaa0°®° BUSS BAR W/ 1" SQ. X 4" EQUIEQUIPMENT # 6 TO1 /2 "C(PVC) 6 TO ELECTRICAL SERVICE GROUND EGR SPACER 6" O.C. (MAX) EXIST. GRADE 1 "C. 1 #2 TO GROUND LOOP ° °o °° SIDE VIEW 4" FRONT VIEW 0 0 ° °. C ° o2TOBTSEGBGROUNDao ° EGR 0000 ° WD ROD WITHE NOTES: 0 ® 00 FINISH GRADE ECTION 1. MASTER GROUND BUS "MGB" ACTUAL o SIZE IS 16 "Lx4 "Wx1/4TH COPPER CLAD TYPE. 6 CU GROUND KIT GLASTIC INSULATOR 2. LIGHTING BUS "LGB" NO LONGER USED (TYP. FOR EACH COAX RUN) G G G — CUSTOMER DISTRIBUTION i CONDUIT AREA 3. A 610"Wxi /4 "TH COPPER CLAD BUS IS INCOMING INSTALLED NEAR ANTENNAS PER COAX CABLE N) GROUND RING PER PLAN) UTILITY SERVICE COPPER GROUND BUSS BAR GROUNDING PLAN CONDUIT AREA 4. ALL CONNECTORS MUST BE DOUBLE LUG GROUND BUS BAR DETAIL SCALE: 7 FENCE GATE GROUNDING SCALE: 4 METER PEDESTAL SCALE: 1 NONE NONE NONE VSC2QV3C CADWELD CONNECTION FOR 2 " -4" 0 STEEL PIPE WITH C115 WELD METAL NOTE: POWER & TELCO CONDUIT FOR STUB -UPS REAR OF BTS M.G.B. ZGATE 0. 2 SOLID SO - DRAWN BARE COPPER NO. 4/0 STRANDED BARE SOFT CONDUCTOR DRAWN COPPER CONDUCTOR GTC -161T CADWELD CONNECTION WITH C150 WELD METAL DOOR HINGE GLASTIC INSULATOR 1 L P MOUNTING BRACKET BRAID STRAP VSCiN3C CADWELD N0. 5810, 5/6" X RnRE 1 1/4 " -4 "0 STEEL P 10' COPPER CLAD WELD METAL GROUND ROD4RAWNNO. 2 SOLID SOFT D 4 COPPER CONDUCTOR a a CONC. SLAB NO. 2 SOLID SOFT - DRAWN BARE COPPER GATE FRAME (AT TWO -HOLE COMPRESSION CONDUCTOR POWER POWER 3/6° X 3° EXPANSION ANCHORS EACH END OF STRAP)' LUG (AT EACH END OF PCCITIT CADWELD MOLD SSC1T CADWELD MOLD TO PPC CABINET TO PPC CABINET STRAP) WITH C45 WELD METAL WITH C32 WELD METAL TO TELCO CABINET TELCO TELCO TO TELCO CABINET ac;0 2/0 BCW STRANDED NO. 2 SOLID SOFT- d COPPER WIRE TO IGR DRAWN BARE COPPER CONDUCTOR Oval by POWER & TELCO CONDUIT STUB UP SCALE: 10 MGB AT CONCRETE SLAB I SCALE: 18 GATE GROUNDING JUMPER CONNECTION SCALE: 15 CADWELD CONNECTION DETAILS SCALE: 2 NONE I NONE I NONE I INCINE erlt',ority cedes ,ha 0 UTILITY POLE CABLE RISER COVER FROM ANTENNA CABLEWAVE P.N. 916201 7 KIT WEATHER 040RX r TX _ BOLT GRND. 2 BOLT PARALLEL CROSS RUN UNIVERSAL PIPE CLAIVICIT l ROD CLAMP SPLICER CLAMP 75/1.2 BLlRXJUMPER TYP.) FINISHED GRADE PER ANTENNA CABLE i TO CABLE TRAY J RADIUS 36' MIN. CABLEWAVE , (TYP.) 2 HOLE LUG CAST T SPLICER 1 BOLT PARALLEL P.N. 916201 WEATHERPROOFING #6 AWG CLAMP KIT (TYP.) FROM ANTENNA # 70 GROUND WIRE BONDED FRAME SUPPORT ALONG CABLE TRAY p SCHED 40 PVC ELBOW _— I- GROUNDING BAR, NEWTON, SIMILAR TO 2 AWG BCW WITHOUT INSULATORS, MOUNTED NEAR o 0 ANTENNA U" BOLT 1 BOLT PARALLEL UNIVERSAL PIPE CLAMPS PIPE CLAMP CLAMP 50H2 SCHEDULE 40 PVC CONDUIT PER PLAN NOT USED SCALE: 11 CONDUIT STUB -UP AT UTILITY POLE SCALE: 19 ANTENNA CABLE GROUND KIT SCALE: 16 MECHANICAL CONNECTION DETAILS SCALE: qJ NONE NONE NONE NONE Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 F- F'KUJLU I IINI'UNMAI IUN: LCURRENT ISSUE DATE: 12/22/09 ISSUED FOR:---- - — - 100% CD F -REV.: =DATE: - DESCRIPTION:--BY:-_: CIVIL ENGINEER: 4;m L0011111110# Nkftz CONNELL DESIGN GROUP, LLC CONSULTING CIVIL E.NGNEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACHCA 92660 949) 753 -8807 OFFICE- (949) 753 -8833 FAX CDG #: 09 -6010 N S U LTANT: 9 Permit pe, SE. 1OIA cc. 1 DE,PT©YIv11:NyTUS1:R1l.ICGS• INC v 1 Vr BY: CHK.: APV.: EN DC I DC ENSER: - AF D IN p cc a s TvrF CI VI P P Op CAL \FO.. 0 HEET ELECTRICAL DETAILS F-SL_ NUMBER: _- - I E -3 2 12/22/09 PLAN CHECK DC 1 09/01/09 100% CD SA 0 08/25/09 90% CD SA CIVIL ENGINEER: 4;m L0011111110# Nkftz CONNELL DESIGN GROUP, LLC CONSULTING CIVIL E.NGNEERS 4685 MACARTHUR COURT, SUITE 480, NEWPORT BEACHCA 92660 949) 753 -8807 OFFICE- (949) 753 -8833 FAX CDG #: 09 -6010 N S U LTANT: 9 Permit pe, SE. 1OIA cc. 1 DE,PT©YIv11:NyTUS1:R1l.ICGS• INC v 1 Vr BY: CHK.: APV.: EN DC I DC ENSER: - AF D IN p cc a s TvrF CI VI P P Op CAL \FO.. 0 HEET ELECTRICAL DETAILS F-SL_ NUMBER: _- - I E -3 GENERAL DESIGN NOTES: STRUCTURAL DESIGN 15 BASED ON THE CALIFORNIA STATE BUILDING CODE, 2001 EDITION (2006 IBC) AND THE TIA -222 -G STANDARD DESIGN LOADS: WIND: 85 mph BASIC WIND SPEED (3 SECOND GUST) EXPOSURE CATEGORY: C STRUCTURE CLASS: II TOPOGRAPHIC CATEGORY: I ICE: N/A SEISMIC IMPORTANCE FACTOR I = ID OCCUPANCY CATEGORY: II 5, =1.15, 51 =0.16 SITE CLASS: D So, = 1.11, 5 p, = 0.16 SEISMIC DESIGN CATEGORY: E BASIC SEISMIC FORCE RESISTING SYSTEM: TELECOMMUNICATION TOWER: STEEL POLE SEISMIC BASE SHEAR: 5.4 k SEISMIC RESPONSE COEFFICIENT: C, = 0.18 RESPONSE MODIFICATION FACTOR: R = 15 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE MATERIAL NOTES: I. TAPERED MONOPOLE SHAFT SHALL CONFORI w/ A5TM A512 GR 65, U.N.O. 2. ALL STEEL AT REINFORCED ACCESS PORTS SHALL CONFORM w/ A5TM A512 GR 50, U.N.O. 3. STEEL BASE PLATE SHALL CONFORM w/ A5TM A512 GR 50, UN.O. 4. ALL OTHER STRUCTURAL STEEL SHAPES 4 PLATES SHALL CONFORM TO ASTM A36, UN.O. 5. ALL BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM w/ A5TM A325N, UN.O. 6, ALL ANCHOR BOLTS SHALL CONFORI w/ A57M A615 GR 15, UN.O. 1. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE w/ THE LATEST VERSION OF THE AMERICAN WELDING 50CIETY AWS DI.I 6. ALL STEEL SHAPES 4 PLATES SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM AI23. ALL STEEL NUTS AND BOLTS AND ASSOCIATED HARDWARE SHALL BE HOT DIPPED ACCORDING TO A5TM 153. I. ALL ANTENNA COAXIAL CABLES SHALL BE RUN INSIDE THE TAPERED SHAFT. 2. ALL BOLTED CONNECTIONS SHALL BE TIGHTENED TO "SNUG- TIGHT" CONDITION AS DEFINED BY AISC -LRFD, 3RD EDITION. 3. ALL GALVANIZED SURFACES THAT ARE DAMAGED BY ABRASIONS, CUTS, DRILLING OR FIELD WELDING DURING SHIPPING OR ERECTION SHALL BE TOUCHED UP WITH TWO COATS OF COLD GALVANIZING COMPOUND MEETING THE REQUIREMENTS OF ASTM A180. 4. ALL SLIP SPLICES SHALL BE JACKED TO WITHIN THE SLIP SPLICE DESIGN CRITERIA AS SHOWN ON THESE DRAWINGS. IF THE DESIGN SPLICE CANNOT BE ATTAINED, CONTACT THE ENGINEER OF RECORD TO ADVISE. SPECIAL INSPECTION: 1. SEE SHEET 5-4 FOR SUMMARY OF SPECIAL INSPECTION 2. SPECIAL INSPECTION SHALL BE PERFORMED ACCORDING TO 2001 CBC, 3. THE SPECIAL INSPECTOR SHALL BE APPROVED BY THE LOCAL JURISDICTION TO PERFORM THE TYPES OF INSPECTION REQUIRED. 4. CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED. 5. ANY SUPPORT SERVICE PERFORMED BY THE ENGINEER OF RECORD DURING CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE ENGINEER OF RECORD ARE ONLY FOR THE PURPOSE OF ASSISTING IN THE QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH THE CONTRACT DOCUMENTS. THIS SUPPORT DOES NOT GUARANTEE THE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. APPURTENANCE LIST: 6) 4' -10" x 11" PANEL ANTENNA g t 41' -6" A.GL. 1) 2' -0" 0 MICROWAVE ANTENNA g it 41' -8" A.GI . 6) FUTURE 5' -0" x 12" PANEL ANTENNA 9 it 35' -6" A.G I . 55' -0" rnn nt i =o iiwl v vi ww N O ut m a O Q U m u d) TOP PLATE SEE DETAIL 1 /6-3 52' -2" t/ STEEL 41' -6" it OF PANEL ANTENNAS r6 41' -8" OF MICROWAVE ANTENNA 35' -6" OF FUTURE PANEL ANTENNAS CITY OF L AKF FLF f (N0RE. PEOIMIT -, r 096701 it OFIIACGESS PORTS \ 0 -6 t/ 100TING 0' -011 FINISHED GRADE FOUNDATION PER DETAIL 615 -3 8 "WAO "14 UNREINFORCED ACCESS PORTS (3) 9 120 °, LOCATE 2' -0" BELOW ANTENNA it, TYP. AT PANEL ANTENNAS 8 "WAV14 UNREINFORCED ACCESS PORT, LOCATE 2' -0" BELOW ANTENNA it SECTION I, 18 SIDED A n d E'. gel by all issuance or gig x oval of these PI. _ permit or approve at— codes or ordinetnce. authority to violaie or u... codas shall be valid. TYP. S-3 pgo s o,;• CD 4 P g6 vl CIV1 P lq OFCA F FEB 0 5 2010 EXIT PORT5 PER DETAIL 3/5 -3 BASEPLATE SEE DETAIL 2/5 -3 MONOPOLE SECTION CHART SECTION LENGTH TOP 0150TTOM 01THICKNE55 N 1,1 51'- Ike" 18.00" 28.00" 0.188" MONOPOLE DESIGN REACTIONS MOMENT: 542 k -ft (1.6 WIND) SHEAR: 16.1 k (1.6 WIND) AXIAL: ak k (12 DEAD) ARCHTECTURAL ELEVATION O STRUCTURAL ELEVATION ONTS. N.T.S. m 2 NN 0 0) N Q N 0 El m 0 LUto N W i.k v m mC w NTFmCj 0 k 0 o N oC3 o OZ rn m 0 tu LU C p o ca tuo m N s B Qo e h B o U) 0` 0 it Nc r bass -'! nSlrUeu ZJ ap aL c Oy W U J0 aW O vin Io Q N N 2 lT 0 O J m Z 0 a W W C jji4 Trcci lnc, fi w 4k . 54019, CANADA PLACE TUSCON AZ 85706 Pit 520 - 683 -1330 LCELL TREE # 0 178 61212 -009 -091 S -1 2 NN 0 0) N Q N yyit El m 0 LUto N W i.k v mC w NTFmCjo N oC3 o OZ rn LU C p o ca U) 0` 0 it Nc r bass -'! nSlrUeu ZJ ap aL c Oy W U J0 aW O vin Io Q N N 2 lT 0 O J m Z 0 a W W C jji4 Trcci lnc, fi w 4k . 54019, CANADA PLACE TUSCON AZ 85706 Pit 520 - 683 -1330 LCELL TREE # 0 178 61212 -009 -091 S -1 PLATE # 1 N.T.S. dT 1 3/q "0 45TM 4363 THREADED ROD, 31. 14 2 111 31 TYP. PIPE H. 40 O O 00 00 O O O 00 c{ll t A36 PLATE a HOLES 5/54 SLOTS 5/8" A36 PLATE PLATE # 2 5ON.T.S. A3 1 i II min 11. Z GUSSETT PLATE ON.T.S. -- 1/4 A36 GU56ET PLATE 3/1 1/44 PLATE " 1 1/2`0 A36 U -BOLTS 2' -6" PLAN VIEL1 THK A36 CLAMP PLATE 3 /8" 436 GUSSET PLATE 2 w t k.;Av u I J ELEVATION VIEW HOLES N.T.S: O BEND LINE PLAN VIEW J I/2" THICK A36 PLATE I" HOLE O 3/16 O all HOLES, TYP. 1 1/2 " HOLE ELEVATION VIEW N.T.S. O 3 SCH, 40 PIPE, TYP. OF (3) 2" SCH. 40 PIPE ANTENNA MOUNT PIPE, TYP. m 315° AZIMUTH PLATE " 2 PLATE " 1 3 SCH. 40 PIPE, TYP. OF (3) 190° AZIMUTH i 450 AZIMUTH 1/2" A36 U -BOLTS 3/8" A36 U -BOLTS CITY OF LAKE ELSINORE BUILDING DIVIS10N 1 E1 \N4I 1 #.. A6., " a. _ v E. PLAN VIEW ELEVATION VIEW ANTENNA MOUNT N.T.S. Zm A.1: : G -Q161f S O 61fa11 PCB i': 0 0 ISS JaII(, e+ Uf rval of thew. p O pv rnit or approve •, O PLAN VIEW J I/2" THICK A36 PLATE I" HOLE O 3/16 O all HOLES, TYP. 1 1/2 " HOLE ELEVATION VIEW N.T.S. O 3 SCH, 40 PIPE, TYP. OF (3) 2" SCH. 40 PIPE ANTENNA MOUNT PIPE, TYP. m 315° AZIMUTH PLATE " 2 PLATE " 1 3 SCH. 40 PIPE, TYP. OF (3) 190° AZIMUTH i 450 AZIMUTH 1/2" A36 U -BOLTS 3/8" A36 U -BOLTS CITY OF LAKE ELSINORE BUILDING DIVIS10N 1 E1 \N4I 1 #.. A6., " a. _ v E. PLAN VIEW ELEVATION VIEW ANTENNA MOUNT N.T.S. F €B 0 5 2010 11 m Zm A.1: : G -Q161f S O 61fa11 PCB i': 0 ISS JaII(, e+ Uf rval of thew. p pv rnit or approve •, 2" SCH. 40 PIPE Luti orityrtorvio u'o of ANTENNA MOUNT ccc!as shall be valid - PIPE, TYP. Z PLATE " 2 0 0 F €B 0 5 2010 11 m ZmO 0 va m W H Z VN 0 0 p Lu e uw g Lu a Ix Z Z V>> J I W m 0 mylicD ) of suu. o m 6 o e n w- o a 0 N Q N y a w N W k V uj in to CZ LN 0 o^ rnono 0 Qlutno C mo ina o Q N N o, 0QmJ V% ZmO va c D H Z VN 0 0 uw g Lu a Ix Z Z V>> J I W 10 mylicD ) of suu. O CE11 Truilnc. 5401& CANADA PLACE TUSCON AZ 85706 Pit 520 - 663 -1;i30 CELL TREE # MIM U1212- 009 -091 S -2 FOUNDATION NOTES: I. FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL EVALUATION PREPARED BY: TORO INTERNATIONAL REPORT NO: 01- 12831 DATE: AUGUST 18, 2009 2. ALL CONCRETE SHALL USE TYPE V PORTLAND CEMENT AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4500 psi At 28 DAYS. CONCRETE SHALL BE AIR ENTRAINED (6 CONCRETE SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.45. CONCRETE SHALL HAVE A SLUMP OF 5" It I "), ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI 318, LATEST EDITION. FOUNDATION INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 336, "STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF DRILLED PIERS," LATEST EDITION. 3. REINFORCING STEEL SHALL CONFORM WITH THE REQUIREMENTS OF ASTM A -615, GRADE 60, EXCEPT THAT CAISSON TIES MAY BE ASTM A -615, GRADE 40. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," AGI 315, LATEST EDITION, UNLESS DETAILED OTHERWISE ON THIS DRAWING. 4. INSTALLATION OF DRILLED PIERS SHOULD BE OBSERVED BY A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER FIRM. GEOTECHNICAL ENGINEER TO PROVIDE A NOTICE OF INSPECTION FOR THE BUILDING INSPECTOR FOR REVIEW AND RECORD PURPOSES. 5. MINIMUM ESTIMATED CONCRETE FOR PIER FOUNDATION = 115 CUBIC YARDS ANCHOR BOLT TAPERED HEAVY HEX POLE SHAFT LOCK NUT FLAT WASHERS I BASE PLATE TOP OF FOOTING HEAVY HEX OPTIONAL LEVELING NUT NON - SHRINK 14 DRAIN HOLE GROUT PROVIDED BY CONTRACTOR NON - SHRINK GROUT SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 6000 P5119 28 DAYS BASE PLATE SHALL NOT BE GROUTED UNTIL AFTER THE STRUCTURE HAS BEEN INSTALLED AND PLUMBED N.T.S. 3) "4 HORIZONTAL TIES IN TOP 5" 6' -0" MIN. ANCHOR BOLT EMBEDMENT U O w i= i 0 3" MIN. GONG. COVER DRILLED PIER — e 0 (15) " 8 VERTICAL REINF. (FULL HEIGHT) EVENLY SPACED WITHIN HORIZ. TIES, TYP. ii O Nw ni O 51 UNDISTURBED SOIL U N.T.S. FOR INFO NOT SHOWN SEE DtL 1/- FINISHED GRADE F 3) RUNS OF (b PVC CONDUITS CENTERED BETWEEN HORIZ. TIES 3/ 81' THICK ANCHOR BOLT TEMPLATE w/ HEAVY HEX NUTS. OD. = B.C. + 5" ID. = B.C. - 5" (WASHERS NOT REQUIRED). UNDISTURBED SOIL 4 HORIZ. TIES, TERMINATE EACH END w/ STANDARD HOOK AROUND VERT, TYP. POLE SHAFT Fi1 GRIP HOIST HOOK, TYP. POLE SHAFT LOCATOR GRIP HOIST HOOK 180° FROM ACCESS PORT, TYP. PLAN VIEW 9IA /" f"iOAIAI TOP PLATE 1 N.T.S. 4) 2NVO HOLES ON A 34" m BOLT CIRCLE 00 ANCHOR BOLTS PER DTL 6/ -) 210° 4) 21/4`0 ANCHOR BOLTS x 13 1' -0" LONG (INSTALL WITH Z O LONG THREAD UP) OLU PROJ. ai o @ Up fL , 24" 3) "4 HORIZONTAL TIES IN TOP 5" 6' -0" MIN. ANCHOR BOLT EMBEDMENT U O w i= i 0 3" MIN. GONG. COVER DRILLED PIER — e 0 (15) " 8 VERTICAL REINF. (FULL HEIGHT) EVENLY SPACED WITHIN HORIZ. TIES, TYP. ii O Nw ni O 51 UNDISTURBED SOIL U N.T.S. FOR INFO NOT SHOWN SEE DtL 1/- FINISHED GRADE F 3) RUNS OF (b PVC CONDUITS CENTERED BETWEEN HORIZ. TIES 3/ 81' THICK ANCHOR BOLT TEMPLATE w/ HEAVY HEX NUTS. OD. = B.C. + 5" ID. = B.C. - 5" (WASHERS NOT REQUIRED). UNDISTURBED SOIL 4 HORIZ. TIES, TERMINATE EACH END w/ STANDARD HOOK AROUND VERT, TYP. POLE SHAFT Fi1 GRIP HOIST HOOK, TYP. POLE SHAFT LOCATOR GRIP HOIST HOOK 180° FROM ACCESS PORT, TYP. PLAN VIEW 9IA /" f"iOAIAI TOP PLATE 1 N.T.S. 4) 2NVO HOLES ON A 34" m BOLT CIRCLE 00 ANCHOR BOLTS PER DTL 6/ -) 210° BRANCH LENGTH 13 4' -0" TO 6' -0" I" SGH. 40 V -0" TO 10' -0" 1" SCH. 80 PROJ. ai WIDTH HEIGHT 3' -0" Lu 24" 12 0° 180° Lu 411 1/2 11 b VQ 11 8 CJP BACK GOUGE FROM ARROW SIDE 3/8 70A 1 o G 13/4 THK x 32" SQUARE BASE E IL MONOPOLE SHAFT ZINC DRAINS, TYP. OF (4) 3/8A N SECTION A -A BASE PLATE UNREORCED ACCESS P O 0 POLE SHAFT N.T.S. - - REINFORCING RIM, TYP. 210 71 10 BOLT NGH RECEIVER SCHEDULE BRANCH RECEPTICAL SCHEDULE BRANCH LENGTH PIPE 4' -0" TO 6' -0" I" SGH. 40 V -0" TO 10' -0" 1" SCH. 80 v cr ,rJi c to viulwj o, 5 180 TYP. d TK r 0 WIDTH t REINFORCING ACCESS PORT SCHEDULE ELEV. SIZE QTY. PORT AZIMUTH TK DEPTH PROJ. rWIDTHHEIGHT 3' -0" 911 24" 2 0° 180° 3/4° 411 1/2 11 b y 1.1 V N w CIVIV Q ACCESS PORTS @ 3' -0" Tq OFCAtIF a N.T.S. O 0- ZO m J r Q WVQ0Z0 m LU ON WI Q d z LU 0 o W O LL V1 an IIG.IJI3 J x; s of u h V.1 O O~ a u m W p k o a m 0 uo 94m o e w o 2 N voN W in0 wm N W k a Ln WQNka cn O rnQ o C m o m a Io Q N Nm o, 0amJ CC11 4. Inc i 5401 S. CANADA PLACE TUSCON AZ 85706 Pit 520-8831330 CELL TREE #09-118 U1212 -0091 IS -3 ZO m J r Q WVQ0Z0 LU ON WI Q d z LU 0 1 O LL V1 an IIG.IJI3 J x; s of u h V.1 O O~ a CC11 4. Inc i 5401 S. CANADA PLACE TUSCON AZ 85706 Pit 520-8831330 CELL TREE #09-118 U1212 -0091 IS -3 from to Jea 52.00 IMMEMISIM!, 51.50 DESCRIPTION OF TYPE OF INSPECTION REQ'D, LOCATION, REMARKS, ETC. 50.75 1. 49.75 J 48.75 GEOTECHNIGAL ENGINEER OF RECORD MAY SERVE AS SPECIAL INSPECTOR FOR THE FOUNDATION CONSTRUCTION 47.50 EVEMEEM 47.00 INSPECT AND REPORT 45.75 44.50 INSPECT AND REPORT 43.00 m 42.00 2. 41.50 mamomm 40.50 REINFORCING CAGE SHALL BE INSPECTED TO ENSURE THAT THE PROPER GEOMETRY, SIZE, LENGTH, QUANTITY AND GRADE MATERIAL ARE USED. 39.00 B• 37.50 4000 PSI s 28 DAYS 36.00 CONTINUOUS INSPECTION IS REQ'D DURING THE CONCRETE PLACEMENT. 35.50 34.50 MMlMlnMMl 33.00 3. 31.50 30.00 PLACEMENT SHALL BE ORIENTED ON PROPER BOLT CIRCLE AS SHOWN ON THE STRUCTURAL PLANS WITH T d B TEMPLATES INSTALLED. 28.50 B. 27.00 MEMBER 25.50 SHALL HAVE MINIMUM EMBEDMENT OF 6' -O" INTO FOUNDATION (12" MAX PROJECTION) 24.00 D. 22.50 IMEMMIMin. 21.00 19.50 4, 18.00 a 16.50 ALL A325 BOLTS SHALL BE TIGHTENED TO THE TURN OF NUT METHOD AS PER ASTM A325 AND AISC TABLE 82. 15.00 MENEM 90 50 15 15 0 0. 0 15 15 15 15 15 15 15 4 15 15 15 15 15 15 15 15 15 15 15 15 15 15 5RANCH LAYOUT Rffi [INS ME Mon 0 IMMEMISIM!, NO, DESCRIPTION OF TYPE OF INSPECTION REQ'D, LOCATION, REMARKS, ETC. DESIGN STRENGTH 1. IMEMIMEM J A. GEOTECHNIGAL ENGINEER OF RECORD MAY SERVE AS SPECIAL INSPECTOR FOR THE FOUNDATION CONSTRUCTION PER CBC 2001 EVEMEEM SHALL VERIFY THE DIAMETER, DEPTH, AND QUALITY OF THE EXCAVATION PRIOR TO THE CONCRETE PLACEMENT. INSPECT AND REPORT C. SHALL VERIFY THAT THE ON SITE SOILS ARE AS DETERMINED IN THE SOILS REPORT INSPECT AND REPORT MIMIMEME! m z 2. CAST -IN -PLACE CONCRETE (FOUNDATION): mamomm A. REINFORCING CAGE SHALL BE INSPECTED TO ENSURE THAT THE PROPER GEOMETRY, SIZE, LENGTH, QUANTITY AND GRADE MATERIAL ARE USED. 60 KSI (40 KSI TIES) B• MENNEN 4000 PSI s 28 DAYS C. CONTINUOUS INSPECTION IS REQ'D DURING THE CONCRETE PLACEMENT. INSPECT AND REPORT F MMlMlnMMl 3. ANCHOR BOLTS INSTALLED IN CONCRETE: IMEMINIME PLACEMENT SHALL BE ORIENTED ON PROPER BOLT CIRCLE AS SHOWN ON THE STRUCTURAL PLANS WITH T d B TEMPLATES INSTALLED. INSPECT AND REPORT B. SHALL BE PLUMB MEMBER C. SHALL HAVE MINIMUM EMBEDMENT OF 6' -O" INTO FOUNDATION (12" MAX PROJECTION) INSPECT AND REPORT D. SHALL BE TIGHTENED TO A "SNUG TIGHT" CONDITION PER THE A15C IMEMMIMin. d ul 4, IMIMIMMIME a A• ALL A325 BOLTS SHALL BE TIGHTENED TO THE TURN OF NUT METHOD AS PER ASTM A325 AND AISC TABLE 82. ONLY A325 BOLTS NOT USED THIS DESIGN) MENEM 5. FIELD WELDING: JO IMEMEM101 NO FIELD WELDING SHALL BE PERMITTED. NOT PERMITTED IME 6. MANION Z 1-. A. EMEMEM PROVIDE CERTS. B- ALL WELDED CONNECTIONS SHALL CONFORM WITH THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY (AWS) DI.I INSPECT AND REPORT C. WELD ELECTRODES SHALL CONFORM WITH E10 ELECTRODES OR WIRE. E -10XX D• CONTINUOUS INSPECTION OF SHOP WELDING IS NOT REQUIRED. VISUAL INSPECTION OF ALL WELDS SHALL BE PEWOR'1ED BEFORE GALVANIZING. PER E.O.R. E• IF A WELD IS IN QUESTION PER THE VISUAL INSPECTION THEN IT SHALL BE TESTED USING AN APPROPRIATE TEST, I.E. DIE PENETRATION, MAGNETIC PARTICLE, U.T., ETC. INSPECT AND REPORT 0 L3 0 01MMEM1011 01MIMMEM! MENEM E7lMMMMlnMl- m MMlMlMlnM MENNEN IMMIMEME! MIMIMEME! MENNEN o IMIMIMEME! IMEM! ME MMEMEM IMEMMIMing n IMEMINEI on MOMMEM o IMEMEMIM! IMIMEMMIM! MEMNON WIMIMMEM1. MINEI ME MENEM IMEMMIME! IME BE IMMEME IMEMMIMIM! IBM ME MEN M IMIMEMEM! IMIMENIME MEMMEM IMEMIMMin IMEM! ME MENEM on IMEMEMIM! IMEM ME MEMEME MIMMEMIM!, WIMENIME, MENNEN IMEMMIME! IMEMIMIUM, MEME mi MINIMMEM! mumomm. MENNEN I IMIMEMEM! mmmumm, EMEMEM IMEME1111ME IME IMEM MEME IMEMEMIM! IMEN IMM.", MENEM MIMEMMIM! EMMINIME, MEMO M IMEMMIME! WIN IMME a IMMIMEME! MIMIMEME! MENEM IMEMIMEM!" 11MIMMEMIM SEE DETAIL 2/5-3 FOR FLAT NUMBERING TB = TOP BRANCH T = ANTENNA TIPS AB = (2' -0" LONG ANTENNA BRANCH) 4 = 4' -0" BRANCH 6 = 6' -0" BRANCH 8 = 8' -0" BRANCH 10 = 10' -0" BRANCH ANTENNA SOCK PROVIDED FOR EACH ANTENNA TOTAL BRANCH COUNT = 82 orty C) VIC au be vas d. FEJA as 20 5UMMARI' OF SPECIAL IN5PECTION NO, DESCRIPTION OF TYPE OF INSPECTION REQ'D, LOCATION, REMARKS, ETC. DESIGN STRENGTH 1. FOUNDATION CONSTRUCTION: J A. GEOTECHNIGAL ENGINEER OF RECORD MAY SERVE AS SPECIAL INSPECTOR FOR THE FOUNDATION CONSTRUCTION PER CBC 2001 B" SHALL VERIFY THE DIAMETER, DEPTH, AND QUALITY OF THE EXCAVATION PRIOR TO THE CONCRETE PLACEMENT. INSPECT AND REPORT C. SHALL VERIFY THAT THE ON SITE SOILS ARE AS DETERMINED IN THE SOILS REPORT INSPECT AND REPORT Fk v m z 2. CAST -IN -PLACE CONCRETE (FOUNDATION): L A. REINFORCING CAGE SHALL BE INSPECTED TO ENSURE THAT THE PROPER GEOMETRY, SIZE, LENGTH, QUANTITY AND GRADE MATERIAL ARE USED. 60 KSI (40 KSI TIES) B• ALL CONCRETE SHALL BE AS SPECIFIED BY ACI -318, LATEST EDITION TO ENSURE THE COMPRESSIVE STRENGTH IS ATTAINED AS DESCRIBED IN THE FOUNDATION NOTES. 4000 PSI s 28 DAYS C. CONTINUOUS INSPECTION IS REQ'D DURING THE CONCRETE PLACEMENT. INSPECT AND REPORT F C 3. ANCHOR BOLTS INSTALLED IN CONCRETE: A. PLACEMENT SHALL BE ORIENTED ON PROPER BOLT CIRCLE AS SHOWN ON THE STRUCTURAL PLANS WITH T d B TEMPLATES INSTALLED. INSPECT AND REPORT B. SHALL BE PLUMB INSPECT AND REPORT C. SHALL HAVE MINIMUM EMBEDMENT OF 6' -O" INTO FOUNDATION (12" MAX PROJECTION) INSPECT AND REPORT D. SHALL BE TIGHTENED TO A "SNUG TIGHT" CONDITION PER THE A15C INSPECT AND REPORT d ul 4, HIGH - STRENGTH BOLTING: a A• ALL A325 BOLTS SHALL BE TIGHTENED TO THE TURN OF NUT METHOD AS PER ASTM A325 AND AISC TABLE 82. ONLY A325 BOLTS NOT USED THIS DESIGN) y 5. FIELD WELDING: JO A. NO FIELD WELDING SHALL BE PERMITTED. NOT PERMITTED 6. SHOP WELDING: Z 1-. A. ALL SHOP WELDING OF STRUCTURAL STEEL SHALL BE PEi;RFORMED BY AN APPROVED FABRICATOR'S SHOP PER CBC 2001 SECTION 110422 PROVIDE CERTS. B- ALL WELDED CONNECTIONS SHALL CONFORM WITH THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY (AWS) DI.I INSPECT AND REPORT C. WELD ELECTRODES SHALL CONFORM WITH E10 ELECTRODES OR WIRE. E -10XX D• CONTINUOUS INSPECTION OF SHOP WELDING IS NOT REQUIRED. VISUAL INSPECTION OF ALL WELDS SHALL BE PEWOR'1ED BEFORE GALVANIZING. PER E.O.R. E• IF A WELD IS IN QUESTION PER THE VISUAL INSPECTION THEN IT SHALL BE TESTED USING AN APPROPRIATE TEST, I.E. DIE PENETRATION, MAGNETIC PARTICLE, U.T., ETC. INSPECT AND REPORT orty C) VIC au be vas d. FEJA as 20 Im Io Q N N m o- a U) 2 N L N 0 z^ N J Q N w ciL LuLN W vQ Fk v m z ZJ Lw ol Q ko N W F C N E3o v z Ln o Lu luW C d ul a Hx y i JO Z 1-. Z Oct cc m m 0 L3 0 m o m no o Im Io Q N N m o- a U) 2 N L N 0 z^ N J Q N w ciL Lu LN W vQ Fk v z ZJ Lw ol Q ko N W F C N E3o v z Ln o luW C d ul Im Io Q N N m o- a U) 4n z^ J 00 a vQ z ZJ ol W F NON v z J a d ul a Hx y JO Z 1-. Z Oct cc m CE i t Cxy' a reesInc 5401 S. CANADA PLACE PLOM AZ 85706 m 520- 663-1390 TREE # W1781 01212- 009 -091 S -4 APPP,OVED UTAH OFFICES ECTOR Pi! ASSOCIAT Sandy. SCOTT t.:Lcr,S & ASaOGIATEPaPN4 E n O I rl E E R S _ Q% St.,nQO:gP BY DATE 1 To` These plans have been reviewed for adhere ce to the a;;ICaUle codes and ordinance. Authori-a'tion is STRUCTURAL CAL'CULrATIOMto issue a building permit pending fo .,moval by all applicable C;ly agencies. THE OUTHOUSEi(SITE#LA34110B) granting of a permit based on at.piovai of these plans shall not be construed to 32310 R1V> 1.P1F PA-approve any vic!n!icn of the applicable LAKE ELS1NOMCEt9253Uinance. No c- ':.lit presumed to giva fotuthority to violate or cancel the provisions of such ROYAL STREET C0MMVMb4 41Jl48 CELL TREES, INC. (09 -178) BY: JACOB S. PROCTOR, P.E. PROJECT ENGINEER PROJECT #: U1212 -009 -091 DATE: October 21, 2009 REVISED: January 29, 2010 NOTE: The calculations presented in this package are intended for a single use at the location indicated above, for the client listed above. These calculations shall not be reproduced, reused, "card filed ", sold to s third party, or altered in any way without the written authorization of Vector Structural Engineers, PC. cu I TY OF LAKI b ILDING I AIT 9138 S. State St., Suite 101 /Sandy, UT 84070 / T (801) 990 -1775 / F (801) 990 -1776 / www.vectorse.com JOB NO.: U1212- 009 -091 DESIGNED: JSP DATE: 10/21/09 CHECKED: RNEYECTOR n G I n E E R s SHEET OF PROJECT: THE OUTHOUSE Design Criteria: Code: Structural design is based on the California Building Code, 2007 Edition (2006 IBC) Wind.: Basic wind speed = 85 mph (3- second gust) per the TIA -222 -G standard Wind importance factor, I = 1 Occupancy category: II Wind exposure: C Topographic category: 1 ice: None per the TIA -222 -G standard Seismic: Seismic loads are based on the California Building Code, 2007 Edition (2006 IBC) and the TIA -222 -G standard Seismic importance factor, I = 1 Occupancy category: II Mapped spectral response accelerations: Ss = 1.75g S, = 0.76g Site class: D Spectral response coefficients: Sos = 1.167g Se, = 0.76g Seismic design category: E Basic seismic - force - resisting- system: Telecommunication Tower: Steel Pole Seismic base shear, V = 5.4 k Seismic response coefficient, Cs = 0.778 Response modification factor, R = 1.5 Analysis procedure: Equivalent lateral force General Notes: 1 The contractor shall verify dimensions, conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is t, shown, the construction shall be as shown for other similar work and as required by the building code. i 3 These calculations are limited to the structural members shown in these calculations only. The connection of the members shown in these calculations to the existing structure shall be by others. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. d' M JOB NO.: U1212- 009 -091 DESIGNED: JSP ECTORDATE: 10/21/09 CHECKED: RNE E n G I n E E R s SHEET Z OF PROJECT: THE OUTHOUSE Structural Steel: 1 All structural steel code checks based on the AISC -LRFD, 3rd Edition per the TIA -222 -G standard 2 Monopole shaft steel shall be per ASTM A572 Gr. 65 (65 ksi), U.N.O. 3 All base plate steel shall be per ASTM A572 Gr. 50 (50 ksi), U.N.O. 4 All anchor bolts shall be per ASTM A615 Gr. 75, U.N.O. 5 All reinforcing plates at access ports shall be per ASTM A572 Gr. 50 (50 ksi), U.N.O. 6 All other structural steel angles & plates shall be per ASTM A36 (36 ksi), U.N.O. 7 All bolts for steel -to -steel connections shall be per ASTM A325N, U.N.O. 8 All bolted connections shall be tightened to "snug tight' condition as defined by AISC 9 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society (AWS) D1.1 10 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O. Foundation I Concrete: 1 All concrete mixing, placement, forming, and reinforcing installation shall be performed in accordance with the requirements of "Building Code Requirements for Reinforced Concrete ", ACI 318, latest edition. Foundation installation shall be in accordance with the requirements of "Standard Specifications for the Construction of Drilled Piers ", ACI 336, latest edition 2 All concrete shall have a minimum compressive strength of 4500 psi at 2B days. 3 Cement for all concrete shall be Type V with a minimum of 6% entrained air. Maximum aggregate size shall be y/„ 4 Reinforcing steel shall be per ASTM A615 Gr. 60, U.N.O. 5 Foundation design is based upon the project soils report prepared by: Geotech: Toro International Report No: 07- 128.97 Date: August 18, 2009 6 Approximate concrete volume for drilled pier foundation = 11.5 cubic yards FJIn 55' -0' ARCHITECTURAL ELEVATION Os TOP PLATE SEE DETAIL 5). -2:: STEEL 6 Q PANEL ANTEtJIAS i OF MICROWAVE ANTENNA 35' -6' Q GF PPURE PANEL dNTEIdUS i OF CESSAC FORTS 6. l t/ FOOTING Fq AT1 PER DETAL ACCESS PORTS (3) • RO', LOCATE }' -V BELM ANTENA A, T P. AT PANEL ANTEWAS B11hiBSIPJ,REI. -4 ATD ACCESS PORT. LOCATE 1' E' BELOW ANiEMl4 i SECTION I, IB 51DED TYP. EXIT PORTS PER DETAIL 35 -3 BASEPLATE SEE DETAIL 115 -3 MCYENT. 5A2 k -(t (16 WND) 5NEAR ICI k(16 WND) AXIAL: 56 k (11 DEAD) STRUCTURAL ELEVATION OuTS. w Branch Layout for Job: LA3410B aLV Height 3 15 1 33 24 6 82 Equivalent Projected Area (EPA) c SECTOR (1) SECTOR (2) SECTOR (3) SECTOR (4) Height if-- Innl m` J 7 3 d 5 A 7 A 9 10 11 12 13 14 15 16 17 18 SECTOR (1) EPA = 0.8'TIP AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (2) EPA = SIDE AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (3) EPA = TIP AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (4) EPA = SIDE AREA + SIN(BRANCH ANGLE)'FRONT AREA TOTAL TOTAL AREA WEIGHT WIND TUNNEL TEST DATA BRANCH LENGTH FT ) 1 SIDE AREA FT -2 FRONT AREA FT ^2 2 1.27m- mm 4.73 mmm 2.25 mom= mmm 6 2.40 2.90 m---- mm®mm 8 3.80 _ 3.80 5.00 10 5.13mmimmmmmm 1 mm- 11 mm Immmmm1 SECTOR (1) EPA = 0.8'TIP AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (2) EPA = SIDE AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (3) EPA = TIP AREA + SIN(BRANCH ANGLE)'FRONT AREA SECTOR (4) EPA = SIDE AREA + SIN(BRANCH ANGLE)'FRONT AREA TOTAL TOTAL AREA WEIGHT WIND TUNNEL TEST DATA BRANCH LENGTH FT ) TIP AREA FT ^2) SIDE AREA FT -2 FRONT AREA FT ^2 2 1.27 1.77... 4.73 4 2.25 2.50 4.80 6 2.40 2.90 5.00 8 3.80 _ 3.80 5.00 10 4.37 4.37 5.13 Ni I L UA I A FUK 2 -U" ANU l U -U- BRANCHES IS EXTRAPOLATED FROM THE OTHER DATA S 1 15g- 13 10 3 WIND 1 ON 7.00 N x 6.00 d N w 5.00 a` A.1 u E 4.00 A TOrn 3.00 rs 0 1.00 N Run 2 Tilt(deg) 90 Beta(deg) 0 Run 5 Tilt(deg) 0 Beta(deg) 90 t Run 8 Tilt(deg) 0 Beta(deg) 0 t Run 2 Elapsed Time Run 5 Elapsed Time Run 8 Elaosed Time Cell Trees, Inc. EPA vs Wind Speed 4 ft Pine Branches Wind Velocity (mph) 5 m% 20.00 18.00 16.00 14.00 C 12.00 E v E 10.00 F vaN 8.00 LU 6.00 4.00 2.00 0.00 28 of If WON N 6.00 d d 5.00 a 0 E 4.00 ACT 3.00_ Zvi 0 24 2.00 1.00 Run 3 Tilt(deg) 90 Beta(deg) 0 9 Run 6 Tilt(deg) 0 Beta(deg) 90- M- Run 9 Tilt(deg) 0 Beta(deg) 0 - M Run 3 Elapsed Time Run 6 Elapsed Time Run 9 Elapsed Time Cell Trees, Inc. PA vs Wind Speed 6 ft Pine Branches 0.00 - 0 20.00 18.00 16.00 14.00 C 12.00 E w E 10.00 i- vwN 8.00 W 6.00 4.00 2.00 0.00 20 40 60 80 100 120 140 Wind Velocity (mph) i 29 14.( 12.( w 10.( d N U d a` U N 6.( T OIA 4.( 3.a 3 11 Run 4 Tilt(deg) 90 Beta(deg) 0 0 Run 7 Tilt(deg) 0 Beta(deg) 90 F Run 10 Tilt(deg) 0 Beta(deg) 0 w- Run 4 Elapsed Time Run 7 Elapsed Time Run 10 Elapsed Time Cell Trees, Inc. EPA vs Wind Speed 8 ft Pine Branches V cu vu vu vv iw icv Wind Velocity (mph) 25.00 20.00 C 15.00 E dE OdN 10.00 W 5.00 I to u,I 30 522 It 1.0 n DESIGNED APPURTENANCE LOADING M 58- x 1 V x 6- Panel wl Mont a n. Branches T -Arm 35.5 5' -0' x 12- Pane wl Mount Pipe 35.5 6 X. Branches 3d15 5 X. Branches 33 6 X. Branches_ 3_1.5 6X Branches 30 8 n. Branches 28.5 8 n. &arches 27 8 n. erarches 25.5 8 X. Branches 2< B X.Bmncnes IE.5 BX. &arches 21 B X. Branches 19.5 N MATERIAL STRENGTH GRADE I Fy Fu GRADE I Fy Fu ns2z -s5 les xv IMw j TOWER DESIGN NOTES 1. Tower is located in Riverside County, California. 2. Tower designed for Exposure C to the TIA -222 -G Standard. O 3. Tower designed for a 85 mph basic wind in accordance with the TIA -222 -G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 6. Welds are fabricated with ER -70S -6 electrodes. 7. TOWER RATING: 99.2% AXIAL 6598 to MOMENT SHEAR 54114516 -h 161681bTJ REACTIONS - 85 mph WIND no The Outhouse Prgecc U1212- 009 -091 Chen" Cell Trees, Inc. Drawn by App '9: Phone: 0ae" TIA -222 -G Date: 01 /28/10 Style' NTS FAX Pam: owgrvo. E -1' XISATOreer Job The outhouse Pega 1 of 16 Cmdln AMolual limmnnla Project 0.1. Clnni 1, Nnnln 1, 0,......1, U1212 -009 -091 17:06:27 01R8110 U +' Almnanl hlm"acAinl Client Designed by M,,a Cell Trees. Inc. SR lag ad, R- d Once—ion 01 J Po.sinl con, To holinl T—wa J All 4g P.mN ravc SaII All—r , Tower Input Data There is A pole section. This ao,ef is designed using the l'IA 222 -C, stand o Tbc Moll nc in, dus en c rcria nPa, Tmcer is lncelM in PLO es' de COUn1y'. C'al'fomn. Basic a. wd speed of 85 mph. so-wo a CL ss II. E,,,.,, Coe,, C. Tc,,,aaldlic C,I,Way 1, Crest Ileight 000 0. Deflections calculated using a „'ind speed ,11`60 olph. Tome, members are "hot dipped" Fal,'md,cd in accordance rcith ASl'N1 A 123 mid ASTN1 At c3 Standards.. Nelds are fab,icatN Wall ER 70S 6 electrodes.. A non- linee,(P- delta)al lcsis .vas used. Pressures ,,, calculated at each mchaa. Sloes ratin used in Pole design is I. Local bending stresses due to climbing loads, feedlme supports, and appurtenance mounts are riot considered. Options Coudam la r, .I,, Di,visna U, 0,111 Aa On. ;no, TIe11 FnJlun, BunJIn A, C,i Is, Cmdln AMolual limmnnla Aaann¢ L,FS Perasl Us, A5CE III X.Bne'c Lv RON, Clnni 1, Nnnln 1, 0,......1, J Assane Rilid Inds, Plau J CdsolaI Rsturdnd Boon, Farah U +' Almnanl hlm"acAinl J O,a Cl— 511,11, For \t'inlI Pon. I'm,, P14-or 6l,inle'an FEA J Um C.t,SV,., Pan J U'su Clow SP. ^rs Re KUr SR lag ad, R- d Once—ion J U,c Cmla' Safm 1,00s -Gum J Po.sinl con, To holinl T—wa J All 4g P.mN ravc SaII All—r , La[n1n.a'la[ Bo's", 'Lace saFw vCllaeka Orion Gin Al Fmun141i Ary I! eArl, l:. J Us, AliolmL D.s]Cnlli,iaa, Can,id, rmllin[1b14^e Ilia S,im Wi1W Pmlila J Rnj.cl\Vind An— I'APlnm. OduduAndc Block SLUa C1 -1, J Im InJ[@tl1, III M,mh+ C1111 J Ammalc Ins,x Ann AU Nis, J L, dnls An, AI L,P 01 S,sli R Manton lfa.cCal [lid, N W& SI.—Trocran honest an S ' J If ma I R : Ll Sat Cq,xil Pa R I C lr Al.— It S,,1 C 11'1 I"DimenlIn 13 1SIII rn£ J Tn'g ... a,D o —4 11 @ q SkdUsetrapVmJrcM A,la DC .6D I C I lMmt n l Tapered Pole Section Geometry Tapered Pole Properties RISATatver Job The Outhouse Page 2 of 16 Busele, is pmnnl Project Des I. U 1212- 009 -091 17'.06.27 01128110 N.... Nmnler oI Mic Client Cell Trees. Inc. Designed by FAX mI'na 1x, l.1 lh, G a 1 1ir,u[I1 1, '1411,11 la"", J,i /;n II'[IS.n Al, lr n1a' Il, 61, li,", I..nlnl, .IV. MIA— ,1. h'nrlm ,[„ull lnpn iOIN4 a." rr[fr[J n „ m.gn.lag ng ,. 1.111mm p r' LI 52,11-1,111 Monopole Base Plate Data 1 Base Plate Data Ll s[Plmun Wmm 1, Busele, is pmnnl Plnr.nren, Anabol top p, I. 1a111d.e E19x1 in2,2amin N.... Nmnler oI Mic e EnJwdnlanl 1 ,11X111 AL in mI'na 1x, Gmm arP_,x257it [n A172 511 e','U"I ... in 1.]A5m ld"hmnons Ca"diI m 12Imm in Inrin lli:n,nn LIXxx CmePan, 11X11111ul C4 Bas[1119[hR More l'lya Feed Line /Linear Appurtenances - Entered As Area l4'mQnl,nr u[r JII n. mla, n„n, Plnr.nren, Tmol I. t .1. Ile,¢hI r1r........ e uddn ryrc mI'na n',I,ayI 12J, 1!5 A l0 \Y C No InaJ[Pnle Llxl I$ Nn l[e 1141X1 n1n FNSI IDUEN51(11110 11 I'm 11 sid 111.1 C nIsm 111'X1 A,DENSI 101,11, \' C Nn nldJ[Pnlc 1.[U -11X1 In la[ Iklxl Il.,n DEl-5I. FOA 611 Al', \5 5111LOW C No IIIdJa' P,9[ J..41 -115 I3 Nn l[c II oil Il ul DEN51 f010, \bll Feed Line /Linear Appurtenances Section Areas Toner lima Fria In I( I. Mich, u'don r1r........ mI'na 0.11 LI 12J, 1!5 A nold I'll, I'll, IXNI B IIIXXI Ilina 11 I'm 11 sid 111.1 C nIsm 111'X1 II olL II also 31i ,111 O RISATower Jo° The Outhouse Page 3 of 16 smia Pr.t.0 D +m 01X1 U 1212- 009 -091 17:06:27 01128110 IJ a. &Ya,o crem D. +Iep.a °y M.- Cell Trees, Inc. 111x1 a 3".29 17.83 Shielding Factor Ka Tnuv Frnl li.x UnrnMimr ]}rJ Gnr A', F, eu Ra'mN.0 Se m!!n' Na /rc /rt User Defined Loads lkrriMim fkmlMn (112 1 Avnnnll 1/4412/0 fl /1 1141-, lvvrt Cdc Fmn .h/¢h a° The Outhouse P., 4 of 16 smia Pmpcl 0.110 01X1 562 4,90 IJ a. &Ya,o 8/811 118) naxXl Nom[ 4Adla 111x1 nW 3".29 17.83 rnrmi finis FmIn F¢t Il 0 o) 169.IV 11. 29 1?]311. &vld rac SII X11 I'M II IM NxI Nnlce gJ Pl:m Il.lxlo, On. I11Y1 217.06 11128Smi[r A31111 Il lXr 11 X1 9]11 In.2N J B_ &alailaa 49.90 11.1X1 II IYMYI No l(t AJ9x1 ILIXI 0 291.91 111.98 II.IAN NI 0].511 Nr l(c mill Cm; 1r(. II,W nrKRql 109,01 l" 111 ll. Brand l[v iP All 11.1X1 II IYx Y) IIW M I IJ9.12 RN1 610 Smile AlAl.gl Nxl hol 1.011 69.76 6 A0 I1)2 O. Braldln J].IMI ILIXI IIA YyMI W mt II I.IMI I1.gl qI 7731 115 Slolic[ 111.1 01x1 IIIAI11 11,65 7.21 IlH ll. &nldla J5P0 ILMI Ilx xxl 841X1 100 IIW ISM1J] y 1'01'TNn1 so, wc mil[ 84.IM1 01X1 ILIAI 6/.18 7.25 1) 6 I1. Blm tivc d! 41 II IXI O.IA XNI 4VI,IM1 0.1X1 II IY] 239.29 11.611 5"5714[1S,- 91 m 01X1 111.1 10610 II PI 131,111. R1ardRC dlAx1 01x1 01AXX1 Nnlat SNIIN 4 '.11"T -Ann 010 22717 IL In II 1X 111 J] <11 lo l(t S-im Ylllq Ux1 U,q1 n.(XI 10117 ILIO IIIfi II. Bratdlav JE IXI 111X1 Il lxx xl Nn lct WI INI II 1x1 111X1 46.17 120A RIx1 mica MI.IMI 111X1 11.1X1 IW,T I2 13,611. troll 4V30 1.1X1 rrolo No la N OXI MINI 11.1b, U { 59 I I H1 M Moll,., ., IN, cnia SVIIXI 01X1 RIXI IM 61 I I NI 11611." ool'il x lY.lx1 ILIXI 11'X, I Noltt' 911.1X1 II IXI ILINI 23.]11 II.111 if t'Jr c lY pm[l u'/ mile on. 1Y IIIMI B.ql 99 11 ILL, 0) 6 A. Brood/, 11.51/ 111X1 111XXX1 No l[[ 9111x1 II IXI RIXI 2JrJ 12111 mi¢ A11M1 0ql 0W In IA 12.08 191aILBr 11.11 315X1 IIIMI n,gnxl No l¢ 9111X1 1201 MAXI 227.0.5 ILEA 11111(X1 15.511 No l[t smi[t NIDO RW n.W I0z01 N',% UI 60. Bmldlr. l4 5n RlX1 01.,x1 No mt A1.1KI alxl 0.1x1 Elvin 11111 O.IQ on Il ql II IY1 96.]7 11. or 1716 B. Bralain'J 91 1X1 Il,lxl NAXXI No lcc V110 ILINI 11 lxl 205,99 IR, IItl Smic N':. 15X) 111.1 10014 12.17 1516 0. eraldlla 7150 11 N' 0'.Y) Nu I(C 911,W o1N1 11 no 222.50 II 1211 W-W T -Anu am([ Nl.gl UIXI Illq 9912 II.N, 11, 611. Brindle 9111X1 Il,gl 0 Xro Nn lcr 9111X1 ILIXI II.I XI EIB.74 11.10 Scnice 911.1x1 Il.pl II flI 91.9] II.111 Or E- do. 28.511 II, IXI 11 IX.o No lcc II1.1X1 Il.l xl ILIXI 4s'91 15.28 II, 1x11(1 511 No lc[' 5- 11 /.1X1 II W IIIMI 121.96 1519 p1A 0, BImtl1rs 221X1 111x1 QrWr No lcc 1111x1 Il ql 111X1 261.62 14 52 amT[ 11I.W 111x1 GAV 120.22 14,52 510. O. Br:ntllcN 25.511 1.1X1 r( Mp No l[[ 1110X1 MAXI 111X1 26fi19 1152 mill 111W 11.1 0.14 117.18 1432 0) S n.&mdla 247 RW rr.x.J No la II].I4 IIW ql 2]6]7 IS.2A S'MC 11]9x1 IIW Rlyl I2J.L 1517 191 N O.Bm1c71ac 22.50 Wx1 Rd.xl Nola II)I4 1114 Il.lp 259-,7 IJ.52 Sani[t 1171x1 11.1X1 IIIMI I1c,69 IJ.52 191 N n. Wood.- 21 rx1 crx1 011X. No l[c 12g1 11001100 0. r 255,72 1452 Smvi[e II I.r. II IXI IIIMI 114.113 14.52 3)0.0. .-dl. 19511 111.1 Il lx x xl Nnlcc 1177N II IXI 111X1 367.9! 1529 1 - 7_ RISATeiver a° The Outhouse P., 4 of 16 A nu111 Pmpcl E 1. U1212-009-091 17:06:27 01128110 Plmn- ch..' Cell Trees, Inc. Deal ... a uy F.U. 1.1x1 l kvn/ninn nnlim IIP 1 A nu111 IIn Yh/ l', Il inJ l'nrtr 1'.I. FSrrnr AnP /e 1.1x1 rnrmi B FmIn F¢t 115 Rlxvq 47.511 No lct 619 5.112 I MI I.Iwnl Pip[ RIXI Sanicr Ili I1 1q II IM 11X1 15.58 IIIft 11. Brnrclla IA IFI ILIXI fI1 NII llI Nnla ofII]i Xl ILIXI II Ill 247.651)[6 IS.52 II.IAN NI 0].511 Nr l(c S 1]gl1S III XI nu1m1 rglt n.I E 15111. BrFu fi511 IXIL 0.0X1 N" MI 3' 21 Smt III o An Jr., 120.99 16.21 3) In a. BmClha 15"01 r) "1 11WXI No lrt 141.11 aW 01x1 2811.21 7AN Discrete Tower Loads 1X5"147 /im I'irr I)P 1 110 Ir A-ho 1, l'lrxrnx.r L'.!. (:I, "W'kl 11 T' Ifi- AJAcllmnn "o 5170, je loam, en ft /T / Ih lung Pip[ 11.1x1 QI (X7,11" , 6'Pald e/ B FmIn F¢t 115 Rlxvq 47.511 No lct 619 5.112 I MI I.Iwnl Pip[ RIXI11X1 12158', ll'a b'Pmd w/ C Fro m F¢( 12$ II.IAN NI 0].511 Nr l(c iP 511E 71,90 nu1m1 rglt mx1 J' -I I'T -Amt A rnmF F¢( 35125 IIIMx xI 41,511 Nn l[a' 1193 11.9? l,i,lp 0 burI.I NIl 1'01'TNn1 B Frmn Fac 115 11(XX XI 0].511 No l(c V.9? 1291 J<IXI Ax' 11X1 4 '.11"T -Ann C Fmm flcc 1.24 II 1X 111 J] <11 lo l(t 119? 119? J1 IXI II.BIRIx1 f) 5'JYa rood w/ A Fnry Fmc 2.W LgMp 35.5l, No N 5.17 I MI Moll,., ., IN, ILIXIIXI if t'Jr c lY pm[l u'/ B Fnlm Fm'a x1 IL IA XXI S ill no l[a 3d 51] 21.X1 PiA4w11 pe 071nUIXI 1015'- Ifal2'pool r/ C r_" F_ zql 11111(X1 15.511 No l[t 7,24 1,17 I WI Nrl P., ILIXIO.IQ 9'AF T'Am A rmnl Fa'( 2.1X) IIIXXXI 35,511 No l[a' 2.111 2.111 Il NI 1X1 1x/ NMI W-W T -Anu B Ron, F¢( SW 1111X,1 5511 Nn 1- Ln 2 o lr1ljxl I1. onRW 10. I'T -Amt C Fmin F¢e 21X1 II, 1x11(1 511 No lc[' 2.111 2.111 Ilx „MI RISATo1Per- J.b The Outhouse Paga 5o(16 pr Protect Oat. Ir u1212- 09-091 17 :06 :2201128110 11 1 cg.ld Cell Trees, Inc. D..Ignad by I'A.t': naenl Dishes lMVripin. Frrr llirn ()(ll[1 OfjV'l A .11r l Jli A:I........ Ililglll Tips 7, I/nr_ Ad.,,. nl ell /llnm[I[i .I,- re lrrrrnJ II'iArh I }I l A u.L[w E'wlRlulr [ P.v+MrlrriJ Nlme II.INXXI <I -6] $.1 .IXI N.ICC 1.10 ]ILlxl Tower Pressures - No Ice Grl - I'm Tower Pressure - Service Grl = 1.10 AJI Aa pr In F Ir An lu. lee I'f. vl• Frlmn naenl raphl Irl Irl A4[r.rli.n nar. J it I f e r I LI 52.1]IJXI 35.W II.Y(1 Ifi W.SX! A IAIXMI 49.!Nl W.Sx! IIXI,IMI WXXI g.IMXI I 495q IlAtxz tieE C o ILM, 44.5X! R IIXIIXI II IXAI II IMXI 1 I Y9,SX1 C M1UXI 99.5X1 MInn IUI,W 11.LYM11W 11Xxl ILIXXI Tower Pressure - Service Grl = 1.10 Tower Forces - No Ice - Wind Normal To Face s.rli..r AJI t:r F r Oat. 4- U1212-009-091 17:06:27 01/28 /10 Ar ml.m Cell Trees. nL. o.alg ad by Frlmn naenl raphl OvYh.nri,rn nar. J GI I u n, r I LI SI 1] -I IA1 U.W ILYS! W <xl q II IXxI Y9.5N1 N.SN! Ilxl llll i IMXI IIXxI I 495q IlAtxz tieE C II IXXI 9i.5V! R IIXIIXI II IXAI II IMXI 1 I Y9,SX1 CC 111MX) YYSA! 11111.1X1 gfAXl 1111U1 Tower Forces - No Ice - Wind Normal To Face s.rli..r AJI G11 F r Oat. 4- U1212-009-091 17:06:27 01/28 /10 Ar ml.m Cell Trees. nL. o.alg ad by FAY.' n a,1n.. naenl raphl nar. J n u n, r 1' la r A 52'17 -11X1 31 l 216M, A I ILdS 16 I 495q IlAtxz tieE C 1 R 1 1l,fit 1 I Y9,SX1 r C 1 ILfi[ I 1 99.5V1 s1r.1 \ciRel_ n5pn n6>.4x ornl z51er 51 178].'2 IFX RISA Tower Job The Outhouse Page 6 0116 R Prolad Oat. 4- U1212-009-091 17:06:27 01/28 /10 Ar ml.m Cell Trees. nL. o.alg ad by FAY.' Aler'nlrnrr Ilerylrl Tower Forces - No Ice - Wind 60 To Face Tower Forces - No Ice - Wind 90 To Face 5[rllnrr rIAA 4(l R r 1'r 4- I/r Iln Ar I' r I'rr/ Aler'nlrnrr Ilerylrl II'alylrl n[r J n IG lM1 r fr Ih Pit LI 52.11 Ll 115.411 EJ4t Ill A 1 ILfif 16 I g Ilni,A, 3LPY C 1 N I IL65 1 I 5A1 r C 1 11 fi[ I 1 44.5111 Snm \4'dpb1: JI3911 E}61]P OTAI 199 51 IIR].PE 117.17 Tower Forces - No Ice - Wind 90 To Face 5[rllnrr rIAA 4(l R r 1'r 4- I/r Iln Ar I' r I'rr/ G lnnli.xr II'eiFhl Ili'IRhI I'.r.1 J n L In r T Ih ll LI 53.1] -11X1 I"NI 162d1.]X r\ 1 fl./r5 I! I 49,SP1 llIIfi),AE 2' LNZ C 1 II 1 11 fit 1 I 94,5X1 r C I II it I 1 59.5X! Sunr \ \'riRlll: Ii 911 rfil,]X OTA1 291X(.51 IIfi].P] Inn Tower Forces - Service - Wind Normal To Face @rdnn lad Nil I' e 1'r 4 I¢ ll. Ar I' 1r IW Eln'nl/nn IriiFLl Illiyb I'nrt J n In In re Ih ll LI 53.1'1 -11X1 115!111 L(l,]N A II fiS I 90,51 5E161 111.11 C 1 0 1 II fiS 1 1 99.SP5 r C I gfi5 I I 945P. 411117 WeiPl'I: I, 911 11(r5.]N OTA1 I Irl 1.91 51". It, n Tower Forces - Service - Wind 60 To Face N %a +nrlrul IkiJU II'elFlrr Firm n rn m In I 1.153.1].11X1 111441 1!6I,71 A 6fiS I 9P. {P! 5' -11 RI III.IP C 1 B I 155 1 1 r C I IL65 I I WSP1 R /S.9Tmver ob The Outhouse P.Ba 7 of F' Project Data P U1212 -009 -091 17:06 27 01/28110 Ac Client D- 1,in,d bb l9rmm: Cell Trees, Inc. r'rFLr r,Lr: I !M3 I n]nn I JA Fl F' r i P Ur Ua Ac F n ILI. rnrinrr r'rFLr II } /v /rr I !M3 I Ifi mn5 mt1 . p" 1xQ/ fl n.ml 1 P nrr lx Ibfi LI¢ \\ PII 5u1n S X'r l l' x6' PmA vl mn."XYI PI/ 171 IIQ 47.511 IAn2 19 1E.% ft b m r a M' Mr Sdf- C\'$iF'hl D61.1 r m d/ INIIIXXXI Snm xtiALl: ISwI Pe!.)A A I 1L1! 1 OrAt LnI 1 91 SEIf61 IIf 1A C nlXl Iflllll.PA 11495,74 D 1 ry115 IYI.dYxl 1 I Ibe 41.41 IM3 19 Tower Forces - Service - Wind 90 To Face Crrlmn A.IA 414 A r 6 0. Ur Or Ae a Ori A(r'mlhrn IlilRlrr IIkIRIr/ I !M3 I Ifi mn5 mt1 . p" 1xQ/ fl n.ml 1 P Fuxr lx Ibfi LI¢ \\ PII 5u1n S X'r l l' x6' PmA vl mn."XYI PI/ 171 IIQ 47.511 IAn2 19 1E.% ft lIr Ib r a M' Mr Sdf- C\'$iF'hl D61.1 IG d/ INIIIXXXI L1217-Mn ISM/ 3)fi],iX A I 1L1! 1 I 99.58! SEIf61 IIf 1A C nlXl Iflllll.PA 11495,74 D 1 ry115 IYI.dYxl 1 I 99.5AI 41.41 IM3 19 11.9! 11.91 Ar'T -Arne C. 1 ILfiS 1113 1 IIIPE 99.3X! 1195 119! J'IP T -Alnl Sum n'nF111: 15.Po El6L]X 21. 41.511 I.IIPx 19 1 ;95 OTA1 IlpI 1.M 53112a 28].X1 3.511 I 4 15 511 IIIIP IX 2&95 x11.111 A lnunl Pille IbD Discrete Appurtenance Pressures - No Ice c/l -].lob kv nrnnn 1.11, I 1r,1, m onir'1 Offvl, II K. 1, 10, I'rm r1E C.1, CLrIR115SA'r II'r A'Pmal v/ IXI IMXMI If!.NII I ]M1 IIE 4],511 I !M3 I Ifi mn5 mt1 . p" 1xQ/ fl n.ml 1 P Id lx Ibfi LI¢ \\ PII 5u1n S X'r l l' x6' PmA vl mn."XYI Idl An 171 IIQ 47.511 IAn2 19 1E.% 11.1 nl ImI PIP, r a M' Mr Sdf- C\'$iF'hl D61.1Mn9h1 511'a 11 -t Ii P.0 wl INIIIXXXI I45A11 VIA, 21. 17.511 LliaQ 19 1$.96 111.115 l h, 115 1X1111X1r1 }( -+ Wind 19)d' -N kt j ' y'4 nlXl Iflllll.PA 11495,74 nlXl 11.1x1 J' -Ili T -Arlin IYI.dYxl JSgI 1]6 II1E 41.41 IM3 19 11.9! 11.91 Ar'T -Arne 6111'X(1 451X1 I.]fi 1113 41.5(1 IIIPE lY 1195 119! J'IP T -Alnl IN1lAlnI d51Y1 111Y1 21. 41.511 I.IIPx 19 1 ;95 11.91 Y alE -Paid v1 IYI no, 28].X1 3.511 I 4 15 511 IIIIP IX 2&95 x11.111 A lnunl Pille t'4r, II'Pm1V v/ 611.1X'.' 211,.1 2,511 L. 55511 11118 IA 2813 11,711 Ahum Pi, 51rX 111. w1 1 t1 nrnn 231.1 11.1'1 2X9 I'M IIIIP IA 2895 2(]0 AlrnY.m T Vie -nml 1 "Lmxxl 11xiu1 2511 114 35 5n lisle 11 E.III 2111 war r -nrm aaxxr 1"9x1 2511 1:W 5A5n 1 nlP 1A 2 2.111 9'Ir r-Alu1 IAIL"XYI IItM. 11."1 299 15 M, 1111e IA It,, 2111 3.111 lu I]29'Il Rd M: Discrete Appurtenance Pressures - Service cl! =,.lbb lHVrlplinn .l in R If IR, !D ^6 (!p1r6 - A'r A inrllr F 'Cil^ na rrll %. RISAToliver Job The Outhouse Papa B of 16 qff, r. Projacl Oala G U 1212 - 009 -091 17:06.27 01128110 l;vlrJH Client Oatlgnea by N-" Cell Trees, Inc, Im P>IX Lnx2 P Ik¢nMrrl'r IImLr[ 1 -imrnh IIiiR /n qff, r. QvL G 9• m 1^ l'mnlr l;vlrJH sp'x 1P:nd w1111 lynnrrR rl 113 NI I -76 Im J15a Lnx2 P Ixw, mn5 1xQ/ fl n.ml 1 P Id lx Ibfi LI¢ \\ PII 5u1n 38' c1'6'ten NI IXFN dl A R 1.11 2 17,511 IIIPE P 11efi III IK Monist r a M' Mr Sdf- C\'$iF'hl D61.1Mn9h1 I- x IPx6 Pmlairl IBO.IxYNI IJSpO Rlb 2M i]SO Ip8] R 12M II104 Abrml Pipew 115 1X1111X1r1 }( -+ Wind 19)d' -N kt j ' y'4 nlXl Iflllll.PA 11495,74 nlXl 11.1x1 1'iY T- -Alin 1,111 15.1X1 I.16 IIr2 Ji511 IIIPE A 11,9! 119E J' -0' TAm, Nllllxw1 45,1111 U6 IA3 J]5U A 0,9E U.91 J'n'T -Amr 1N1r,1XMl It IXI 19511 1tal P 191 1191 12 Pm1tl r/ IYI IXMXI 2R] fill 2511 1.11l4 1_ IIIIP1nO P ER.95 30.]11 w'"ll Pilr[ 5 0 , 1E'Pm111 aJ5 AI IMxuI LY ].(A1 E.511 I Jf till IIIft P 3N 45 311T nAWnrl nlle SAI'Y 12'Pmltl w/ IPll gxxl Mlfill 000 2.89 15511 ILIR P Ep.95 EIL]11 mrrrml9ArT -AnnA". IxI1XXx1 IUI1N1 511 I lJ 15.41 11118 N E.III 2111 T -Ann X1"1 11.1.1X1 2511 I if t5.51r IIIIP R 2111 E. 111n-09Jr T -A[T IRII.ISN.lso 71X1.1(1 111X1 R9 ES NI IIIIP A 2111 E. 11r Snn1 I]242U Rd M: Dish Pressures - No Ice F.lrm 1!ifA Aiming 1 li!iAp] h(r Q y A11] 0. J Akv/iPrinn lynnrrR rl fi f, J Pa/ d L6] Anrbw ILIXX9 1xQ/ fl n.ml 1 P Id lx Ibfi LI¢ \\ PII 5u1n 7(; 11 x 4 i^'t rtY i t0`Ep U'u : r a M' Mr Sdf- C\'$iF'hl D61.1 Dish Pressures- Service nv /inn 1!ifA Aiming IIiiR / Q 1. lbw_- A. Ar 0. f Ikv'nprinn Limmh IA fi J J Pa/ d 1.6] Anbrtw 2'ulRo-bruc ILIXX9 Nq 41x1 1 IIISt 21a A Ibfi LI¢ \\ PII 5u1n ffilp x 4 i^'t rtY i t0`Ep 1 \'ai 111: r a M' Mr Sdf- C\'$iF'hl D61.1 Force Totals Lund I irm -f Simr of Clmr n/ Avm of Cum n/]'rvprvr bm 9nc+ Fo.rn Fortis Prnunrinp hamming lb Z A /nnrrnn. A1. Alrunrrus. Al. IG IG lb IF// lbl Ibfi LI¢ \\ PII 2 R P M1 x 4 i^'t rtY i t0`Ep r a M' Mr Sdf- C\'$iF'hl D61.1Mn9h1I(r1. ry-T y(j p/,•1- `. IIIXI IIIXI'A U' der!¢ - Nrrl V' JWdo -N 1]rvlIIIIIIf.AA 1(Illu PAIIIXI 1.1!495.]40M ILgI11444'.]4 115 1X1111X1r1 }( -+ Wind 19)d' -N kt j ' y'4 nlXl Iflllll.PA 11495,74 nlXl 11.1x1 1 v R /S.tTOlnet' oe The outhouse loos• 9 of 16 1imr G/ o".cl Dat. Gnnl9 /l.gn[a U1212-009 091 1]:06:27 01/26/10 11 0ad" Allod` Iolob, Nnlc. cb.., o..leo.J by I'mnL: Cell Trees. Inc. 3 as: 1 Dal'Woodnd" Salver l,nnJ 1' rnl 1rin l, 1imr G/ fnn r l Snni cif Gnnl9 /l.gn[a II,Y UmJ 1,6 \CinJ II Jap- Nn Icc J 11 0ad" Allod` Iolob, Nnlc. cn.m Cell Trees. Inc. II2 Dal• I R NI IMF- Nn la. L W11ll 13 U.", Wiod" Odag' NI' lac 3 II q Ik'.'xl• I!I \\'roll INII Mary . Nn I[a' 1 Dal'Woodnd" Salver r'-1, I /nn [ A /._ III pa:IlD \\loll lAll sag- Saniac __' _ Ib Ih Ih 1 /rvi lAO lb( 1 :1Y 41 710 N M yM' xW X1+1 II,INI 111111 obr= wc 1 14 N Ica J III J 2V IJYII MINI retIJaAniaY" - JtIVl, 6' Ir -, J -IIHIA IIIXI orriIlpl IJ911J.fA it N IIRII I Sant t•'x'k'W x.- W.INI JSU5.E9 IJYIJJ.RN ILIXI Il.lpOrr Load Combinations Maximum Member Forces eNAl, I;I.Inlinn tin Dold Coll, E 1,3 Dlntlal4 \1'iIW II Jag -Noll, IIIIInI Anx Alrnin Anl II,Y UmJ 1,6 \CinJ II Jap- Nn Icc J 11 0ad" Allod` Iolob, Nnlc. cn.m Cell Trees. Inc. II2 Dal• I R NI IMF- Nn la. L W11ll 13 U.", Wiod" Odag' NI' lac 3 II q Ik'.'xl• I!I \\'roll INII Mary . Nn I[a' 1 Dal'Woodnd" Salver Aa__ Ul- nl•\\'rnll `nl Jag.SUaiaa' III pa:IlD \\loll lAll sag- Saniac __' _ Maximum Member Forces eNAl, I;I.Inlinn nI]x,nln, t'nmll/II,I, finl'. Illnl IIIIInI Anx Alrnin Anl lF W Al cn.m Cell Trees. Inc. Lord v.. ,. nr. A6nnanl n/nlnnnl IM1 P la' M'il'an 1 N1 Aa__ IIh IMn c' __ ll SE.Ifi] -1 Rlle ALa I'ulaim IIl.gl 1 IXI IIIXI IIIXI 11111161 1111 hma. nl. Ir.— CInll'noorn1 2 9561,44 111X1 511;45.39 Alm. nl. J 5J a I'll AR J 1111,14 3411 Ji 29 (;IXI 41X1rI.lN 16161.66 11.141 Alai 11, 2 X561.44 I'll 11141 29 IIIXI nlnl -14 5 WJ1.11 1X61611 16;x5.95 SJI IaSP WA]9 IIIXI Allla. \'X Alin. AA 1610.5. P5 ILIXI SJI11112o Maximum Reactions lnlannn fnndhlnn Ln 12, ml lln. rul,.l' I}Ih lln,_ ml,] I ml. lull lF 17:06:27 01/26/10 lh cn.m Cell Trees. Inc. Comb v.. ,. nr. IF IM1 P la' M'il'an 1 N1 4611111 III nlna. l4 l0 111964 R .X9 nJm H AL a.H. 1 61 99.59 IIIXI 11 111161 1111 hma. nl. 2 541"519 n.0, 161611x, Alm. nl. J 5J a 161616" I1n1 A Tnrtvm 5 41X1rI.lN 16161.66 11.141 NOAlio - \'sal 111.1 6949.19 11116].611 IIIXI nlnl -14 5 WJ1.11 1X61611 54114 }E9 AI".Nil WA]9 IIIXI 111Ifi1111,611 Alin. AA S- VCV2Jtl 411411 54111519 IIIXI I6161.H1 nl 1 Il lw ILIXI nnX l olio. lnlll"iTnrsi I 4un J9112n u,nu RISATower Job The Outhouse Poor, 10 0l 16 morn. Vroi..l ml. rnyly U 1212 -MM91 17:06:27 01/26/10 h cn.m Cell Trees. Inc. D..:en.a by v.. ,. nr. IF IM1 olrn„nI, 1I.Xh,rdn c,l „e unx „Ir..v' unr- ,m.z 3n „) u,lll „/F Llrn Tower Mast Reaction Summary mn r I, Vlnn, morn. 11, ,nlp r mme rnyly rnnmlla „o,n 1 on14 h lh ern, i'u. v.. ,. nr. IF IM1 2 a 11X1 716111 IIIXI IJNI LlDoor nW,PP I XI ILIXI ILIXI - ILIXI IUo I1 D;XII I.R \1'inJ llab`g -NIA 959 ].NS 111X1 IfiIR] MI VIIJ}.s9 IIIXI IIIXI la' 0.Wxlfi ViuII l Jtp N NJNJV IIX1 61fi].fi 1pSj,Jll Il,lxl ILIXI ko: MAXI 161 fi].fi11 o'97 15 XNA11 111.1 111X11 ".n 1.2IXa14fi R'iiIJ WI JCg -No NSVt,k Ifilfi].fill rtlXl Il.lp 54114 }E9 ILIIO laIlYgal•I.6 N'inJ MI SA. N. WA]9 Ifi] fifi I41XI ILIXI S- VCV2Jtl 1 {IXI kv11 oanN I.E \b'inJ lAll Clap. X59 ].PS IIIXI Ifi IR], Nl SJI IJti,29 f11N1 Il 1p No I- f1IXIIX A IIMI RO AM 4545.29 0,1111 119 UmIH.6 WnA IBn Jag- WJP IV ILIXI Ifilfi] 66 519513.111 ILIq plxl No Nu l.. 7 'or 1) -1x1 111xll% IU IILIo I M.8A D,oJI"llot 11, is Ifi4 NX 111111 45115.2) ISIIaS66I 111111 Dm116 do,-S1,, P J5115.N 610 RuU ISRCfi (b, or"IIIMwdIM1S— Dy \ \'ulJ l &I Ikg.SU\i[a' 716, 161.0.9 II IIU i511t EJ 1511554.M16 II UI O.W Solution Summary Non - Linear Convergence Results l.md nll,.rene No,,,rc, rr"I. .I , I" C.n., o” nlC fill 1 on14 h lh 16 M1 _ IF IM1 2 a 11X1 716111 IIIXI IJNI aa IIIXI IIMI'I5 2 Illel IIII'll 616]oo II IXXXXXXII ll ", P591Pa 1616) MI 1 ull t 141X1 Iq031 I61fi],MI IIIXrO, Ifilfi] 6M1 11(. 11SI 111X1115 J 111161 W1 1NAP AM9 A5 MAXI 161 fi].fi11 o'97 15 XNA11 111.1 111X11 ".n IM1 Ifi] Pn 1144x]9 1X11] 1111 11 n67 4X1115 R ILPI 0.59].95 Ifi1M1] WIoIT Olxl 91W llA59i.A5 6167 H1 IllxII% 2 ILIq tJJAJ9 I6I61An 11,1X1 m.rgIo 1(111].1111 f1IXIIX A IIMI RO AM 4545.29 0,1111 1I(AAX SUS 2 11111M 9 451819 11W -AP ILIO J911AJ 7 'or 1) -1x1 111xll% IU IILIo I M.8A 4aU5 l9 U.1M II W.AA 451914 1:pIA Non - Linear Convergence Results l.md nll,.rene No,,,rc, rr"I. .I , I" C.n., o” nlC fill 1'alr,mmX 1'as 6 IDlmv,ra 1 ,Oor'll 11lolXXXOI 2 a LLIXXXXXpI LLdxxg611 1 aa N II IILNILNN1111 11,111111115121 4 tin P II IXXXXXXII II199X1111IPINXXoI!MP1afiY' 1I1,IXxXXNXXXxXXXIIII 11 1as II IIIIMIINII 11LL RISATo wer Job The Outhouse Page 11 of 16 VIIS Project Wt. Inr 111212- 009-091 17'.06:27 01128/10 P cn.m De.lnn.a by r/rnnr: Cell Trees, Inc. 19811 FAX: N J.PJ6 ter 9 I1,0tr llxll 111MI.P.1 9 \'us A II,est"xll 111. X11951 10 1'0' A 111XN 1",1 ILIMXXll"I Maximum Tower Deflections - Service Wind 9rcdrnr c/rrnrrrr„ un cn nlr nrta- R.r raprn;n Tarr LI 52.15] -I SU.41 N 869112 II INNIO Critical Deflections and Radius of Curvature- Service Wind 4mnmr AP]nvrnrnnrr 1.]n lMl4ruon hh T-s, Ro"in nI mJ Onmunr 1.511 IIIJ II. @ad:n 8 VIIS I16Np ILIXXXI Inr 311512 pl+n. @amr P J9J5 0W2 0.141X1 lot 19811 111311.lb dl<e N J.PJ6 06912 111\1X1 Inf 11A1l C1 +11. Gulch, R f]J] 116NR 1,0,01 Inf 470 IEI CN all 16'Prod 271 t'".1 P 4617 1169,12 11.111X1 Inf Pipe d 1.].]]A J341 11 storl Inr I1)III 111211.@nncllo A 4,W 36W2 11(NNXI Inf d! }II 114 fl Aran rv, N 4,339 11,6X12 0 Nxt, Inf 311 1515 A.@a:dl6 A 120 06X4 NMXXI of 311X1 1115 R.&M<fi6 1 4.IT 3.6X4 ILIXXXI Inf 3214 rnan. B -0.11 x 4 71 lo, axw mf 4167 Atotr- X. /Raculc X 41119 116X12 WNMMI or 41150 CI6 A. Band:. A 1.91' M1'02 1114X11 Inr 11 Ixl 1) 611. B-0,, A 5,]75 0rot:2 II IXXXI Inl 1'!S, 111 0 wr :d- P lfi2J 0.rl 1.2 II IXXXI Ill( 1R 1. I11M1 3. Br+:dm N Ld]5 R6XI2 It box, Inf 30.33 IJl v.lr. 0- Pod v/ Norm Purr A A26 06X4 Wee mr E4.511 111611.er J!:, N 1,327 86X4 Qt..tP Inr 111X1 1116 n. @mltln P 8.1]8 11,69112 II.aXlll Inf 11 {, 111512. @an1<a P to IIfiV 2 0ANNI Inr Jll.r. 10]15I1.Bw:d:d fl 2.8129 0 ", I aZ Inf 2 11 1161.1. @x: d:an A 2111 1,69112 IXXXI Inf 111x1 11 A n. daldln A 2,582 116X12 11AMI Inf 1513 IJIA,. flmJln A 2JJl 11.6X11 UaMMI of 241X1 111X,, Wnndnv 6 22ND II, M1N12 111xnXl Inr zz!u ulxn. @mldm 6 2133 nnNrz B01nln m( 1 (MI 0)P 0. $vuirav A 19x6 115X12 II INXNI Inr 19511 UTA O. B-ced:a P 1.811 0,6,2 ILa1x1 Inf IA IXI 111I3'P- .00s.' A IRPA II, 6,2 11111X1 Ins Ifi3d Ill A n. B1mid- d 6]! 116,2 11 bf 15, 01 10 B. &mdla A 1.193 M16,2 u.Mx) Inf Maximum Tower Deflections - Design Wind yJ RISQTtl Job The Outhouse Pa c. 12 of 16 lxVarnnn Project oa. renrinr ni 111212 - 009 -091 17:06:27 01128110 l.ne CH-1, D..I,n.d by Pteo": Cell Trees, Inc. 811 -b" AV: arh Srrdm_ Llm'atlnu l/ 1-d Tn,v 612. ItPml - h' imin omA LA 52.16) -I IX.3fR 4 1 o5 II.INXNI Critical Deflections and Radius of Curvature- Design Wind 11 lmrrnrrrn,no FnFn lxVarnnn 111- Ina renrinr ni Rusin Tlrlrbmo l.ne V- Albrm6 /r Allnnvhlr 1'rrr. mrrr. 811 -b" Cmn/idml arh Rc". IIIJ IL J IR. TM E J7 61 Inr 51I4 @r: mcLS 151 d 11_ mdra J IA.IVR 2 586 111 Inf Ill s p.@md, d 1.].]]A J341 11 storl Inr 418l dn@nlco, 7421 21Wl II urPP Inf 47 F_tl____ J MI. 21N1 An nf 3] 5n 1 1215A' 11'6p.d . /lMmll d 16NXI IIIP! otnl Inf l E2fiad 311 11 , 3311X1 3].90 I3l2n. J 16.2721 0.111X1 Inf J5.A0 Be. obs 13).n .@mcs. J 15,991 I' Ir 2.2393 n.OINMI I'd JJ.3n 1116'ft' I J 15529 23115 II Inf Jlnll 1016 n. d N.995 216111 bsX' 11,111X1 deal 3-oh, Ul6a e111M. I+_619 23144 nlxxxl lotmf 41 67 AnrbcoTv/Rmlmne d U.119 2. 1144 IIIPXXI Inf 30.33 15150.&.6cs 1+.565 11188X1 Inr 593X1 n. 4 O,3M15 1.2(121114 3,11X11 Inf 1]41 016 pl6n. @mwh¢ a-lo, 4 1111111 LLIXXXI LII lfilp 1116 4 12 01 1.918, IMIS LLaN9 Ld 13.53 NI S'aYCI Prodwla Pilrc 4 12.51M1 I'Wt II IYJxI Inf 13je 6 u. wood, J 119!9 186101 1111X11 Inf 3).51 3)6 T@ardre 1116It 4 11 .424 81108 11,11X51 Inf 113, @rock 016 n. @mdla 3 In 181 1]352 Inf 1111111 1116 n. Bonch. d 1 ]33] 0Mol M1UXP Inr 27u] 1519 @mdo, J 9.8579,212 1692 RIxx4 Inf 2].50 a, IjIPR@mdo, d 9.292 161X1] 3.11X11 Inf 25.30 OIFn. @s<Srn d P.]J6 LV81 II IXFXI In! b 1Ml 018 n. @.vrdla 4 9.211 10!6 IlIX111 LIf 22311 Ill A n. B1mid- d 6]! 14411 111x111 1r 21u1 Ul8 n. @nldla 4 7A111 1JW6 aaxXl Od 19,1b 3) 1 .. @antra 6atl 13793 121.11 Inf 19,1X10 el, A. mrodoR 4 b, IM9 1.2855 11.11X11 Inf Ifi33 3) 101) n. @Imtlua 4 5.533 Mr, IltxxXl LII ISM I] IUB fYadl d 4.W, 1 1904 Uobbo for Base Plate Design Data 2'lnlr AIm11w A-1l R.rlr Arrant Aro., or, r nnl Currnrl " Rusin Tlrlrbmo ofkel- V- Albrm6 /r Allnnvhlr Munch" 811 -b" Cmn/idml nlu Rc". Radn R.". Ro'm Mll Roh lea Sof, ^rr en nTyrrc rn for 1h 11, /_ F5______ X<_;___ F_tl____ 1]501 f 2251X1 18583159 145151.11 74412 BnllT 884 E2fiad 311 11 , 3311X1 0.520.52 1176 v RISATnmer o° The outhouse00 :e to of 16 1"If. Project Dale 1116911X1 1 U 1212 - 009-091 1]:06:2] 01128110 I 11261 1 Client Designee by 111695 - Cell Trees. Inc. 15!999.1X1 1 AA"; 11 "IlI - 25611411 1 Compression Checks Pole Design Data 4411111 IInn,X 14 . \is / / AI'l .1 f, Il`, Fn /in 0 ! 44,6nNF- J]11111117,05(n44491i1241P116JI9 \11,. 5(.$ 5(1]111] 1 MIRYXIfi4256E L l - df, I1]IX1211 ]1X12. Z`I In') 9,1111. 1581526.5fi1p 2 1 521442zlJIbA1(lA_ 1X91614nJ- IM1J 10115111 - 1]4161 ]VIN2141394" 6]5115If11515. 6116/ 6.116]- 1550.15 1.55X15. I 11 .195A - 1244,`r 1 22912711111 11"If. 114911 " 1545(1.46 11116911X1 111 so 11.1411 - I 11261 1114211,nal 111 "I 111 111695 - 2221,71 1 15!999.1X1 111.1X61 11 "IlI - 25611411 11]511!,1111 1111X11 126816 11142.15 WW159.1.1 dd III 124112 - 11191x1 aa1714A.I 111"11 11.2797 " In"" 1151]91.1Nl 111 inn 0,176, - 52'4, 11 4459A7P.el 44nU 11.X114 " 53u, 51 44116 1,1x1 1111112 a, 171a . 5'19119 55121Wr1X1 11012 a, 1N.I - 1156"27 5521,111x1 1111112 111661 - 695X14 554411,1X1 111,1111 15,11641 - 111115 " IJIYI "0 111.1111 45]226 15 fi54 .144 111 ]II Ilv}fiX -11155 fii 162W -sr, 61 16.5$19 - 110,14 5161791X1 111115 611152IAXI 104 62X91 fA1 1111, 64951151 N1 11.1111 1,70uNm 1111, Pole Bending Design Data V'[. Alr'm,inn .irs AI nPA/m Farn J efi _ /MI_,___ at._. LI 52.1-6' _ RPM I. IP]5 11(1$9 219513_511 11Nq II.IA1 j14fIL11 11144X1 4c F1A6 RISATower 10° Pa" The Outhouse to of 16 Project Data U 1212- 009 -091 17:06 27 01128110 cu.m D.,I,..d °y Cell Trees. Inc. FAX . Por,lmr /(la'nrrian 6iy. A(,. R1 /m Rn,lu Al.. PAI., 1!1,11 n F n 111%1 .0 IMn lbn j 49 ,P86 PJM1.R B241A3I %1029 %102929 rtml 112111 11 11 an 41,4511111140 - 16l IA. cIr E(.12 IXI rLIKI 111x1 211.52 !NI Il rxXl 14,02149, a" I- 2]26.X1 2M11$lL G/ RLI% 11x1 ZN1$11,1d Illnn J I1611"41116 _ JII(AIJ,r MI 2Y49911 I11 I!IlP ILI XI ?W VAI ].IXI II IV MI 19174- $911.11 114]94.1] 1,.I AI ILIXI 3f"749 17 I!unu 1 16 fi .P IfiV 7H99Z JZfR]P.)J d.JY 111. 124A]A.11 rl lAro V 1510, 3LdxI2- ] 111612,511 I,I LII IA -I] 11294 (51 11 14111"1 ,1] II 111111 10]1X1211]1x2- IiwUVn 1<M12YUn d.162 Nxl Rez N!Ixl RIXxI 29.1!19zV.W Y- I514 111511 17241 2.50 r!JU 11 11 17141z311 nlxxl 26.5621. $" 1X4155(,1] 1A91x 5.1 I JNP I IX 1 Awll$Ix1 11,X11 21 PII2 52zf, licit - 1234 111 AI f11, 5(1 A.11 115511 111X1 JI LiY 1q,11 II,Ix NI ZI JHP I X 25411911 11 1212;1.1" II.Ill 11 1(1 11121 }511 I IXMI 11.11 X4A911X!- 24-61851X1 JJIIAX ].S2' nI'll Il lvl JdIIP M ],51 .111.1 101411161511- 1!61]11,X2 4 g9111U 11,713 111x. 4 1190111 n, fall 91Man sU- 1]]WRU gIIRgm 1.]41 glxr JrZNpn 11 life 1 114II1114. 41] %11!1111 !44111 ].511 II,PJI II ]III f9M111115f1 11xX1 4]5115 X1.1 le$" J5R791.X! 515115X1 1.941 LLW 991181 LLIPn 6,116] 6,1 167 444964.14 9fi57117 119 11 01111 11111,17 11 111111 155115 J,55A11 . 1 [f 11451X1 $4194.1] r19ifi 111441 "led " II IX MI Pole Shear Design Data Polo. Iil.mnml C_Y "n., 01', Fnrin .1111/ 07; RI I'• M1 iM1" LI <2.I M1]- 1T ZPrIPvII,IAIS 1595.55 I911rY11Xl fl en If IXI J91W1A1 1 I If, J9 r"'d11M1Ie" 11 N,]Y 1465211X1 Inllfi II Ill 51922911 Il llpl 4]15111 244,192- JI442 i9 $III ]411X1 111211 1411 4119591 II IN XI JJ, 192 All, 41121 .ZZ bN.9]11n 1112! II dI 5758 40-9] nIN XI 11 113 1166 49915 21Z1411x1 111110 114X1 111511/91 11111X1 911(1 1l6at - 61111X1 zlld 1-64X1 111129 Ill. (r149,11 11144 Y1 16.9 I R916.9 IM1V- 9]15 -12 212111 'It I1IIi4 14111 6W11 17 11X61 1 RISATower 10° Pa" The Outhouse to of 16 Project Data U 1212- 009 -091 17:06 27 01128110 cu.m D.,I,..d °y Cell Trees. Inc. FAX . Por,lmr /(la'nrrian 6iy. A(,. R1 /m Rn,lu Al.. PAI., 1!1,11 n F n 111%1 .0 IMn lbn j 49 ,P86 PJM1.R B241A3I %1029 %102929 rtml 112111 11 11 an 41,4511111140 - 16l IA. cIr E(.12 IXI rLIKI 111x1 211.52 !NI Il rxXl 14,02149, a" I- 2]26.X1 2M11$lL G/ RLI% 11x1 ZN1$11,1d Illnn J I1611"41 116 _ JII(AIJ,r MI 2Y49911 I11 I!IlP ILI XI ?W VAI ].IXI II IV MI 19174- $911.11 114]94.1] 1,.I AI ILIXI 3f"749 17 I!unu 1 16fi .P IfiV 7H99Z JZfR]P.)J d.JY 111. 124A]A.11 rl lAro V 1510, 3LdxI2- ] 111612,511 I,I LII IA -I] 11294 (51 11 14111"1 ,1] II 111111 10]1X1211]1x2- IiwUVn 1<M12YUn d.162 Nxl Rez N!Ixl RIXxI 29.1!19zV.W Y- I514 111511 17241 2.50 r!JU 11 11 17141z311 nlxxl 26.5621. $" 1X4155(,1] 1A91x 5.1 I JNP I IX 1 Awll$Ix1 11,X11 21 PII2 52zf, licit - 1234 111 AI f11, 5(1 A.11 115511 111X1 JI LiY 1q,11 II,Ix NI ZI JHP I X 25411911 11 1212;1.1" II.Ill 11 1(1 11121 }511 I IXMI 11.11 X4A911X!- 24-61851X1 JJIIAX ].S2' nI'll Il lvl JdIIP M ],51 .111.1 101411161511- 1!61]11,X2 4 g9111U 11,713 111x. 4 1190111 n, fall 91Man sU- 1]]WRU gIIRgm 1.]41 glxr JrZNpn 11 life 1 114II1114. 41] %11!1111 !44111 ].511 II,PJI II ]III f9M111115f1 11xX1 4]5115 X1.1 le$" J5R791.X! 515115X1 1.941 LLW 991181 LLIPn 6,116] 6,1 167 444964.14 9fi57117 119 11 01111 11111,17 11 111111 155115 J,55A11 . 1 [f 11451X1 $4194.1] r19ifi 111441 "led " II IX MI Pole Shear Design Data Polo. Iil.mnml C_Y "n., 01', Fnrin .1111/ 07; RI I'• M1 iM1" LI <2.I M1]- 1T ZPrIPvII,IAIS 1595.55 I911rY11Xl fl en If IXI J91W1A1 1 I If, J9 r"'d11M1Ie" 11 N,]Y 1465211X1 Inllfi II Ill 51922911 Il llpl 4]15111 244,192- JI442 i9 $III ]411X1 111211 1411 4119591 II IN XI JJ, 192 All, 41121 .ZZ bN.9]11n 1112! II dI 5758 40-9] nIN XI 11 113 1 166 49915 21Z1411x1 111110 114X1 111511/91 11111X1 911(1 1l6at - 61111X1 zlld 1-64X1 111129 Ill. (r149,11 11144 Y1 16.9 I R916.9 IM1V- 9]15 -12 212111 'It I1IIi4 14111 6W11 17 11X61 1 Por,lmr /(la'nrrian 6iy. A(,. R1 /m Rn,lu Al.. PAI., 1!1,11 n F n 111%1 .0 IMn lbn j 49 ,P86 PJM1.R B241A3I %1029 %102929 rtml 112111 11 11 an 41,4511111140 - 16l IA. cIr E(.12 IXI rLIKI 111x1 211.52 !NI Il rxXl 14,02149, a" I- 2]26.X1 2M11$lL G/ RLI% 11x1 ZN1$11,1d Illnn J I1611"41116 _ JII(AIJ,r MI 2Y49911 I11 I!IlP ILI XI ?W VAI ].IXI II IV MI 19174- $911.11 114]94.1] 1,.I AI ILIXI 3f"749 17 I!unu 116fi .P IfiV 7H99Z JZfR]P.)J d.JY 111. 124A]A.11 rl lAro V 1510, 3LdxI2- ] 111612,511 I,I LII IA -I] 11294 (51 11 14111"1 ,1] II 111111 10]1X1211]1x2- IiwUVn 1<M12YUn d.162 Nxl Rez N!Ixl RIXxI 29.1!19zV.W Y- I514 111511 17241 2.50 r!JU 11 11 17141z311 nlxxl 26.5621. $" 1X4155(,1] 1A91x 5.1 I JNP I IX 1 Awll$Ix1 11,X11 21 PII2 52zf, licit - 1234 111 AI f11, 5(1 A.11 115511 111X1 JI LiY 1q,11 II,Ix NI ZI JHP I X 25411911 11 1212;1.1" II.Ill 11 1(1 11121 }511 I IXMI 11.11 X4A911X!- 24-61851X1 JJIIAX ].S2' nI'll Il lvl JdIIP M ],51 .111.1 101411161511- 1!61]11,X2 4 g9111U 11,713 111x. 4 1190111 n, fall 91Man sU- 1]]WRU gIIRgm 1.]41 glxr JrZNpn 11 life 1 114II1114. 41] %11!1111 !44111 ].511 II,PJI II ]III f9M111115f1 11xX1 4]5115 X1.1 le$" J5R791.X! 515115X1 1.941 LLW 991181 LLIPn 6,116] 6,1 167 444964.14 9fi57117 119 11 01111 11111,17 11 111111 155115 J,55A11 . 1 [f 11451X1 $4194.1] r19ifi 111441 "led " II IX MI Pole Shear Design Data Polo. Iil.mnml C_Y "n., 01', Fnrin .1111/ 07; RI I'• M1 iM1" LI <2.I M1]- 1T ZPrIPvII,IAIS 1595.55 I911rY11Xl fl en If IXI J91W1A1 1 I If, J9 r"'d11M1Ie" 11 N,]Y 1465211X1 Inllfi II Ill 51922911 Il llpl 4]15111 244,192- JI442 i9 $III ]411X1 111211 1411 4119591 II IN XI JJ, 192 All, 41121 .ZZ bN.9]11n 1112! II dI 5758 40-9] nIN XI 11 113 1166 49915 21Z1411x1 111110 114X1 111511/91 11111X1 911(1 1l6at - 61111X1 zlld 1-64X1 111129 Ill. (r149,11 11144 Y1 16.9 I R916.9 IM1V- 9]15 -12 212111 'It I1IIi4 14111 6W11 17 11X61 1 Pole Shear Design Data Polo. Iil.mnml C_Y "n., 01', Fnrin .1111/ 07; RI I'• M1 iM1" LI <2.I M1]- 1T ZPrIPvII,IAIS 1595.55 I911rY11Xl fl en If IXI J91W1A1 1 I If, J9 r"'d11M1Ie" 11 N,]Y 1465211X1 Inllfi II Ill 51922911 Il llpl 4]15111 244,192- JI442 i9 $III ]411X1 111211 1411 4119591 II IN XI JJ, 192 All, 41121 .ZZ bN.9]11n 1112! II dI 5758 40-9] nIN XI 11 113 1 166 49915 21Z1411x1 111110 114X1 111511/91 11111X1 911(1 1l6at - 61111X1 zlld 1-64X1 111129 Ill. (r149,11 11144 Y1 16.9 I R916.9 IM1V- 9]15 -12 212111 'It I1IIi4 14111 6W11 17 11X61 11 RISATower Joe The Outhouse 15 of 16 Rolm prol.cl Oats Anlr nT. U1212- 009 -091 17:06'.27 01/28/10 J9NMfi- client olin ... d ey R6nn[_ Cell Trees, Inc, x2316- TLIX; 6186001 111.3 4vrimr El -,x,n one Arrant OIL Rolm Amm/ T. T Anlr nT. 1.111 -IV Y J9NMfi- Ilry. 131139 M1IYXI II.01M1 x2316- I'll, "I 6186001 111.3 111X1 69A034 17 core 11 ]1X12 Q/_____ Cu AI o] 17.115111_ 11.]1X4- 111X11 -In 111" ni 111.7 f1."1 1.112 511 O,P. 29, I d 19 Y 479E 115112 1l1n IIn 993 2611252 29.1 J 19. 1199(120 2081119 MINI 11 "In 01x1 761505M 11,1X11 It luxxl 01115 Ip xl ilry la d 191 E 111153 IIIXXI 1231!. In 1,0532 rill 11.11$1 ILIA 9]1411.1X1 11.11X1 11,X11- 1175E anK 0,138 611X1 11.11x0 n.pl0 sus 21122- 0461 "1 2381556 lXl 11654 11111 81191N -1] 11.111X1 21AMP J.IILIV 18.91184 110117 II INII 21,4(dA- Id?A0.N1 2r!9]9.p1 1111[] 111X1 86711X.11 11 in MM Or 11.1111 111X111 111159 II6N9 I X 131115.111 2.21121X1 11113. 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J91An Jon The Outhouse 1. 1Xly 111X13 rLrnm ru nnr Rnrin 1.111 -IV Y J9NMfi- Ilry. 131139 M1IYXI II.01M1 RIXXI 0111) IIXXI 1,1141v 477,115115 oJXrtm fall LI Q/_____ Cu AI o] 17.115111_ it nn$ LLIMI TLIX XI 11.11211 Il.fx 111 1111, I.fMXI d, 1141v Y 479E 115112 1l1n IIn 993 2611252 41396- 611116 are? 11..11 It luxxl 01115 Ip xl ilry la d 191 E 111153 IIIXXI 11W IIXXI 4111 1, EI OR 439516 anK 0,138 611X1 11.11x0 n.pl0 sus Llxxl unm 1 11612 IIIXXI 111157 II IYXI 0628 J.IILIV 18.91184 110117 II INII in 111129 11111 11.10 1.111, J III.IV J9 ,171, R X169 IKWIA4- 11.1111 111X111 111159 II6N9 IAnnin 1569- INII IL01 Irlxxl 113131 1113X1 II,EJ] IIXXI J 111 -IV 14147 21X56 16.35111- 11.1111 0 ]1? 111130 klxxl 147,25X56- 111111 II.EW t" Alto II.M3 II IYXI Ill! 1.13111 J.1141V XX12- 1/ 13.7918- 11M II.INx1 111113 1 ]1 111111 0,1562 II IA XI 11 Ip7 1 IXxI II ?73 1 -1X111 47, 1141. 291319 1/ 1LV14- 11.1111 ale 11.1111 II dES II.IX MI 1105(1 IIIXXI 11.119 I.IXX1 4.1141. II26 <P13 RISATower Jon The Outhouse Peg• 16 of 16 E;1`71 P-J..' Dala Rnrin U1212-009-091 1706:27 01/28110 alum Client Designed by P. Cell Trees, Inc. M..r filA' T. Lr[n 3 mr F. /1111111111 ftm E;1`71 Ral Rnr Rnrin nrrrF I /Inn alum No aP- P. A/. M..r I In T. Lr[n lh oJXrtm fall LI Q/_____ Cu LL AI o] Rnd. A " 3563815- 11.012 IIJXP 11 1X11 115112 1l1n IIn 993 2611252 se Plm[ Pav a N 1 1252 - 11111E 11.5511 111X11 111153 IIIXXI 11W IIXXI 4111 1, EI OR21.41568- 111112 11612 IIIXXI 111157 II IYXI 0628 11x11 J.IILIV 18.91184IKWIA4- 11.1111 11673 111X111 111159 II 1111 II6N9 IAnnin J.IILIn 1111 1/ 16.35111- 11.1111 0 ]1? n.n. 111130 klxxl 11.7511 I.Iio 41111. 6/ U MIS 1/ 13.7918- 11.1111 11M II.INx1 11119 coin II PM IIXXI 1111.16 11,2114 1/ 1LV14- 11.1111 0,842 11 inin 111158 1(1X1 11839 IIXXI 4,11E In 8675058.17305- 11011 11.A91 11.14X1 111117 nn. on 11x10 1ulde 611, 6/ 6.116]- 11,111? 119 ?5 000 1111cfi nn1l 11951 11xx1 f IIL I. X15 3 55X05.1 11.1111 Il 9156 n XXI 111116 111.X1 11 ot, Ilxxl 111.111 J IMgmn Vmim153 111 Irc?/21X18 nl.N92lx. Pmin'INIIEId Cut 1,1.1 N1212.1x19-101 Tm Q11hn1vvIC6, 33 Mror'in' G, IH.I lAVPJ1e^'LVir1PIRiaTnn rT1[aulnVU N- Brmtlrv,JJi Section Capacity Table j`Fr Ekrrrrirm onyrerrrenr LLs 0111 of P aP- A Ynrt El- I6 lh oJXrtm fall LI 52.167. 1 Pnlc TP28a18r0,1875 1 .9363 44 671 "4111A) 91 Pas nn.ry nI, 1111 993 Pmt se Plm[ 94 Pav IMgmn Vmim153 111 Irc?/21X18 nl.N92lx. Pmin'INIIEId Cut 1,1.1 N1212.1x19-101 Tm Q11hn1vvIC6, 33 Mror'in' G, IH.I lAVPJ1e^'LVir1PIRiaTnn rT1[aulnVU N- Brmtlrv,JJi w c0 R d w W TIA -222 -G - 85 mph Exposure C Vx Vz Global Mast Shear (lb) 0 5000 0000 500 II I I MO 'a: Phone: CO-' TIA -222 -G Ds. 01/28/10 Cd1e1 NTS j I l I I I i to «y rva E -4 1 j j i i I I I I 5a0 IOM 15000 0 0 Maximum Values Mx Mz Global Mast Moment (lb -ft) I II i I I i I I, III i Ali ice. v°' The Outhouse vroien: U1212- 009 -091 COene Cell Trees. Inc. Drawn by: MO 'a: Phone: CO-' TIA -222 -G Ds. 01/28/10 Cd1e1 NTS FAX: P.ft to «y rva E -4 0 I r E 34.0000 in iy FOUNDATION NOTES 1. Plate thickness is 1.7500 in. 2. Plate grade is A572 -50. 3. Anchor bolt grade is A615 -75. 4, fc is 4 ksi. 001 The Outhouse P'qe U1212- 009.091 C °-t Cell Trees, Inc. I Draws by: nao'a. Phone: CoO' TIA -222 -G tb 01/28/10 s`eie: NTS FAX Pam: Dwq NO F -1 YECT%MO nom, JOB NO.: U 1212-009-091 DESIGNED: JSP DA 1 1• AIMEMX OF PROJECT: THE OUTHOUSE Seismic Base Shear Calculations: Seismic Parameters: Per California Building Code, 2007 Edition (2006 IBC), ASCE 7 -05 Occupancy Category= Seismic Design Category= Is = Site Class= R= Ss II Fa= F SMS= SMi= SoS= Sp,= 1.00 E 1.50 1.00 1.75 D 1.14 1.50 1.17 1.750 0.76 Seismic Base Shear: CS(MIN) = 0.03 CS(MIN) = 0.8 x S, / (R / Is) = Cs(mAx) = Sol / (Ta x (R / Is)) = Ta =C,x hnx= a Cs=Sos /(R /Is)= V = Cs x W = Total Seismic Shear (V„ ): Total Wind Shear: 0.03 if S, >= 0.6) kips Kips Kips 0.4 1.35 0.385 0.778 5.40 5.4 16.2 Base Shear From Wind Loading Governs Reactions From W V„ (kips): 16.2 Wt (kips): 6.9 ind: Structure Height 50 JOB NO.: U1212- 009 -091 DESIGNED: JSP ECTOR DATE: 10/21/09 CHECKED: RNE E n G I rl E E R 5 SHEET `L1 OF PROJECT: THE OUTHOUSE Unreinforced Access Port Analysis (3- Ports) Unreinforced Access Port: Port Width: 8 inches Port Height: 18 inches Pole Shaft Loading: M,: P: V: 110 kip -ft kips kips 4.4 11.0 Properties (W Access Port: Pole Flat -Flat Outer Dia.: 21.5 in Pole Thickness, Ti 0.1875 in APOI.NOACcess: 12.5 Ins IPWeNoAmess: in707.8 SPoIeNoAccess. in' 66.0 Arein(orced: in' 8.0 449.4Ireinlorced: in' Sr in nre1 cetl in' 41.9 52.91 ksi 1.1 21.3 ksi Mn: Pn: Vn: Interaction Check: 1 245.3 kip -ft kip kip OKAY I 169.7 210.5 0.53 PORT WIDTH EQUIV. CIRCLE U O O' h tis POLE s TK E: 29000 ksi FY: 65 ksi Note: Section properities are base on an equivalent circular tube as shown in the illustration above. The outer diameter of the circle is equal to the flat -flat diameter of the polygon thus the properties are conservative. e w JOB NO.: U1212- 009 -091 DESIGNED: JSP ECTORDATE: 10/21/09 CHECKED: RNE n G I n E E R s SHEET 2 OF PROJECT: THE OUTHOUSE Reinforced Access Port Analysis Reinforced Access Port: Width, w: 9 inches Thickness, l,: 0.75 inches Depth, d: 4 inches Projection, p: 0.5 inches Pole Shaft Loading: Me: 1 kip -fl P: P16.2 kips V: 0.8 kips Properties Ccii Access Port: Flat -Flat Dia: 27.5 in Pole Thickness, t2:1 0.1875 in APOIeNOACCess 1 In` IPOIeNOACCess IM in' SPOIeNOAccess: 0.8 in' A 0.77 c PROJECT: THE OUTHOUSE JOB NO.: U1212- 009 -091 DATE: 10/21/09 SHEET V2 OF DESIGNED: JSP CHECKED: RNE Foundation Design JOB NO.: U1212- 009 -091 DESIGNED: JSP ECTORDATE: 10/21109 CHECKED: RNE E M a I M E E R S SHEET OF PROJECT: THE OUTHOUSE Drilled Pier Design Design Loads (Factored Max. Shear, V. / 0.75 = 21.6 k Max. Moment, M, / 0.75 = 722.7 ]k-ft Pier Properties Pier Diameter, b: 4.5 fl Min. Pier Diameter, bm;, (opt'I): fl Top of Pier Elevation: F-0-50-1 if Pier Depth, d: 1 -95-1 ft Min. Pier Depth, dm;,, (opt'I): ft Max. Pier Depth, dm„ (opt'I): ft Soil Properties: Allow. Bearing Pressure: 3,000 psf Factor of Safety: 2 113 increase for short term loads? No Lateral Bearing, S: 21,600 220 pcf Factor of Safety: 1,760 6.38 18.9 Max. Lateral Bearing (opt'I): 20 psf Top Depth to Ignore: If 1/3 increase for short term loads? No 1/2" deflection at t/o pier allowed: No Max. Down, P,.ea.,, / 0.75 = 11.5 k Max. Uplift, P,,11, / 0.75 (opt'I) = 0.0 k Volume of Concrete: 310 ft Volume of Concrete: 11.5 yd' Weight of Concrete: 46.5 k Optional Parameters for Uplift: Skin Friction: 0 psi Factor of Safety: 2 Top Length to Ignore: ft 113 increase for short term loads? Combine w/ Bearing: Check Bearing: Bearing Capacity: 95.4 k Bearing capacity OK. Check Uplift: Uplift Capacity: 47.7 k Uplift capacity OK. Check Lateral Bearin Applied Lateral Force, P: Point of Application, h: St ma „: Si A = 2.34'P /(S,b): Required Pier Depth, dr,Qa: 21,600 Ib ft psf psf If Lateral bearing capacity OK. 34.0 6,600 1,760 6.38 18.9 Title: Job # Dsgnr. Project Desc.', Project Notes E n G 1 rl E OR Purled 221AIJ 7Glit 5:e0061 III Trees; IncU1212 -009 -091 The Outhouse (CA,:55''Monopine.-G, 09- 178)EngineeringEnercalOthe outhouseoc6 Con creteCOl u m i ENERCALC. INC.- 1983 -2009, Ver 6.1.00 Description : Drilled Pier General Information Code Ref: 2006 IBC, ACI 318 -05 f'c : Concrete 28 day strength 4.50 ksi Overall Column Height = 19.50 It E _ 3,823.68 ksi End Fixity Top Free, Bottom Fixed Density 145.0 pcf ACI Code Year ACI 318 -05 3 0.8250 Brace condition for deflection (buckling) along columns Fy - Main Rebar 60.0 ksi X -X (width) axis: Unbraced Length for X -X Axis buckling = 6.33ft, K = 2.1 E - Main Rebar 29,000.0 ksi Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 6.33 ft, K = 2.1 Allow. Reinforcing Limits AsTMA615ears Used Type of Stirrups used : Spirals Min. Reinf. o0.50% Fy - Stirrups = ksi Max. Paint 8.0% E - Stirrups = ksi Load Combination :2006 IBC ASCE 7 -05 Column Cross Section Column Dimensions 54.Oin Diameter, Column Edge to Rebar Edge Cover = 3.0m , ttt K9 Column Reinforcing :15.0 -#8 bars Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 44,969.4 lids " Dead Load Factor AXIAL LOADS ... Axial Load at 19.50 ft above base, D = 6,80 k BENDING LOADS .. Lat. Point Load at 19.50 It creating Mx -x, W = 9.90 k Moment acting about X -X axis, W = 340.0 k -ft DESIGN SUMMARY Maximum Stress Ratio 0.6405: 1 Maximum SERVICE Load Reactions.. Load Combination +0.900 +1.60W 1.60H Top along Y -Y k Bottom along Y -Y k Location of max.above base 19.50 If Top along X -X k Bottom along X -X k At Ph = Pu, Load Contour location values are .. Pu = 46.593 k up ' Ph = 46.593 k Mux-Muy Angle = 0.0 deg Maximum SERVICE Load Deflections ... Mu at Angle = 852.88 k -fl Along Y -Y - 0.09590 in at 19.50 fl above base Phi'Mn at Angle = 1,331.53k-ft for load combination', W Only Along X -X 0.01n at 0.0 ft above base Mu -x = 852.88 k -ft rP ' Mn -x = 1,331.53 k -ft for load combination: Mu -y = 0.0 k -ft W ' Mn -y = 0.0 k -ft Column Capacities ... General Section Information . W = 0.70 Q = 0.8250 0 = 0.850 Pnmax : Nominal Max. Compressive Axial Capacity 9,425.77 k p % Reinforcing 0.5174 % Rebar % Ok Pnmin Nominal Min. Tension Axial Capacity 711.0 k Reinforcing Area 11.850 in "2 cp Ph, max : Usable Compressive Axial Capacity 5,608.33 k Concrete Area 2,290.22 in A2 on Ph, min : Usable Tension Axial Capacity 497.70 k Governing Load Combination Results Governing Factored Dist. from Axial Load Analysis k Dist from . Bending Analysis k -ft Mu / (P *Mn Load Combination '. base If Pu N ' Ph Pul (p Ph 1 base R S x' Mux W Mnx Sy " Muy rp Mny al Mx -My Angle 1400 1950 7248 5,608.33 0.013 1950 , 1.20D41601-r +0.501-a0,80W 19.50 62.12 62.12 1.000 19.50 426.44 1,365.75 0.312 Title: Dsgnr: Project Desc.: Project Notes 212 - 009 -091 The Outhouse (CA,55`Monopine, G, Job # 2ko omoc za ;,w zma sax m Governing Load Combination Results W Only 9.900 9.900 Maximum Deflections for Load Combinations - Unfactored Loads Governing Factored Dist. from Axial Load Analysis k Dist from 0.0000 in Bending Analysis k -ft Mu I W "Mn Load Combination '.. base It Pu W ' Pn PulcpPit base It 5 x' Mux op Mnx Sy' Muy Q Mnyat Mx -My Angle 1.200 0.50E +1.605 0 80W 10, .50 62.12 62.12 1.000 9 50 426 44 1,36575 0.312 1.20D+0.50Lr+0.50L +1.60W 1250 62.12 62.12 1.000 1950 . 852.86 1,36575 0.624 1.20D+0.50L+0.50S +1.6OW 19.50 62.12 6212 1.000 19.50 852.88 1,36575 0.624 0.90D +1.60W +1.60H 1950 , 46.59 46.59 1.000 19.50 852.88 1,331.53 0.641 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Reaction along X -X Axis Reaction along Y -Y Axis Load Combination @ Base @ Top @ Base @ Top D Only W Only 9.900 9.900 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 h W Only 0.0000 in 0.000 ft 0.000 in 0.000 It Sketches Title : Jab # Dsgnr: Project Desc.: YECTOR Project Notes Printed: 28 JAN 2010. 5:20PIu rill Trees, Inc1U1212 009 -091 The Outhouse (CA, 55' Monopine, G, 09- 178pEngineeringlEnercalclthe outhouse.ec6 Concrete Column - ENERCALC, INC. 19832009, Vec 6:00 Description: Drilled Pier Interaction Diagram Concrete Column P -M Interaction Diagram 5,608.3 Allowable Moment (k -ft) I 5,047.5' 4,486.7 3,925.8. 3,365.0-. ,- .- -. -.._ i_: _. _____._ -- w —.r' K qN PROJECT: THE OUTHOUSE Anchorage Embedment Design Vertical Bar Size: 8 I MM Conc. Comp. Strength: 4500 psi Pier Diameter: 4.5 ft Pier Depth: 19 ft Top of Pier Elevation: 6 inches Concrete Volume 11.5 yards Side Conc. Cover: 3 inches Top Conic. Cover: 3 inches Bolt Circle Dia.: 34 inches Horizontal Tie Size: 4 Anchor Rods: 4 I MM Anchor Rod Dia: 2.25 inches y, (bar loc. factor): 1.0 ye (epoxy coating factor): 1.0 ys (bar size factor): 1.0 X (concrete type factor): 1.0 Bar Diameter: 1.0 in Horiz. Tie Diameter: 0.5 in Min.Clr Dist. Btwn Anchor & Rod: 4.4 in Max. Clr Dist. Btwn Anchor & Rod: 14.7 in Req'd Lap Length: 34.9 in Min. Required Embedment Depth: 54.2 in Available Pullout with Heavy Hex Nut: 150709 Ibs Transverse Reinforcment Design Transverse f'y 40 ksi Seismic Design Category: E Spacing at top of Pier (in) 6 Spacing at bottom of Pier (in) 12 p, min MOOpsactualBottomofPier ps actual Top of Pier Total Pier Depth (ft) 19.5 Top of Pier Depth (ft) 1 13.5 Bottom of Pier Depth (ft)j 6 JOB NO.: U1212- 009 -091 DATE: 10/21/09 REF SHEET "C c OF DESIGNED: JSP CHECKED: RNE a a e a I MM 1 n r un 1 iMM I I MM I 1 I I",1I I1,.1I I".1I APPROVED r;: cRhilT ISSUANCE SCOTT pprn— l- r S&i1Sz;OGIATES ,I iJv I BY V DATE Thrse plans have been reviewed for adt+erance to the a,'nlicable codes anddora inanceigAulhOrtLpeodi IS I,.,:'J'v granted to ERWsed R1an dk ";'es. The i suanjqe or granting of a permit based on Strut WCaItGalculatbahs °t be construed to permit or approve any virlat:cn o the applicableoNnnerrnitpresumedtogive authority to Project: The Outhouse codes shall b iolate or cam vatiA3410B el the provisions Job No: '-=t 09 -6010 Location: 32310 Riverside Dr. Lake Elsinore, CA 92530 Sheet: 1 of 11 Client., Royal Street Communications, LLC Eng: do Date: 02/09/10 Applicable Codes: 2007 California Building Code ASCE 7 -05 Scope: Unmanned Wireless Telecommunication Facility: 1. Concrete Equipment Pad at ground level. 2. CMU Wall. 3. Cabinet Mounting Bolts. Index: Item Page General Criteria Seismic vs. Wind Cab. Mounts 4 KB -TZ 5 CMU Wall Des. 9 Rev. CMU Wall 9a,b,c Slab Bending Cap. 9e CDG Connell Design Group Consulting Civil Engineers 4685 MacArthur Ct. Newport Beach, CA 92660 949 -753 -8807 Office - 949 - 753 -8833 FAX QpOFESSIO 4rQ O HAE 09 CO w Q No, 62 Z Ir es t m a TFOF CALIFO \ r f t LDI -N s g. allI Structural Design Criteria Project: The Outhouse LA34108 Job No: 09 -6010 Location: 32310 Riverside Dr. Lake Elsinore, CA 92530 Sheet: 2 of Date: 09/28/09 Note: Pis omit all below which do not apply to this particulariob: 1. Structural design is based on 2007 CBC. 2. Timber: A. All 2x lumber shall be Douglas Fir #2 grade unless otherwise noted. B. All beams of 4x and 6x lumber shall be Douglas Fir #1 grade. C. Glu- Laminated beams shall be Douglas Fir 24F -V4. D. Plywood panels shall be graded Struc 1 or C -D C -C as noted. E. Parallam, Fb = 2900 psi, LVL Fb = 2600 psi. 3. Concrete: ACI 318 -05 A. Unless otherwise noted, 28 day F'c = 2500 psi. B. Cement shall be Type I or Type II. C. Reinforcing steel #4 and larger shall be ASTM A615 Gr. 60. 4. Steel: AISC 13th Edition, ASD A. WF steel shapes shall be ASTM A992 or A572 GR. 50. B. HSS and Pipe Col. shapes shall be ASTM A500 Grade B, Fy = 46 ksi. C. Pipe Column shapes shall be ASTM A500 Grade B, Fy = 42 ksi. 5. Welding: A. Welding shall be with E70XX low hydrogen electrodes in an approved fabricating facility. B. All field welding requires continuous special inspection. C. All shop welding shall be done in a city approved welding facility. 6. Lt. Ga. Metals: A. 14 and 16 gage shall be Grade 50, 18 and 20 gage, Grade 33. 7. CMU (Concrete Masonry Units): Normal weight, fm = 1500 psi, ASTM C -90 Grade N. A. Mortar to be Type S. 8. FRP (Fiberglass Reinforced Plastic): A. Material Properties and Allowable Loads as noted in calcs. 9. Foundations are designed according to 2007 CBC, Table 1804.2 - 1500 psf allowable bearing capacity. 10. Epoxy shall be HILTI'HIT' 150 or equal. CDG Connell Design Group Consulting Civil Engineers 4685 MacArthur Ct. Newport Beach, CA 92660 949 - 753 -8807 Office - 949- 753 -8833 FAX N) I' -6' CONCRETE 1500 n CONCRETEFOOTING N PROKSED ROYKSTREET 0 -1 UDLRY SUPPoRTfAus PROPOSED ROYAL SOttfi iElCO- 00NET5 MOUNIEO ON WALL DF GMU DI=URE 4 e PFOPOS(D ROYX SMEET EMERGENCY GENERATOR RECEPTACLE MD KKR P"El MWMEO ON MIL OF CMUENCLmw 9o-I M' 0' x) Roxu srREn LrsE AREAI 2' -0' 6' 3' -Il' orl"Hliillolmillm II' MURE f %Dl 1RF Ii R1TIERY +I STS I i r I I / b A._0. EWPMENT =xF. PER PUY b ] 9 o -I o -I o-1 CMU WALLKR 16 CONCRETE EQUIPMENT PAD SECTION CDG JOB: 09 -6010 Connell Design Group SUBJECT LATERAL ANALYSIS Consulting Civil Engineers BY: JS DATE 09128/09 w .wnnelldesigngroup.wm SHEET NO 3 of Eauiament Weiaht: Equipment Dimensions: W= 3 ft L= 14 ft H= 7 ft Wind Load: Please see Calc Sht. 3a) Design Wind Pressure = Fw =AxP= Atrans = W x H = 21 ft2 Along. = L x H = 98 ft2 20.0 psf 420 Ibs Trans. 1,960 Ibs Long. Seismic Load: (2007 CeC and asCE 7 -05) Please see Calc Sht. 3b for Cs calculation). Cs x 0.505 0.505 Cs = 0.505 Wt. = V 8,174 4,126 8,174 4,126 Therefore: Seismic controls in the transverse direction. Seismic controls in the longitudinal direction. Wp (at Ground Lev.) Ibs Transverse Ibs Longitudinal Weight Total Equipment Ibs) Quantity Ibs) BTS 2106 Cab. 1405 2 2,810 Batt. Cab. 2432 2 4,864 PPC /Misc 500 1 500 Misc 0 1 0 Total Wt. = 8,174 Ibs Equipment Dimensions: W= 3 ft L= 14 ft H= 7 ft Wind Load: Please see Calc Sht. 3a) Design Wind Pressure = Fw =AxP= Atrans = W x H = 21 ft2 Along. = L x H = 98 ft2 20.0 psf 420 Ibs Trans. 1,960 Ibs Long. Seismic Load: (2007 CeC and asCE 7 -05) Please see Calc Sht. 3b for Cs calculation). Cs x 0.505 0.505 Cs = 0.505 Wt. = V 8,174 4,126 8,174 4,126 Therefore: Seismic controls in the transverse direction. Seismic controls in the longitudinal direction. Wp (at Ground Lev.) Ibs Transverse Ibs Longitudinal CDG Connell Design Group Consulting Civil Engineers w .connelldesigngroup.com 6.4 METHOD 1 - SIMPLIFIED PROCEDURE 6.4.2.1 Main Wind -Force Resisting System. Basic wind speed (mph) = 85 Importance factor I = 1.0 Exposure category = C Ht and exp. adjust factor X = 1.21 Topo factor Kzt = 1.0 Ps30 (psf) = 15.9 psw (Psf) _ -13.8 JOB: 09 -6010 SUBJECT: Design Calcs BY: JS SHEET NO DATE nq 3a of per 6.5.4 per 6.5.5 per 6.5.6 per Fig. 6 -2 for Ht. = 15' per Section 6.5.7.2 - Fig. 6 -4 from Fig. 6 -2 worst case for A,B,C,D Horiz. Surf. from Fig. 6 -2 worst case for E,F,G,H Vert. Surf. Note: DL balances out E,F,G,H loads Ps = X Kzt 1 PS30 (6-1) ps = 19.2 psf Therefore, use p = 20 psf min. CDG Connell Design Group Consulting Civil Engineers w .connelldesigngroup.com Seismic Loading (2007 CBC): JOB: 09 -6010 SUBJECT Seismic Loading BY: JS DATE SHEET NO 3b 9/28/2009 Of Site Data: Deg Min Ss= 1.893 Mapped Spectral Acceleration at Short Period) (Sheet 3c) S1= 0.699 Mapped Spectral Acceleration at 1- Second Period) (Sheet 3c) Seismic Design Requirements: Longitude: Soil Site Class = D 1613.5.5) Fa = 1.0 Table 1613.5.3(1)) F„= 1.5 Table 1613.5.3(2)) SMs = FeSs = 1.893 16 -37, Maximum Considered Spectral Response) SM1= F„St = 1.049 16 -38, Maximum Considered Spectral Response) Sos = 213 SMs = 1.262 16 -39, Design Spectral Response) Sol = 2/3 SM, = 0.699 16 -40, Design Spectral Response) Seismic Design Category = D 1613.5.6) 1 = 1 Seismic Importance Factor) R = 2.5 fable 12.2 -1, Response modification Factor) 00 = 2 Table 12 -2.1, Overstrength Factor) Cd = 5 Table 12.2 -1, Design Amplification Factor) CT = 0.02 12.8.2.1, Building Period Coefficient) hn= 8 Building Height, in feet) Ta = CTh„ 3r" = 0.10 Period of Vibration) ap = 1 Table 13.6 -1, Seismic Coeff. For Mech and Elect. Comp.) Determine Cs (Sos I / R) = 0.505 C, Short Period) (12.8 -2) Cs = (Soy / (R/I)T) = 2.939 C, Max) (12.8 -3) Cs = 0.044 Sos I = 0.056 C, Min) Cs = (0.5 S1) / (R/1) = 0.140 SDC E or F, S1 > 0.6G only Cs = 0.505 Ground Level) (12.8 -2) Determine V_ V = Cs W (see Cale Sheet 3) (12.6 -1) Deg Min Sec Degrees Latitude: 33 35 13.3 33.5870 Longitude: 117 15 12.3 117.2534 CDG Connell Design Group Consulting Civil Engineers w .connelldesigngroup.com Batt. Cabinet Mountinq To Concrete Slab W = 2432 Ibs Sht. 3) V = 1228 Ibs W x 0.505 Summing Moments, R2 = [W(1') + V (3')1 / 2'. R1 = (0.9xW(1') - V (3')] / 2 R2 = 3058 Ibs Compression) R1 = •747 Ibs Tension) JOB: 09 -6010 SUBJECT: Design CaIcs BY: JS SHEET NO DATE 09/28109 4 of 2, Number of mounting connections each side of new BTS Cab., N = 3 Use 1/2" dia. Hilti KB -TZ With 4" embed. (ESR -1917 LARR 25701 Spec next Pg.) Vallow = 1250 Ibs /bolt *2 *N bolts = 7500 Ibs O.K. Tallow = 2178 Ibs /bolt *N bolts = 6534 Ibs O.K. Interaction V + R1 Vallow Tallow 1228 + 747 = 0.16 + 0.11 7500 6534 0.28 < 1.00 O.K. CDG Connell Design Group Consulting Civil Engineers www.connelldesigngroup.com Batt. Cabinet Mountina To Concrete Slab W = 1405 Ibs Sht. 3) V = 709 Ibs W x 0.505 Summing Moments, R2 = [W(1') + V (3')] / 2' R1 = [0.9xW(1') - V (3')] / 2 R2 = 1766 Ibs Compression) R1 = -432 Ibs Tension) JOB: 09 -6010 SUBJECT: Design Calcs BY: JS DATE SHEET NO 4b 2, _ Number of mounting connections each side of new BTS Cab., N = 2 Use 1/2" dia. Hilti KB -TZ With 4" embed. (ESR -1917 LARR 25701 Spec next Pg.) Vallow = 1250 Ibs /bolt *2 *N bolts = 5000 Ibs O.K. Tallow = 2178 Ibs /bolt *N bolts = 4356 Ibs O.K. Interaction 9 V + R1 Vallow Tallow 709 + 432 = 0.14 + 0.10 5000 4356 0.24 < 1.00 O.K. 11 09/28/09 of CDG JOB: 09 -6010 Connell Design Group SUBJECT: Cabinet Anchor Bolts Consulting Civil Engineers BY: JS. DATE 09128/09 www.connelltlesigngroup.com SHEET NO: 5 of Page 1A of 14 E5Rd917 2;ffib$ lzsa 3 -8.:## l.zsa TABLE 9 -TZ CARBON AND STAINLESS STEELALLOWABLE SEISMIC TENSION (ASO), NORMAL - WEIGHTKB CRACKED CONCRETE, CONDITION B (p0unds) "a3 3'4 fill 2a.so f3 az5b ConfxefE CampfESSlve Stn!ngth' Nom1nU Ancnor Embedment Depth he Fc a2,$aa psi t'c= 3,(rUa psi Fc =4,OW psi t'e agpge psi D.`tmEtEr tin) Cation stainless Carbon Stslnlass Carbon StpiNess Carbon 5leinkss steel steel stEEl Steel steel steeY Steel steel 2 Iwo fro 1G b 4,44210 0 - 1-#ii 2G G #;2;X10 Gi-j` }2-1p 6 q;$,5' -a fl 1G 0 3,7I4 4,Bfi9 2 605 12,2 1.787 1,828 348 533 1.$51 1,878 oa4,238 5§6as 112 J -1,t5 `+ 2,176 2,267 2.388 2;413 L.16s 2,7fl2 3;23 JG d4'6 s Go 3,.r8 2,681 F.881 2.230 2.286 2.83"1 2.832 3C GO oG 5i& 0 FarSt: t a7{ a 4.A$ N 9 p37 = D.C16b59 ftFa For poua•"'iicfivsEi4: 1 t» = t1D3937 snritEs IvE: CDG Connell Design Group Consulting Civil Engineers www.conneildesigngroup.com JOB: 09 -6010 SUBJECT: Equipment Foundation BY: JS DATE SHEET NO: 6 of Total Enclosure Weight: Weight Total Item (Ibs) Quantity Ibs) Slab 66,844 1 66,844 (next pg) Equipment 7,674 1 7,674 (Sht 3) Base Shear: Equipment Overturning Moment: Total Wt. = 74,518 Ibs 7,674 (Sht 3) Total Wt. = 7,674 Ibs Cs = 0.505 (Sht 3) V = 3,874 Ibs M = 3,874 x 4'= 15,495 ft Ibs 09/28/09 CDG JOB: 09 -6010 Connell Design Group SUBJECT: Equipment Foundation Design Consulting Civil Engineers BY: JS DATE 09/28/09 wvvw.connelidesigngroup.com SHEET NO: 7 of Foundation Design Slab information W= 20.0 ft t= 0.50 ft L= 20.0 ft 668,440 ft -lbs Foundation) Total = 745,180 ft -Ibs Conc Step = 3,544 Ibs d = 2 ft Slab Wt = 30,000 Ibs b = 1.5 ft Edge Wt= 33,300 Ibs Ibs /ft V / L ) Soil allowable passive pressure = Slab Total = 66,844 Ibs Overturning: Overturning Moment MOT = 15,495 ft-Ibs previous Sheet) Resisting Moment MR = 76,740 ft -Ibs Superstructure) 668,440 ft -lbs Foundation) Total = 745,180 ft -Ibs F.S. = 48.09 1.0 O.K. Sliding: Shear Force = V = 3,874 Ibs previous Sheet) Shear Force /ft = 194 Ibs /ft V / L ) Soil allowable passive pressure = 150 psf /ft Soil /concrete friction value = 0.25 Ftg Edge depth = 2 ft Passive Pressure) V1 = 600 Ibs /ft F(ction) V2 = 931 Ibs /ft Total = 1531 Ibs /ft F.S. = 7.9 1.0 O.K. Slab Reinforcement: ASPRVD = 0.20 in` /ft 4 @ 17' o.c. ea. way) ASROD 0.0018 *12 *6 = 0.13 in2 /ft O.K. I 14 CDG JOB: 09 -6010 Connell Design Group SUBJECT: Equipment Foundation Design Consulting Civil Engineers BY: JS DATE 09/, connelidesigngroup.com SHEET NO: 8 of Foundation Design coot. Bearina Capacity DL + LL + E /1.4 LL = 40 psf Live Load = 16,000 Ibs Dead load = 74,518 Ibs P = DL + LL = 90,518 Ibs A = 400.0 sq.ft. PIA = 226 psf MOT = 15,495 ft -Ibs Y= 10 ft 1 = 13333.3 ft, S = 1333.3 q = P/A +/- M/S 226 +1- 12 e = MoUP = 0.17 Kern dist. = W / 6 = 3.33 OK gMIN = 215 psf 0 OK gMAx = 238 psf 1500 psf OK To specify your own special title block here, use the "Settings" screen and enter your title block information. 1,900 psf OK Title 8' CMU Wail Page: Job # Dsgnr: JS Date: JUN 25,2009 Description.... This Wall in File: s: \calculations \enercalc tilesltyp cmu wall Retain Pro 2007 16-Apr -2008, (c) 19894008 Stem Construction Soil Pressure @ Heel = 0 psf OK Total Force @ Section www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Design Height Above Ftc Code: CBC 2007 Registration #: RP- 1171475 2007013 1.83 OK Wall Material Above "Ht" Masonry Sliding = Criteria Soil Data 8.00 Footing Dimensions &Strengths Retained Height 0.00 it Allow Soil Bearing 2,000.0 psf Toe, Width - 0.00 ft Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Heel Width 6.00 Center Heel Active Pressure 45.0 psf /ft Total Footing Width 6.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure 0.0 psf /ft Footing Thickness 6.00 in Height of Soil over Toe = 0.00 in Passive Pressure 330.0 psf /ft LAP SPLICE IF ABOVE in= Water height over heel = 0.0 it Soil Density, Heel 110.00 pcf Key Width Key Depth 18.00 in 24.00 in Soil Density, Toe 110.00 pcf Key Distance from Toe 0.00 ft Wind on Stem = 0.0 psf FootingIlSoil Friction 0.300 Masonry Data fm Vertical component of activep Soil height to ignore 0.0 Ibs OK fc ti 2, psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcfF lateral soil pressure options: for passive pressure 0.00 in Min. As / 0.0016 USED for Soil Pressure. Yes Load Factors Cover @ Top = 2.00 in @ Btm.= 2.00 in USED for Sliding Resistance. Yes Building Code CBC 2007 Modular Ratio'n' USED for Overturning Resistance. 25.78 Dead Load 1.200 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load 30.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning Height to Top 8.50 it Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf Height to Bottom 7.50 ft Eccentricity = 0.00 in Used for Sliding & Overturning 1.000 Concrete Data Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem X X X Fasting Type Line Load Axial Dead Load = 0.0 Ibs Fy Base Above /Below Soil = at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs Poisson's Ratio - 0.000 Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Fp / W. Weight Multiplier 0.370 g Added seismic base force 176.51bs Design Summary 1,900 psf OK fb /FB +fa/Fa Top stemStemConstruction Soil Pressure @ Heel = 0 psf OK Total Force @ Section Bar LaprEmb Wall Stability Ratios Allowable = Design Height Above Ftc ft= 0.00 Overturning = 1.83 OK Wall Material Above "Ht" Masonry Sliding = 7.09 OK Thickness 8.00 Moment..... Allowable Reber Size 4 Total Bearing Load = 1,573 Ibs Reber Spacing 16.00 resultant ecc. = 29.37 in Reber Placed at Center 51.5 Footing Shear @ Heel = Design Data Wall Weight Soil Pressure @Toe = 1,900 psf OK fb /FB +fa/Fa 0.712 V Soil Pressure @ Heel = 0 psf OK Total Force @ Section Ibs = 206.5 Allowable = 2,000 psf Moment... Actual ft - #= 946.1 PSoilPressureLessThanAllowable ACI Factored @ Toe = 2,278 psf Moment..... Allowable 1,328.0 ACI Factored @ Heel = 0 psf Shear..... Actual psi = 4.2 Footing Shear @ Toe = 0.0 psi OK Shear..... Allowable psi = 51.5 Footing Shear @ Heel = 11.5 psi OK Wall Weight 84.0 Allowable = 75.0 psi Reber Depth 'd' in = 3.75 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 24.00 Lateral Sliding Force = 212.21bs LAP SPLICE IF BELOW in= less 100% Passive Force = - 1,031.3 Ibs HOOK EMBED INTO FTG in = 24.00 less 100% Friction Force = - 472.0 Ibs Masonry Data fm 1,500 Added Force Req'd = 0.0 Ibs OK Fs psi psi = 24,000 for 1.5: 1 Stability = 0.0 Ibs OK Solid Grouting Yes Load Factors Use Full Stresses Yes Building Code CBC 2007 Modular Ratio'n' 25.78 Dead Load 1.200 Short Term Factor 1.330 Live Load 1.600 Equiv. Solid Thick. in= 7.60 Earth, H 1.600 Masonry Block Type Normal Weight Wind, W 1.300 Masonry Design Method ASD Seismic, E 1.000 Concrete Data fc psi= Fy psi = I I 1 M n PMfNMM7 JOB CDG CONNELL DESIGN GROUP SHEET NO. ofa/te CONSULTING CIVIL ENGINEERS CALCULATED BY % DATE 4685 MACARTHUR COURT SUITE 480 NEWPORT BEACH, CA 92660 CHECKEDBY DATE 949) 753 -8807 FAX (949) 753 -8833 SCALE I I 1 M n PMfNMM7 CDG, LLC 4685 MacArthur Court, Ste. 480 Newport Beach, CA 92660 949 - 753 -8807 Title 8' CMU Wall - Reverse Loading Page: n'i 35 -' Job # : 09 -6010 Dsgnr: JS Date: FEB 9,2010 Description.... This Wall in File: c:lprogram fileslrp2007\typ cmu walls.rp5 Retain Pro 2007 , 16- Apr -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP- 1171475 2007013 Criteria 0 psf OK Retained Height = 0.00 It Wall height above soil = 8.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel - 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Stem Weight Seismic Load Design Summary Wall Stability Ratios Overturning = 7.15 OK Sliding = 6.28 OK Total Bearing Load = 1,573 Ibs resultant ecc. = 13.39 in Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel = 557 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psf ACI Factored @ Heel = 668 psf Footing Shear @ Toe = 23.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 239.4 Ibs less 100% Passive Force = - 1,031.3 Ibs less 100% Friction Force = - 471.9 Ibs Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf /ft Toe Active Pressure = 0.0 psf /ft Passive Pressure = 330.0 psf /ft Soil Density, Heel 110.00 pcf Soil Density, Toe 110.00 pcf FootingilSoil Friction 0.300 Soil height to ignore Footing Thickness = for passive pressure 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 It Height to Bottom = 0.00 It Footing Dimensions & Strengths Toe Width = 5.33 ft Heel Width - 0.67 Total Footing Width = 6.00 Footing Thickness = 6.00 in Key Width = 18.00 in Key Depth = 24.00 in Key Distance from Toe = 4.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 2.00 in Adjacent Footing Load J Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above /Below Soil Masonry at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Fp / Wp Weight Multiplier 0.495 Added seismic base force 233.8 Ibs for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors 3.75 Stem Construction Top Ste ' 1"' m Dead Load Design Height Above Ftg Bar Lap /Emb ft= 0.00 1.600 Wall Material Above "Ht" Masonry Wind, W Thickness 8.00 TO Reber Size 4 Fs Reber Spacing 16.00 Reber Placed at Center Use Full Stresses Design Data Yes Modular Ration' fb /FB +fa/Fa 0.704 Short Term Factor Total Force @ Section Ibs = 233.8 Equiv. Solid Thick. Moment.... Actual ft-#= 935.2 q Moment..... Allowable 1,328.0 Masonry Design Method Shear..... Actual psi = 4.7 Concrete Data Shear..... Allowable psi= 51.5 fc Added Force Req'd = 0.0 Ibs OK for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors 3.75 Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Wall Weight 84.0 Reber Depth 'd' in = 3.75 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 24.00 Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting Yes Use Full Stresses Yes Modular Ration' 25.78 Short Term Factor 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type Normal Weight Masonry Design Method ASD Concrete Data fc psi = Fy psi = CDG , LLC Title 8' CMU Wall - Reverse Loading Page: 1L51 4685 MacArthur Court, Ste. 480 Job # 09.6010 Dsgnr: JS Date: FEB 9,2010 Newport Beach, CA 92660 Description.... 949. 753.8807 This Wall in File: cmu www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration# : RP-1 171475 2007013 Footing Design Results Toe Heel Factored Pressure = 0 668 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 0 0 ft-# Actual 1 -Way Shear = 23.51 0.00 psi Allow 1 -Way Shear = 75.00 0.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req d. Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req d, Mu < S' Fr Key Reinforcing = None Spec'd Key: Not req d, Mu < S ' Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft -# Heel Active Pressure = 5.6 0.17 0.9 Soil Over Heel = 6.00 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe _ Surcharge Over Toe Seismic Stem Self Wt = 233.8 4.50 1,052.0 Stem Weight(s) = 672.0 5.66 3,805.8 Earth @ Stem Transitions = Total = 239.4 O.T.M. 1,053.0 Footing Weighl 449.8 3.00 1,348.5 Resisting /Overturning Ratio 7.15 Key Weight = 450.0 5.25 2,362.5 Vertical Loads used for Soil Pressure = 1,573.0 Ibs Vert. Component = 1,2 6.00 7.4 Total = 1,573.0 Ibs R.M.= 7,524.2 Vertical component of active pressure used for soil pressure DESIGNER NOTES: I r, Pp= 1031.3# 556.99psf 11 v 0 @0.in @Toe Designer select 40 @0.inyll honz. reinf. @ He§ee Appendix A R in Mac w/ 9A a to in n/c z I, Imo. Z Cio rt It .r w #4 DOWELS ® 16" 0/C J IPROPOSEDSPLITFACECMUWALL CMU WALL REINF. (PER PLAN) SEE SECTION 1A / -) ( N) CONC. SLAB 1 o cV v FINISH GRADE s nv. 3" 4i e,J c 4d, r Zvi iv o a SLAB REINF. (PER PLAN) N STD. HOOK ad • 12 I` ' ot< 5 CONT. ire 1' -6" I (N) SPLIT FACE CMU WALL / 1 SLAB FOOTING ro M qDETAIL N.T.S. CA 2 b To specify your own Title 8- CMU Wall Page: 1" special title block here, Job # Dsgnr: JS Date: JUN 25,2009 use the "Settings" screen Description.... and enter your title block information. This Wall in File: s:lcalculationslenercalc fiilesi typ cmu wall Wain Pro 2007 , 16- Apr -2008, (c) 1989 -2008 w .retainpro.com /support for latest release Cantilevered Retaining Wall Design code: CaC 2007 Footing Design Results Soil Over Heel = 0.0 3.33 Toe Heel Sloped Soil Over Heel = Factored Pressure 2,278 0 psi Surcharge Over Toe = Mu': Upward 0 0 ft -# Mu': Downward 0 0 ft -# Mu: Design 0 384 ft -# Actual 1 -Way Shear 0.00 11.48 psi Soil Over Toe - Allow 1 -Way Shear 0.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing None Spec'd Toe: Not req'd, Mu < S' Fr Heel Reinforcing None Spec'd 672.0 Heel: Not req'd, Mu < S " Fr Key Reinforcing None Spec'd Earth @ Stem Transitions = Key: Not req'd, Mu <S' Fr Summary of Overturning & Resisting Forces & Moments Total = 212.2 O.T.M. = 1,050.3 OVERTURNING..... .....RESISTING..... 450.0 Force Distance Moment Force Distance Moment Item Ibs it it-# Ibs It it-# Heel Active Pressure = 5.6 0.17 0.9 Soil Over Heel = 0.0 3.33 0.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 30.0 8.50 255.0 Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = Soil Over Toe - Surcharge Over Toe = Seismic Stem Self Wt = 176.5 4.50 794.4 Stem Weight(s) = 672.0 0.33 224.0 Earth @ Stem Transitions = Total = 212.2 O.T.M. = 1,050.3 Footing Weight = 450.0 3.00 1,350.0 Resisting/Overturning Ratio - = 1.83 Key Weight = 450.0 0.75 337.5 Vertical Loads used for Soil Pressure = 1,573.2 Ibs Vert. Component = 1.2 6.00 7.4 Total = 1,573.2 Ibs R.M = 1,918.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES CDG Connell Design Group Consulting Civil Engineers w .connelldesigngroup,com 8.1n Mas w/ IF4 C 18Jn o/c Sorid Grout, Spa Inep q- a.%a'-,-, 8.in Mae w/ 7t4 @ 78.1n do solid Grout. a000.m all Heel See JOB: 09 -6010 SUBJECT: CMU Wall Design BY: JS DATE SHEET NO: if of IZ EW 1 y z• -0' TORO INTERNATIONAL GEOTECHNICAL ENGINEERING GEOTECHNICAL INVESTIGATION for METRO PCS MONOPINE AND EQUIPMENT ENCLOSURE THE OUTHOUSE - LA341013 32310 RIVERSIDE DRIVE LAKE ELSINORE, CALIFORNIA APPROVED PIERMIT ISSUANCE SCOTT, rAZEt AS &ASSOCIATES I N BY DATE Theca Plans have been reviewed for adherence to the applicable codes and ordinance. Authorization is hereby granted to issue a building permit pending approval by all applicable City agencies. Prepared For The, 1;SLjance or granting of a permit based oq approval of these plans shipil not be c nstrued to ROY WJS` MEFTROAWVN ICATIPINS; Wi?applicable C0150 COMMERCE, SUITE 200 presumed to g] ve Wauthort 1KVTqF"tRr92602el the provisions of suchcod's sh a va I & Prepared By: TORO INTERNATIONAL 6 INDIGO IRVINE, CA 92618 949) 559-1582 August 18, 2009 CITY OF Li BUILDR PERMIT# 6 INDIGO IRVINE, CA 92618 TEL. (949) 559-1582 FAX. (949) 559-1583 1 O TORO INTERNATIONAL August 18, 2009 Royal Street Communications, LLC 350 Commerce, Suite 200 Irvine, CA 92602 Attention: Mr. Mark Carney GEOTECHNICAL ENGINEERING TI Project No. 07- 128.97 Subject: Geotechnical Investigation for Proposed Metro PCS Monopine and Equipment Enclosure, The Outhouse Site, LA341013, 32310 Riverside Drive, Lake Elsinore, California Toro International (TI) has completed geotechnical investigation for the proposed Metro PCS Monopine and Equipment Enclosure, The Outhouse Site, LA341013, located at 32310 Riverside Drive, Lake Elsinore, California. This report presents our findings, conclusions and recommendations for construction of the proposed Monopine and Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of tile proposed Monopine and Equipment Slab provided our geotechnical recommendations presented in this report are implemented. If you have any questions, please let us know. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL Hantoro Walujono, GE 2164 Principal Encl. paOFESSJOM1, 00. 0 WgtUJO <y 9 SP Z0 IJO ?7u 1 j A EXP. 3/31/11 /* 6 INDIGO IRVINE, CA 92618 TEL. (949) 559 -1582 FAX. (949) 559 -1583 TABLE OF CONTENTS 1.0 INTRODUCTION 0 TORO INTERNATIONAL I 1.1 General ....................................................................................... ..............................1 1.2 Proposed Development .............................................................. ..............................1 1.3 Site Description .......................................................................... ..............................1 1.4 Scope of Work ........................................................................... ..............................3 2.0 FIELD EXPLORATION AND LABORATORY TESTING ................ ..............................4 2.1 Field Exploration ....................................................................... ..............................4 2.2 Laboratory Testing ..................................................................... ..............................4 3.0 SITE CONDITIONS .............................................................................. ..............................6 3.1 Geology ...................................................................................... ..............................6 3.2 Groundwater .............................................................................. ..............................6 3.3 General Subsurface Conditions ................................................. ..............................6 4.0 SEISMICITY ......................................................................................... ..............................7 4.1 General ....................................................................................... ..............................7 4.2 Ground Motion .......................................................................... ..............................7 4.3 Seismic Design ........................................................................... ..............................8 4.4 Liquefaction Potential ................................................................ ..............................8 5.0 CONCLUSIONS AND RECOMMENDATIONS ................................ ..............................9 5.1 General ....................................................................................... ..............................9 5.2 Overexcavations /Removals ....................................................... ..............................9 5.3 Grading and Earthwork .............................................................. ..............................9 5.4 Foundation Design Parameters ................................................. .............................10 5.5 Cement Type ............................................................................ ..............................1 1 5.6 Geotechnical Observation and Testing ..................................... .............................11 6.0 REFERENCES ..................................................................................... .............................12 7.0 LIMITATIONS ..................................................................................... .............................13 0 TORO INTERNATIONAL I TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Section List of Figures Page FigureI. Site Location Map ...................................................................... ..............................2 Figure2. Boring Location Map ................................................................. ..............................5 List of Tables Table 1. Summary of Fault Parameters .................................................... ..............................7 APPENDICES Appendix A - Field Exploration Appendix B - Laboratory Test Results Appendix C - Standard Guidelines for Grading Projects 0 TORO INTERNATIONAL 1.0 INTRODUCTION 1.1 General I tie Oulhote,e— LA341013 August 18, 2009 Page:I This report presents the results of geotechnical investigation performed by Toro International (TI) for the proposed Metro PCS Monopine and Equipment Enclosure at The Outhouse Site, LA341013, located at 32310 Riverside Drive, Lake Elsinore, California. The purpose of the geotechnical investigation is to provide geotechnical recommendations for the construction of the new Metro PCS Monopine and Equipment Enclosure. Our geotechnical investigation was conducted based on plans issued for 100% Zoning Drawing Sheets T -1, C -I, C -2 and A -I through A -4) prepared by Connell Design Group and dated May 20, 2009. 1.2 Proposed Development Our understanding of the proposed construction is based on the above - mentioned plans. It is out- understanding that the height of the proposed monopine will be about 55 feet above the ground surface. The proposed monopine will support six antennas with three sectors. The area of the proposed equipment enclosure will be about 400 sgft. The thickness of the slab -on- grade will be 6 inches. The estimated load from the equipment will be about 40 kips. 1.3 Site Description The proposed monopine and equipment enclosure will be situated within a mobile -home complex, located at 32310 Riverside Drive, Lake Elsinore, California. The proposed site for the monopine and equipment enclosure is currently undeveloped and covered by grasses. The proposed site for the monopine and equipment enclosure is bounded to the southeast by access road to the lake and to the other directions by the mobile homes, which in turn is bounded to the northwest by Riverside Drive. Lake Elsinore is located on the southeast of the site. The proposed site as well as the overall site is a relatively flat area. 0 TORO F1 INTERNATIONAL Pa,c: Z The Outhoave — LA3410B Augmt 18, 2009 Page:3 1.4 Scope of Work The scope of work for this geotechnical investigation consisted of the following: Review of published reports and geologic maps pertinent to the site Field exploration, consisting of drilling and logging one boring to a maximum depth of 31.5 feet Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils Evaluation of the general site geology which could affect the proposed development Evaluation of ground shaking potential resulting from seismic events occurring on significant faults in the area Engineering analyses of the collected data to develop geotechnical recommendations for seismic analyses and foundation of monopine and site preparations for equipment enclosure Preparation of this report presenting our findings, conclusions, and recommendations. 0 TORO INTERNATIONAL I he Outlumse — LA34106 August 18, 2009 Puge:4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration The subsurface conditions were explored by drilling one boring. The depth of the boring is 31.5 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the logs of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in -situ density, expansion index, sieve analyses and direct shear. Moisture content and in -situ density test results are shown in the Borings Log in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. 0 TORO INTERNATIONAL w J o 5f2' fj LEGEND 0 B -1: Approximate Location of Boring No. B•1 Page: 5 3.0 SITE CONDITIONS 3.1 Geology The Outhouse — LA3410B August 18, 2009 Pagc:6 The subject site is located approximately 1,272 feet above mean sea level. The site is located within the Alluvium (Rogers, 1992). The alluvial materials are Quaternary in age and the thickness is probably more than several hundred feet. The alluvial materials consist primarily of a mixture of silt, clay and sand. 3.2 Groundwater Groundwater was not encountered during drilling and the maximum depth of the borehole is 31.5 feet below the ground surface. 3.3 General Subsurface Conditions In general, the proposed site is predominantly underlain by silty sand, sandy silt and silty clay. The silty sand, sandy silt and silty clay materials are classified as SM, ML and CL, respectively according to the Unified Soil Classification System (USCS). The moisture content for the encountered subsurface soil materials ranges from 21.3 to 27.8 percent with an average of 23.1 percent for the tine - brained soils and from 12.1 to 17.7 percent with an average of 14.9 percent for the coarse - grained soils. The consistency of the subsurface materials ranges from medium stiff to stiff for the fine- grained soils and medium dense for the coarse - grained soils. The average Standard Penetration Test (SPT) blow- counts of the drilled subsurface materials is about 22 blows - per -foot (bpf) for the coarse - grained soils and 9 bpf for the fine- grained soils. 0 TORO INTERNATIONAL 4.0 SEISMICITY 4.1 General I he OOIIWIIIC- I.A34Inn Au_eust 18. 2009 Pu¢e:7 Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of'strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC). The most widely used technique for earthquake - resistant design applied to low -rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Elsinore -Glen Ivy Fault, which is approximately 0.7 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. SUMIIIARY OF FAULT PARAMETERS Fault Name Approximate Distance kin) Source Type A.B,C) Maximum Magnitude Mw) Slip Rate Qnm /yr) Fault "Type SS,DS,BT) Elsinore -Glen Ivy 0.7 B 6.8 5.00 SS Elsinore - Temecula 4.3 B 6.8 5.00 SS Chino - Central Ave. Elsinore 24.7 B 6.7 1.00 DS Elsinore- Whittier 31.4 B 6.8 2.50 SS San Jacinto -San Jacinto Valley 36.0 B 6.9 12.00 SS San Jacinto -San Bernardino 40.0 B 6.7 12.00 SS New ort -In glewood Offshore 41.5 B 6.9 1.50 SS San .lacinto -Anza 43.2 A 7.2 12.00 SS 0 TORO INTERNATIONAL Ilse Outhou,ce— LA341 UI3 August IS, 2009 Page:8 4.3 Seismic Design The 2007 CBC seismic zone for use in the seismic design formula is Site Class D. 4.4 Liquefaction Potential The subsurface soil encountered during drilling consists predominantly of medium dense silty sand and medium stiff to stiff sandy silt and silty clay. Groundwater was not encountered during our drilling; however the depth of the borehole is limited to 31.5 feet below the ground surface. Therefore, based on the above - mentioned information, the subsurface soil at the subject site is not likely to liquefy during an earthquake. 0 TORO INTERNATIONAL 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General The Outhouse — LA341014 August IS, 2009 Page:9 Based on the results of our geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for development of the monopine and equipment enclosure provided our geotechnical recommendations presented in this report are implemented. The remainder ofthis report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical ofthe standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations /Removals The upper 24 to 36 inches of subsurface soils may consist of roots and organic. Therefore, we recommend that all deleterious materials are discarded off site and the upper 36 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused. The extent of the removal should be within the proposed concrete slab footprint and 3 feet beyond it, wherever is possible. The removal bottom and compacted till should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the attached Standard Guidelines for Grading Projects (Appendix D), Appendix J of CBC, and requirements of the regulatory agency. All special site preparation recommendations presented in the following paragraphs will supersede those in the attached Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of 611, the existing ground should be scarified to a depth of 6 inches, and recompacted. Prior to pouring concrete, the subgrade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface. 0 llllllll TORO 0 INTERNATIONAL I'hc Outhousc — LA341013 August 18, 2009 Page: 10 Fill Compaction. All till and backlill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density perfumed in accordance with ASTM D -1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on -site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported till materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on -site soils to be used as fill materials should be free of debris, organic and cobbles over 3 inches in maximum dimension. Site Drainnw. Foundation and slab performance depends greatly on how well runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils maybe utilized for trench backlill provided they are free of organic materials and rocks over 3 inches in dimension. The backlill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D -1557. However, utility trenches within the pavement areas should be compacted to a minimum of 95% relative compaction in accordance with County Standard No.818. 5.4 Foundation Design Parameter Monopine. The proposed monopine may be founded on a caisson that embedded in the ground for a minimum of 17 feet. However, the encountered subsurface soil and the associated final caisson depth should be confinned by the geotechnical engineer during drilling /excavation of the hole. 0 TORO INTERNATIONAL I Is outhouse -I. A3410B August Ih. 2009 Page: 11 The recommended design allowable bearing capacity for the caisson is 3,000 psf at about 17 feet below the ground surface and the design lateral equivalent fluid passive earth pressures is 220 pcf with a maximum value of 3,300 psf. The design coefficient of friction is 0.25. A one -third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short -terns loading. Equipment Slab. The laboratory test results of the representative subgrade soils indicate that the expansion index is 2, which falls within the very low expansion potential classification. Therefore, it is our opinion that presaturation is not required. The design allowable bearing capacity for the shallow foundation is 1,500 psf provided the minimum footing depth is 12 inches and the minimum footing width is 12 inches. The design lateral equivalent fluid pressure is 320 pcf. The design coefficient of friction is 0.25. A one -third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loadings. 5.5 Cement Type Based on the type of subsurface soils, Type V cement and water - cement ratio of 0.45 or less may be used for concrete in contact with the on -site soils 5.6 Geotechnical Observation and Testing It is recommended that geotechnical observations and testing be performed by a representative of Toro International at the following stages: During all grading operations, including fill placement and soil removals, if any During drilling for caisson Upon completion of subgrade preparation and prior to pouring of concrete for slab Upon completion of footing bottom excavation and prior to pouring concrete, if any During backfilling of utility trenches When any unusual conditions are encountered The geotechnical engineering firm providing geotechnical observation /testing shall assume the responsibility of Geotechnical Engineer of Record. 0 TORO INTERNATIONAL The Outhouse— LA3410B August 18, 2009 Page: 12 6.0 REFERENCES Blake, T. F., 1989, "EQFAULT ", A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration From Digitized California Faults ", July 1989 2. California Building Code (CBC), 2007 3. Rogers, Thomas H., 1992, Geologic Map of California, Santa Ana Sheet, Scale 1:250,000. 0 TORO n INTERNATIONAL I he Outhn use — LA3410B August 18, 2009 Page: 13 7.0 LIMITATIONS This report is intended for the use of Metro PCS for the proposed The Outhouse Site, LA341013, located at 32310 Riverside Drive, Lake Elsinore, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring location. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review (observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary fi•om those described herein. Such changes or variations may require a re- evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled. However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design element(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction. for the acts or omissions of the contractor, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level ofeare and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 TORO INTERNATIONAL APPENDIX A -FIELD EXPLORATION Subsurface conditions were explored by drilling one boring to a maximum depth of approximately 31.5 feet below the existing grade. The drilled borehole was advanced by a truck - mounted, 8 -inch- diameter hollow- stem - flight- auger - drilling rig. The drilled borehole was located in the field by tape measurements from known landmarks. Its location as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the borings, classified the soil encountered, and obtained soil samples for laboratory testing. Relatively undisturbed soil samples were obtained by means of driving a 2.5 -inch diameter sampler having a hammer weight and drop of 140 pounds and 30 inches, respectively. Standard Penetration Tests (SPT) tests were also carried out at alternating intervals with the drive sampler. The sampling /SPT interval is about 5 feet. Small bulk samples obtained fi•om the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer blows and soil stratigraphy. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. Note: The actual subsurface conditions at the exact location may be different from the subsurface conditions shown in the Boring Logs. The purpose of performing the borehole is for evaluating the subsurface materials in order to develop gcotechnical parameters for the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during gcotechnical exploration are different from the one used during actual construction. Therefore, for the purposes of drilling for the proposed caisson, contractor should evaluate the site conditions independently and make their own judgment as far as for determining the amount of time to drill, how to drill, type of equipment needed including but not limited to drill rig and type of drill bit, employing groundwater dewatering, usage of casing, mud drilling, etc. and not rely on the information shown in the Boring Logs. TORO INTERNATIONAL CHxeLxH:110MOMM:theM *1:111 R] Project Name Project Number Equipment Average Drop Hole Diameter The Outhouse 07- 129.97 Hollow Stem Plight Auger 30 inches 6 inches Site Number Site Address Drive Weight Elevation (ft) Eng /Geologist LA3410B 32310 Riverside Dr, Lake Elsinore, CA 140 lbs 1272 (Assumed) HW E e v, J GEOTECHNICAL DESCRIPTION 1267 1262 1257 1252 1247 1242 R -I 1 R -1 R -2 S -1 S -2 S -3 S -4 27 40 6 9 8 13 102.7 108.1 12.1 17.7 21.3 21.8 27.3 21.5 SM S61 Nil, ML C.I. Cl, ALLUVIUM ( ") 5': Gray tine silty sand, dump, medium dense Q Ill': same as before except damp to nuost C 15': Dark brown fine sandy silt, damp to moist, medium stiff n) 20': Brownish gmy One sandv sill, damp to moist, stiff C 25': Gray silty day, moist, medium still Q 30': Gay line sandy clay, damp to moist, stiff 5 10 15 20 25 30 Totnl Depth; 3l_5 feet; Groundwater was not Hncuuntered BORING NO. B -1 Sheet 1 of 1 APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216 -90. The results of moisture content and dry density are presented in the Boring Logs. Expansion Index Expansion Index tests were performed in accordance with ASTM D 4829. The results ofthe tests are shown in Table B -1. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in Figure 13- 1. Direct Shear Direct shear strength tests were performed on a representative, relatively undisturbed sample of the on -site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in /min. The test results are presented in Figure B -2. TABLE B -l. EXPANSION INDEX TEST RESULTS Expansion Expansion Boring Number Depth (feet) Soil Description Index Classification Description B -1 0 -5 Gray Silty Saud Z Very Low 100 90 80 70 r rn 60 3 Tam 50 a NAa c 40 vua 30 20 10 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Boring Na. Sample No. Sample Depth percent Passing Soil Type f) No. 200 Sieve B -1 S -I IS 88.6 ML TORO INTERNATIONAL GRAIN SIZE DISTRIBUTION CURVE Project Name: The OuthouseASTMD422 Project No.: 07- 128.97 ore: F. 5000 4000 I B -I 5 I i 3000 — 100 Peak rn 0 Relaxed w rn All UJ 2000 N 1000 0 0 1000 2000 3000 4000 5000 Peak NORMAL STRESS (psf) Relaxed i Sample Depth Boring No. Friction Angle Cohesion Condition ft) degrees) TORO INTERNATIONAL DIRECT SHEAR TEST Project Name: The OuthouseASTMD3080 Project No.: 07- 128.97 pst) B -I 5 27 100 Peak 26 0 Relaxed Wind Tunnel Studies of Pine Tree Branches For Cell Trees, Inc. Test Number 0608 an Jorge L. Martinez 000'Rii * 070 Oran W. Nicks Low Speed Wind Tunnel TEES Report No. TR -0608 January 2006 Oran W. Nicks Low Speed Wind Tunnel Aerospace Engineering Division Texas Engineering Experiment Station The Texas A &M University System Wind Tunnel Studies of Pine Tree Branches for Cell Trees, Inc. Test Number 0608 TEES Report No. TR -0608 College Station, Texas January 2006 iii GENERAL INFORMATION Test Number: 0608 Test Dates: January 19 -20, 2006 Tunnel Occupancy: 11 hours Model: Three (3) Pine Tree Branches (4, 6 and 8 ft) Data Type: F &M and Video Test Sponsor: Cell Trees, Inc. Principal Investigator: Scott Krenzer INTRODUCTION The Oran W. Nicks Low Speed Wind Tunnel (OWN -LSWT) at Texas A &M University was contracted by Cell Trees, Inc. (CTI) to conduct wind tunnel tests on six 6) Pine Tree Branches. The objective of the present test was to determine the Effective Projected Area (EPA) of the branches during high winds. Force and Moment data and Video was captured at wind speeds of 90 to 130 mi/hr at 5 mph increment for two (2) minutes at each speed. The Branches were set inside the tunnel at three orientations with respect to the wind direction (maximum projected area), side projected area and tip exposure. All testing was accomplished in a uniform flow. Branches were supplied by CTI and the mounting fixtures were supplied by OWN -LSWT. No specs on the model fabrication or composition were given to the wind tunnel staff. A continuous wind -on run was made and all runs were videotaped to record the test results. Test 0608 was completed in 11 occupancy hours on January 19 -203, 2006. All testing was carried out at the Oran W. Nicks Low Speed Wind Tunnel Facility. Jorge Martinez, Director OWN -LSWT, managed the tests under directions of CTI. FACILITY DESCRIPTION The Oran W. Nicks Low Speed Wind Tunnel' at Texas A &M University is a closed circuit single return type facility (Figure 1). Total circuit length at the centerline is 398 feet. The tunnel cross section is circular and of steel plate construction from the power section at the exit of the diffuser around to the entrance of the contraction section. The maximum diameter of 30 feet occurs in the settling chamber. Turning vanes are located at each of four 90° turns in the circuit. A single screen, located at the settling chamber entrance, and a double screen upstream of the contraction section improve dynamic pressure uniformity and reduce flow turbulence levels. The contraction section, which acts as a transition from the circular to the rectangular cross section, is of reinforced concrete construction. The contraction ratio is 10.4 to 1 through a length of 30 feet. Diffusion takes place immediately downstream of the test section in a concrete diffuser, which returns the flow to a circular cross section. The horizontal and vertical expansion angles are 1.43° and 3.38 °, respectively, across a length of 46.5 feet. The 12.5 foot diameter, four blade Curtiss Electric propeller driven at 900 RPM by a 1250 kVA synchronous electric motor provides the air flow in the wind tunnel. Blade tips are inset into the tunnel wall to minimize tip interference effects. Any desired test section dynamic pressure between zero and 100 psf can be obtained by proper propeller blade pitch angle positioning. The rectangular test section is 7 feet high, 10 feet wide and 14 feet long. One -foot fillets, located at the corners, house fluorescent lamps to provide photographic lighting. Cross sectional area of the test section is 68 square feet. Three inch vertical venting slots in the side walls at the test section exit maintain near atmospheric static pressure in the test section. The walls of the test section diverge about I inch in 12 feet to account for boundary layer growth. A turntable 7 feet in diameter built into the test section floor rotates with the external balance system. Test section dynamic pressure is measured by a differential pressure transducer. The set dynamic pressure reading is actually the difference between a static pressure ring located in the settling chamber and another just upstream of the test section entrance. A four - camera system (Fig. 2) was used to record the runs in DVD format. The output of the four cameras was recorded on a single screen using a multiplexing system. The velocity was monitored by the wind tunnel operator and the corresponding magnitude of the velocity was displayed on all cameras. MODEL DESCRIPTION AND INSTALLATION Two mounting adapters were fabricated to allow the branches to be mounted in the test section and exposed to the required areas. For the tip exposure a mounting system that placed the branch trunk at the center of the test section was fabricated (Fig. 3). Figure 4 shows the branch mounted on the adapter. For side and front exposure, the mounting adapter bolted to the mounting plate below the floor of the test section (Fig. 5). The branch was attached to the mounting adapter with a two bolts (Fig. 6). The branches were mounted with front exposure (Fig.7) and side exposure (Fig. 8) with a 45 degree mounting system. The mounting plates were attached to the external balance using two struts. For each of the exposures, the same branch was used, therefore 3 different branches were tested, 4, 6 and 8 ft braches. The attachment holes on the branches were predrilled by CTI. INSTRUMENTATION AND DATA ACQUISITION Instrumentation used during Tests 0608 included: Pentium 60 computer Keithley Metrabyte PIO -96 digital data acquisition system External Balance Druck DPI 203 pressure transducer Omega RTD digital thermometer Mensor 14500C digital barometer Sony Mavica digital camera Four - camera VHS recording system Digital counter values for the external balance, yaw angle, temperature, dynamic pressure, and ambient barometric pressure were read by the computer through a Keithley Metrabyte PIO -96 system and averaged to obtain a data point. The external balance readings are accurate to ±0.1 % of the applied load. The test section conditions were measured using a Druck DPI 203 digital pressure gauge and an Omega Model 199 - temperature gauge. The Druck pressure gauge measures the set dynamic pressure within ± 0.08% of full scale, and the Omega thermometer is accurate to within ± 0.1 °F. A Mensor 14500C digital barometer was used to read the atmospheric pressure, and it is accurate to within ± 0.08487 psf. All photographs provided were taken using a SonyTM Mavica digital camera. TEST PROCEDURE A copy of the complete run schedule is included in Appendix A of this report. Test 0608 consisted of 10 runs. The wind was first brought to 90 mi/hr and held for two 2) minutes before being increased. This procedure was repeated for the wind speeds in increments of 5 mph, until failure or 120 mph limit was reached. Force and moment data was recorded together with dynamic pressure and test section conditions for all of the branches. EPA was calculated by taking the ratio of the measured drag and the dynamic pressure. The measured forces and moments for the tip exposure was corrected with the data obtained for the mount only. The other exposures did not need any corrections since the mounting system was not exposed to the wind flow. RESULTS A DVD recordings; pictures taken during the test are accompanying this report and will be sent to the Cell Trees, Inc. representative. A summary of results is included in the following table: Run 1 — Mount only test to correct the forces and moments obtained for the tip exposure tests (Fig. 9). Run 2 — Branch 1 A was tested up to 120 mph (Fig. 10), no permanent damage was observed and some needles were lost. Run 3 — Branch 1 B was tested up to 120 mph (Fig. 11), no permanent damage was observed and some needles were lost. Run 4 — Branch 1 C was tested up to 120 mph (Fig. 12), no permanent damage was observed and some needles were lost. Run 5 — Branch 2A was tested up to 120 mph (Fig. 13), no permanent damage was observed and some needles were lost. Run 6 — Branch 2B was tested up to 120 mph (Fig. 14), no permanent damage was observed and some needles were lost. Run 7 — Branch 2C was tested up to 120 mph (Fig. 15), one of the branches had to be cut off in order for the branch to fit in the test section (Fig. 16), no permanent damage was observed and some needles were lost. Run 8 — Branch 3A was tested up to 120 mph (Fig. 17), no permanent damage was observed and some needles were lost. Run 9 — Branch 3B was tested up to 120 mph (Fig. 18), no permanent damage was observed and some needles were lost. Run 10 — Branch 3C was tested up to 120 mph (Fig. 19). The branch had to be placed with the branches curvature pointing away from the from the wind due to the branch fabrication, one of the branches had to be cut off in order for the branch to fit in the test section (Fig. 16), no permanent damage was observed and some needles were lost. Appendix B presents plots for the drag, base moment and EPA for the Branches. The EPA is defined as the ratio of the measured drag and the dynamic pressure with units of square feet. These plots are presented with the data and report. This report completes the contractual requisites of OWN -LSWT to Cell Trees, Inc. for Test 0608. REFERENCES Low Speed Wind Tunnel Facility Handbook, Aerospace Engineering Division, Texas Engineering Experiment Station, Texas A &M University System, Sept. 2000. TAMU —LSWT Facility Diagram r 0 c"wigrrniM uusnwc Figure 1 — Wind Tunnel Layout. nera 4 Reno v.Vr,o Roar flu servo cr W npnw o -.orn 3 . :- l —Var ter La nPrators bserva tion 4ir Flow Favor esrent ..ghts occieG in Each Test Sel tion Door Corner i ilte L Caner. 2 urntnnt bservaton W .... s C.nero . Figure 2 — Position of the cameras about the test section. 10