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HomeMy WebLinkAboutRIVERSIDE 32310 A.B. ANCHOR BOLT ORND. GROUND 1. THE LATEST EDITION OF THE AMERICAN INSTITUTE OF ARCHITECTS DOCUMENT Royal Street ABV. ABOVE HDR. HEADER A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION"ARE 17. THE CONTRACTOR SHALL PROVIDE TEMPORARY WATER, POWER AND TOILET ACCA ANTENNA CABLE COVER ASSEMBLY HGR. HANGER INCLUDED IN THESE SPECIFICATIONS AS IF COMPLETELY REPRODUCED HEREIN. FACILITIES AS REQUIRED BY THE PROPERTY OWNER AND THE CITY OR Communications GOVERNING AGENCY. California LLC ICG ADD'L ADDITIONAL HEIGHT 2. THIS FACILITY IS AN UNOCCUPIED PCS TELECOMMUNICATIONS SITE AND IS PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY, UNLESS A.F.F. ABOVE FINISHED FLOOR ICGE. ISOLATED COPPER GROUND BUS EXEMPT FROM DISABLED ACCESS REQUIREMENTS. 18, THE LATEST EDITION OF ALL PERMITTED AND APPROVED PLANS PERTAINING NOTED OTHERWISE. THE WORK SHALL INCLUDE FURNISHING MATERIALS, A.F.G. ABOVE FINISHED GRADE IN.(") INCH(ES) TO THIS PROJECT SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED EQUIPMENT, APPURTENANCES AND LABOR NECESSARY TO COMPLETE ALL 2913 EL CAMNO REAL, #561 ALUM. ALUMINUM INT. INTERIOR 3. PRIOR TO HE SUBMISSION OF BIDS, THE CONTRACTORS PARTICIPATING BY WORKERS. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME INSTALLATIONS AS INDICATED ON THE DRAWINGS. TUSTIN, CA 92782 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, ADDENDA AND CHANGE ANT, ANTENNA L.B. LAG BOLTS AFFECTING THE NEW PROJECT, WITH THE CONSTRUCTION AND CONTRACT ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, 2. THE CONTRACTOR SHALL OBTAIN,M WRITING, AUTHORIZATION TO PROCEED ORDERS, ON THE PREMISES AT ALL TIMES. THESE ARE TO BE UNDER THE APPRX. APPROXIMATE(LY) L.F. LINEAR FEET(FOOT) DOCUMENTS, FIELD CONDITIONS, AND CONFIRM THAT THE PROJECT CAN BE CARE OF THE JOB SUPERINTENDENT. BEFORE STARTING WORK ON ANY ITEM NOT CLEARLY DEFINED OR IDENTIFIED PROJECT INFORMATION:- �- ARCH. ARCHITECTURAL) L. LONG(ITUDINAL) ACCOMPLISHED AS SHOWN, PRIOR TO PROCEEDING WITH SUBMISSION OF BIDS BY THE CONTRACT DOCUMENTS. & 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 THE OUTHOUSE 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 ELK. 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. LA3410B 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 M. 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. HE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN 32310 RIVERSIDE DR. B.N. BOUNDARY MAILING MIN, MINIMUM 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 SPECIFICALLY BTCW. BARE TINNED COPPER WIRE MISC. MISCELLANEOUS REPAIR OR CORRECT ALL PROBLEMS THAT RESULT, INDICATED OTHERWISE, OR WHERE LOCAL CODES OR REGULATIONS TAKE LAKE ELSINORE,CA 92530-7889 B.O.F, BOTTOM OF FOOTING MTL, METAL 20. THE GENERAL C04TRACTOR MUST PERFORM WORK DURING PROPERTY PRECEDENCE. _____ _ :O. BACK-UP CABINET (N) NEW 4. DRAWINGS SHALL NOT BE SCALED. FIGURED DIMENSIONS HAVE OWNER'S PREFERRED HOURS TO AVOID DISRUPTION OF NORMAL ACTIVITY. CURRENT ISSUE DATE:- -- CAB, CABINET (N) NUMBER PRECEDENCE OVER DRAWING SCALE AND DETAIL DRAWINGS HAVE PRECEDENCE 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE UBC'S 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 12/22/09 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 CLO. 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. CUR. CLEAR P/C PRECAST CONCRETE FACILITY AND PROJECT SITE. ISSUED FOR--- COL COLUMN PCS PERSONAL COMMUNICATION SERVICES 5. CONTRACTOR SHALL NOTIFY HE PROJECT MANAGER AND THE ARCHITECT IF 6. REPRESENTATIONS OF TRUE NORTH, OTHER THAN THOSE FOUND ON THE GONG. 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 1 000/O COSTT. CONSTRUCTION PRIG 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 CD CONT. CONTINUOUS P.S.F. POUNDS PER SQUARE FOOT DETAIL. DETAILS ARE INTENDED TO SHOW THE END RESULT OF THE DESIGN. AT THE SITE FOR THE ESTABLISHMENT OF TRUE NORTH, AND SHALL NOTIFY 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 REV.:=DATE: DESCRIPTION:=--=BY: DEL. 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 OTY. 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. DIA. DIAMETER RAD.(R) RADIUS CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN TO LIMIT INFILTRATION OF AIR AND MOISTURES. DI . THE ARCHITECT SO THAT MODIFICATIONS CAN BE MADE BEFORE PROCEEDING ON THE PLANS, THE CONTRACTOR SHALL NOTIFY THE PROJECT MANAGER, AND DIAGONAL REF. REFERENCE 7. BUILDING DEPARTMENT ISSUING THE PERMITS SHALL NOTIFIED AT r DIM. DIMENSION REINF, REINFORCEMENT(ING) 28. U.N.O., CONTRACTOR SHALL PROVIDE CLOSE-OUT PACKAGE TO ROYAL LEASSTT TWO WORKING DAYS PRIOR TO THE COMMENCEMENT OFF WORK, OR AS DWG. DRAWINGS) REQ'D. REQUIRED WITH THE WORK. STREET WHICH WILL INCLUDE: OTHERWISE STIPULATED BY THE CODE ENFORCEMENT OFFICIAL HAVING •-•• ""' OWL. DOWEL(S) 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 SIGH. 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 a ELEC. ELECTRICAL 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 1 i,,,,, ny SPEC. SPECIFICATIONS PROCEEDS WITH THE WORK. C. STAMPED BUILDING PERMIT PLANS DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION. ,r,oa 'p,I��u� ELEV. ELEVATOR () EMT. ELECTRICAL METALLIC TUBING SO. SQUARE D. GROUNDING TEST E.N. EDGE NAIL S.S. STAINLESS STEEL 8. THE CONTRACTOR SHALL OBTAIN AND PAY FOR PERMITS, LICENSES AND E. SWEEP TEST 9. DO NOT EXCAVATE OR DISTURB BEYOND THE PROPERTY LINES OR LEASE ..n nrou,d an INSPECTIONS NECESSARY FOR PERFORMANCE OF THE WORK AND INCLUDE F. CONCRETE TEST LINES, UNLESS OTHERWISE NOTED. La;14L I.•I Lo ENc. ENGINEER sro. STANDARD THOSE IN THE COST OF THE WORK TO ROYAL STREET. G. SPECIAL INSPECTION REPORTS i EQ. EQUAL STL. STEEL 10. ALL EXISTING UTILITIES, FACILITIES, CONDITIONS, AND THEIR DIMENSIONS EXP. EXPANSION 9. THE CONTRACTOR SHALL SUPERVISE AND DIRECT ALL WORK, USING THE H. WARRANTIES, MANUAL, EQUIPMENT SPECIFICATIONS STRUC. STRUCTURAL SHOWN ON PLANS HAVE BEEN PLOTTED FROM AVAILABLE RECORDS. THE TEMP. TEMPORARY I. SUBCONTRACTOR CONTACT LIST o v EXST.(E) (E) BEST SKILL AND ATTENTION. HE SHALL BE SOLELY RESPONSIBLE FOR ALL J. RED LINED ASBUILTS ARCHITECT/ENGINEER AND THE OWNER ASSUME NO RESPONSIBILITY '•2` 6S19)632�09 PLAN CHECK DC EXT. EXTERIOR THK. THICKNESS) 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. F.F. FINISH FLOOR 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 1 09/01/09 100% CD SA F.C. FINISH GRADE 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. FIN. FINISHED) T.O.F. TOP OF FOUNDATION CONTRACTORS SHALL ALSO OBTAIN FROM EACH UTILITY COMPANY DETAILED L 08�25/09 90% CD SA FUR. FLOOR T.O.P. TOP OF PLATE(PARAPET) 10. WORKMANSHIP THROUGHOUT SHALL BE OF THE BEST QUALITY OF THE CONTRACTOR SHALL REFER TO THEIR CURRENT CONTRACT FOR A COMPLETE INFORMATION RELATIVE TO WORKING SCHEDULES AND METHODS OF REMOVING TRADE INVOLVED, AND SHALL OR ADJUSTING EXISTING UTILITIES. MEET OR EXCEED THE FOLLOWING MINIMUM FDA. FOUNDATION T.O.S. TOP OF STEEL LIST OF DELNERABLES. CIVIL ENGINEER:--- --- 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 PRACTICE: F.O.M. FACE OF MASONRY TYP. TYPICAL 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 AND NO FURTHER WORK SHALL BE PERFORMED UNTIL THE DISCREPANCY IS FT.(') FOOT(FEET) V.I.F. VERIFY IN FIELD 60018 STORMWATER POLLUTION PREVENTION DEVICES AND PRACTICES SHALL BE INSTALLED CHECKED AND CORRECTED BY THE ARCHITECT/ENGINEER. FAILURE TO SECURE CONNELL OESION GROUP,LLC FTC. FOOTING W WIDE(WIDTH) AND/OR INSTITUTED AS NECESSARY TO ENSURE COMPLIANCE TO THE LOCAL WATER SUCH INSTRUCTION MEANS CONTRACTOR WILL HAVE WORKED AT HIS/HER OWN CONSULITNGCMLENGNEW G. GROWTH(CABINET) W/ WITH SMACNA - SHEET METAL AND AIR CONDITIONING RISK AND EXPENSE. CONTRACTORS NATIONAL ASSOCIATION QUALITY STANDARDS CONTAINED IN THE APPLICABLE MUNICIPAL CODES AND ANY rddsuAraEmuTcouxr,svrrE+do,ewroxraEncuuy:eao GA. GAUGE WD. wo00 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 (90)7534807 OFFICE.(W9)753-8833FAX 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 / PRIOR TO FINAL INSPECTION OF WORK. CDG�T: 09-6010 GLB.(GLU-LAM) GLUE LAMINATED BEAM r, CENTERUNE ITLP - INTERNATIONAL INSTITUTE FOR LATH AND PLASTER ADEQUACY AND PROPER FUNCTION THROUGHOUT THE DURATION OF THE GPS GLOBAL POSITIONING SYSTEM 820 TRANSFER ROAD CONSTRUCTION PROJECT. 5T. PAUL, MN 551 1 4-1406 SHALL ANY DRAIN AND/OR FIELD TILE ENCOUNTERED DURING CONSTRUCTION CONSULTANT: R PLATE - --- 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 01 NOR HN MICHIGAN AVENUE, SUITE 2400 ASSOCIATED WITH THIS PROJECT INCLUDES, BUT IS NOT LIMITED TO THE FOLLOWING DRAWINGS EBYSGENERAL CONTRACTOR, AND ISSUED TO SHALL BE ACCURATELY NOTED AND A RCHITECT/ENGINIEER ON AT 1 CHICAGO, IL 60611 REQUIREMENTS: COMPLETION OF PROJECT. i Q NEW ANTENNA GROUT OR PLASTER I' 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, 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 ® SEQUOIA ALL ITEMS REQUIRING THE SAME. FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. WITH CORRECT OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) ® GROUND ROD EXISTING MASONRY REQUIREMENTS.12. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT DEPLOYMENT SERVICES. INC. rr GROUND BUS BAR CONCRETE 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. CONTRACTORS SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS,ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND _ _ a MECHANICAL GRND. CONN. EARTH AUTHORITY REGARDING THE PERFORMANCE OF THE WORK. MECHANICAL AND AND WATER FLOW. DRAWN BY:- CHK,:-APV.: ELECTRICAL SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ALL GENERAL CONSTRUCTION NOTES 1 ■ CADWELD ° ° a° GRAVEL ELECTRICAL MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, LOCAL AND 3. FUELS, OILS, SOLVENTS, AND OTHER TOXIC MATERIALS SHALL BE STORED IN EN DC DC STATE JURISDICTIONAL CODES, ORDINANCES AND APPLICABLE REGULATIONS, ® PLYWOOD CONTRACTORS SHALL COMPLY WITH STATE DEPARTMENT OF INDUSTRIAL ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL AND >r,.( I ; c"I ENSER: ---- -- -- ---------- ® GROUND ACCESS WELL REGULATIONS AND DIVISION OF INDUSTRIAL SAFETY (OSHA) REQUIREMENTS. SURFACE WATERS. ALL MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A �� I -'EKE_ �- ..,�;, BATTERY BACKUP INFORMATION: •; t•,= t; SAND PROPER MANNER, SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM, NOR jJ JY "� j` r THERE ARE TWO BATTERY BACKUP CABINETS PROPOSED AT THIS SITE � '� DI V IJ f ❑E ELECTRIC BOX ® WOOD COAT. 13. CONTRACTORS SHALL PROTECT THE OWNERS' PROPERTY FROM DAMAGE BE ALLOWED TO SETTLE OR INFILTRATE INTO SOIL. Q WHICH MAY OCCUR DURING CONSTRUCTION, ANY DAMAGE TO NEW AND (E) BATTERIES PER CABINET: ❑7 TELEPHONE BOX 0 WOOD BLOCKING CONSTRUCTION, O 5 RUCTON,, SHALL STRUCT TE, LANDSCAPING, REPAIRED R REPLACED STAIRS, O EQUIPMENT- OF 4. EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR BATTERY BACKUP CABINET:14 BATTERIES p� �4T1t 7�pJ[` ROO OHAF�O4gl ® STEEL THE PROPERTY OWNER, OR HIS REPRESENTATIVE, AND ROYAL STREET' ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE 2THERE R643L BE A TOTAL GALLONS MAXIMA OF 28 BAT ERYES CONr�EM oFnlz8,i.5B=ia Ai�LOMMs�.�F LIGHT POLE REPRESENTATIVE. AT THE EXPENSE OF THE CONTRACTOR. WASTES ON SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTES. w a m- CENTERUNE THIS SITE WILL COMPLY WITH 1997 UFC ARTICLE 80, -- 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR, AND SHALL REPLACE OR O FAD. MONUMENT REMEDY, ANY FAULTY, IMPROPER, OR INFERIOR MATERIALS OR WORKMANSHIP, 5. TRASH AND CONSTRUCTION SOLID WASTES SHALL BE DEPOSITED INTO A Eelectralyte Data: 121R125 Batteries,KS-23997,Fully Charges ^� cfva tP PROPERLY/LEASE LINE OR ANY DAMAGE WHICH SHALL APPEAR WITHIN ONE YEAR AFTER THE COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL TOTAL LIQUID VOLUME �L.\. 1" '' ',• 1 'FOFCA0 SPOT ELEVATION COMPLETION AND ACCEPTANCE OF THE WORK UNDER THIS CONTRACT BY BY WIND. �"" d`"`'' JAN 0 4 2010 MATCH LINE ROYAL STREET. This data mpr...Me total eleetnalyte or acid that ie ® 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: I cc(6 Liters,1.585 gal)WORK POINT CONTRACTOR WITH LOCAL UTILITY COMPANY, TELEPHONE COMPANY, AND ANY Puro H:SO,(Sulfuric Acid)by X of Electrolyte:40% SHEET TITLE:---"--� - --- -'--' VEHICULAR TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED .- -- OTHER UTILITY COMPANIES HAVING JURISDICTION OVER THIS LOCATION. IT Pure WSO�(Sulfuric Acid)by Volume: 2,40o x(2.4 IRero.0.8341 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 O-Ity: 1300 Electrolyte by Weight In each 121RI25; 7.5 Kg(17.196 11 � (E) UTILITIES, WHETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM ACCIDENTAL DEPOSITS SHALL BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED PuPureHeSOu(Sulfuric Acid)by Weight: 3.12 Kg(e.878 be))% GRID REFERENCE T TELEPHONE CONDUIT DAMAGE. THE CONTRACTORS SHALL BEAR ALL EXPENSES FOR REPAIR OR DOWN BY RAIN OR OTHER MEANS. a REE LlpuiC VOLUME GENERAL CONSTRUCTION REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED IN CONJUNCTION NOTES,BATTERY B/U - E - ELECTRICAL CONDUIT WITH THE EXECUTION OF WORK. 'Free*electrolyte and or acid Is the amount of fluid that is not absorbed in the glass mattes INFORMATION,GENERAL NOTES, 7. ANY SLOPES WITH DISTRIBUTED SOILS OR REMOVED VEGETATION SHALL BE between the lead plate.. This le the amount of electrolyte or acid that may.pill in the event of a lam" DETAIL REFERENCE - A - COAXIAL CABLE 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY STABILIZED TO INHIBIT EROSION BY WIND AND WATER. puncture of the battery. Each battery has six IndMdwi cells and the battery is ancand in both a ABBREVIATIONS&LEGEND OF THE PROJECT SITE WHILE THE JOB IS IN PROGRESS AND UNTIL THE JOB battery jar and a proteetius metal can making puncture extremely unlikely. -T&E- OVERHEAD SERVICE IS COMPLETED AND ACCEPTED BY ROYAL STREET. Free electrolyte by velum.in each 121R125 cell: 40 cc(0.01057 gat) X CONDUCTORS 8. STORMWATER POLLUTION PREVENTION DEVICES AND/OR PRACTICES SHALL BE ELEVATION REFERENCE Free electrolyte in all.1...11. 340 of 121R126 battery: 240 cc(0.08 gal) SHEET NUMBER:==' - - X - CHAIN LINK FENCING MODIFIED AS NEEDED AS THE PROJECT PROGRESSES TO ENSURE EFFECTIVENESS. Pure WSW(SMNYHC Acid)by E of Electrolyte: 40R -- -- -- --- Pore"free"lls (sulfuric Acid)by volume SECTION REFERENCE n all six Dells:: 144 ce(0.144 liters,0.038 gal) T-2 LEGEND 151 GENERAL NOTES 3 BATTERY B/U INFORMATION 12 Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 rCommunIcations TUSTIN, CA 927- eeN: o a82 PROJECT INFORMATIO alifornia, THE OUTHOUSE LA3410B 32310 RIVERSIDE DR. LAKE ELSINORE,CA 92530-7889 CURRENT ISSUE DATE:=- City Of Lake Elsinore 12/22/09 PLE wft Division Approval THE OUTHOUSE �y '.,��.'��' 1SS°E° FOR:_ - —'��-'� 100% CD � ����� O� SECTOR SECTOR ANTENNA SCHEDULE REV.:=DATE:=DESCRIPTION:= =BY: COAX CABLE COAX COAX CABLE COAX ANTENNA AZIMUTH LENGTH SIZE ANTENNA AZIMUTH LENGTH SIZE (t 5') (t 5') 32310 RIVERSIDE DR. S ALPHA-RED 0° 70'-0" 7!8" EPSILON-WHITE 1�° 70'-0" 7/8' ;:,:-. (® LAKE ELSINORE, CA 92530 7889 DELTA-YELLOW 20° 70'-0" GAMMA-GREEN 315' 70'.0" 7/8" R M he a 3n Ppllca le Cody` Vern ill pin ' 2 70'0" 7!8" 8 70'0" 718" ,, BETA-BLUE ZETA•PURPLE ov by all app m11 nasF` n str�� 10 SHEET INDEX pe a`o111,F: rmit or al Rro 1 :,3 (F a prouN�o/y�/�g" PLAN CHECKDC SHEET DESCRIPTION 6ev CODE COMPLIANCE PROJECT DESCRIPTION DRIVING DIRECTIONS 1 09/01/09 100Y CD SA T-1 TITLE SHEEP, SITE INFORMATION AND VICINITY MAP 0 08/25/09 90% CD SA ALL WORK AND MATERIALS SHALL BE PERFORMED AND INSTALLED IN FROM ROYAL STREET TUSTIN: T-2 TITLE SHEET, SITE INFORMATION AND VICINITY MAP ACCORDANCE WITH WITH CURRENT EDITIONS OF THE CODES AS ADOPTED BY THE PROJECT CONSIST OF INSTALLATION OF (6) PANEL ANTENNAS MOUNTED ON T-3 CONDITIONS OF APPROVAL CIVIL ENGINEER: -- - THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE (N)55' TALL MONOPINE, INSTALLATION OF(4)EQUIPMENT CABINETS INSIDE (N) 1, TAKE THE 1-5 NORTH. CONSTRUCTED TO PERMIT WORK NOT CONFORMING TO THE LOCAL CODES CMU EQUIPMENT ENCLOSURE, POWER &TELCO BOXES,(1) GPS ANTENNA, & (1) 2.TAKE THE SR-261 NORTH. 2'0 M/W ANTENNA. 3.TAKE THE SR-91 EAST. C-1 TOPOGRAPHIC SURVEY 2007 CALIFORNIA BUILDING CODE ('07 CBC) 4.TAKE THE 1-15 SOUTH. 2007 CALIFORNIA PLUMBING CODE ('07 CPC) 5,TAKE THE LAKE STREET EXIT, C-2 TOPOGRAPHIC SURVEY 2007 CALIFORNIA ELECTRICAL CODE ('07 CEC) 6. TURN RIGHT ONTO LAKE STREET. CONNELL DESIGN GROUP,LLC 2007 CALIFORNIA FIRE CODE ('07 CFC) 7. STREET NAME CHANGES TO RIVERSIDE DR., A-1 SITE PLAN CONslkmvcwEENGnvEEss ARRIVE AT SITE LOCATION ON THE LEFT HAND SIDE. 16 MACaRtUA(WI7,YUM480,NEBPORTBEACHCA 92000 A-2 EQUIPMENT LAYOUT& ANTENNA LAYOUT 049)8}BBm OFFICE.(919)753-WSFIX PROJECT TEAM PROJECT INFORMATION A-3 ENLARGED SITE PLAN COG#: 09-6010 A-4 ELEVATIONS CON LTANT: CIVIL ENGINEER: TELCO: APPLICANT/LESEE VICINITY MAP (NOT TO SCALE) A-5 MONOPINE DETAILS CONNELL DESIGN GROUP, LLC VERIZON ROYAL STREET COMMUNICATIONS CALIFORNIA, LLC 4685 MACARTHUR COURT, SUITE 480 MR. OSCAR ESCOBAR D-1 DETAILS NEWPORT BEACH, CA 92660 ENGINEER PLANNER LOCAL CONTACT: ROYAL STREET COMMUNICATIONS CALIFORNIA,LLC 2913 EL CAMINO A PHONE: (949) 753-8807 1400 E. PHILLIPS BLVD. TUSTIN, C92 82 FAX: (949) 753-8833 CONTACT: MARK CARNEY REAL, #561 D-2 DETAILS F POMONA, CA 91766 D-3 DETAILS IS QU O IA ,p� E-MAIL: dconnell0connelldesign9roup.com 909-469-6340 PHONE: (714) 730-3242 "T CONTACT: DAN CONNELL I EN-1 ELECTRICAL NOTES,ABBREVIATIONS L�EPI.OYMENT SERVICES. INC. POWER: SITE ACQUISITION: SITE ADDRESS: LAKE ELSNORE,10 ECA 92530-7889 E-1 ELECTRICAL SITE PLAN, PANEL SCH., SINGLE LINE DIAGRAM, NOTES DRAWN BY: CHK.: APV.: SEQUOIA DEPLOYMENT SERVICES, INC. SCE APN: 379-100-016 fiIr ` E-2 ELECTRICAL GROUNDING PLAN AND DETAILS EN DC DC ONE VENTURE,SUITE 200 JERRY CHAMBERLAIN F ,. _ � IRVINE, : BOB BALLMAIER 92618 TECH SPEC II CONTACT: OWNER: THE OUTHOUSE INCORPORATED, E-3 ELECTRICAL DETAILS LICENSER: 3RD PARTY WIRELESS TEAM A CALIFORNIA CORPORATION i y°{ PHONE: (949) 241-0173 300 N. PEPPER BLDG. C SItP, 914040 ROSE ST � RIALTO.CA 92376 w(e asks BELLFLOWER, CA solos ZONING MANAGER: 909-820-5681 a CONTACT: JOHN &DARLENEENE OUTHOUSE vpoEess70 SEQUOIA DEPLOYMENT SERVICES, INC. PHONE: (562)920-1853 ONE VENTURE, SUITE 200 IRVINE,CA 9261E OWNER SITE I.D. LA3410B � a U1h LAKE ELSINORE APPROVALS CONTACT: MONICA MOREfTA .r., b LATITUDE: 33:672764' N N + PHONE: (949) 241-0175It A E (HAD 83) r+r chit PaT RF ENGINEER: LONGITUDE: —ue.37ss17 W �J'Tr OFO UF0 ZONING: CP -COMMERCIAL PARK BUILQA►AEG UNIS�QN JnN ROYAL STREET COMMUNICATIONS CALIFORNIA, LLC d NETWORK OPERATIONS: 2913 EL CAMINO REAL, #561 GENERAL PLAN DESIGNATION: SP (1)LAKE EDGE TUSTIN, CA 92782 CONSTRUCTION MGR: SHEET TITLE: CONTACT: MIRZA BEG JURISDICTION: CI1Y OF LAKE ELSINORE lT RE ENGINEER: PHONE (949) 310-3471 CONSTRUCTION MGR.: POWER: SCE GENERAL CONTRACTOR NOTES SITE ACQUISITION AGENT: TITLE SHEET,SITE INFORMATION AND TELEPHONE: AT&T VICINITY MAP ROYAL STREET COMMUNICATIONS CALIFORNIA. LLC DO NOT SCALE DRAWINGS REGIONAL PROGRAM MGR: 2913 EL CAMINO REAL, #561 ROYAL STREET LEASE AREA: 400 SQ. FT. CONTRACTOR SHALL VERIFY ALL PLANS WITH EXISTING DIMENSIONS AND ZONING MANAGER: TUSTIN, CA 92782 CONDITIONS ON THE JOB SITE SHALL IMMEDIATELY NOTIFY THE ARCHITECT CONTACT: MIKE MOATS LOT SIZE: 6.41 ACRES IN WRITING OF ANY DISCREPANCIES BEFORE PROCEEDING WITH THE WORK OR UTILITY COORDINATOR: SHEET NUMBER: - PHONE: - BE RESPONSIBLE FOR SAME. T-1 Royal Street Communications California, LLC 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 CIiY OE CnY or CONDITIONS OF APPROVAL �e1 ,/'1 FOR CONDITIONAL USE PERMIT NO.2009-08 LAKE nLSINOKE LAKE 6LSIHO ACKNOWLEDGMENT PROJECT INFORMATION:- --- �� � AND A MINOR DESIGN REVIEW DttEAM EXTREME U a t r,a 47fT p r M r OF CONDITIONS FOR THE ROYAL STREET COMMUNICATIONS FACILITY THE O THUIJSE RV PARK APN 379-100-0ts THE OUTHOUSE wMnv.awo-oi.rno-11 Rilvtsedbv Planning Commission.August 18.2009 LA341 OB PLANNING DIVISION 32310 RIVERSIDE DR. August 25,2009 I, The Minor Design Review will expire Iwo(2)years from the date of approval unless LAKE ELSINORE,CA 92530-7889 RE: Conditional Use Permit No.2009-05 and a Mlnor Design Review for within that period of time a building permit is issued and construction commenced a Telecommunications Facility at One Outhuljse RV Park and diligently pursued toward completion,or an extension of time is granted by the CURRENT ISSUE DAI E:-- Ms.Monaco Morotta City of Lake Elsinore.Conditional Use Permit No.2009-05 Is tied to the Minor Sequoia Deployment Services,Inc. Design Review.and will expire with the expiration of the MDR, Royal Street Communications I hereby state that I acknowledge the Conditions of Approval for the above 1 2/22/09 2913 El Camino Real,Suite 561 named project and do hereby agree to accept and abide by all Conditions 2. The project shall comply with all appllcable requirements of the Lake Elsinore Tustin,CA 92782 prescribed by the City of Lake Elsinore staff,as set forth in the attachments to Municipal Code(Tile 17),unless modified by approved Conditions of Approval. the approval letter dated August 25,2009. Subject: Conditional Use Permit No.2009.06 and a Minor Design Review fore 3. The project shall comply with all applicable conditions of the underlying Conditional ISSUED FOR: Telecommunications Facility at the Outhuljae RV Park All Conditions shall be met prior to Issuance of permits or prior to the first Use Permit No.2002-01 areas superceded by these conditions. �I Certificate of Occupancy,or otherwise indicated in the Conditions,subject to the 1 0 0 p/O D Dear Ms.Morettw 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),indemnity,and for a Telecommunicatiana Fatality et the Oulhuijoe RV Perk by the Planning hold harmless the City,its Officials,Officers.Employees,and Agents from any eding against the City,ha Officials.Officers,Employees,or At their regularly scheduled meeting held an August 18,2009,the Lake Elsinore Commission of the City of Lake Elsinore on August 18,2009. claim,action,or proce Planning Commission approved the subject project. As such,staff a transmitting a Agents.concerning the project attached hereto. REV.:-DATE: -DESCRIPTION:-'---'-'-BY1 form entitled`Acknowledgment of Conditions'for your signature.Please return the signed"Acknowledgment of Conditions'form prior to the issuance of any permits. Date: Applicants Signature: 5. The City Intends to file a Notice of Exemption with the Riverside County Clark's office within five(5)business days from the approval of this project by the Planning If you have any questions,please contact the Planning Division at(951)6743124 Print Name: Commission.A check payable to the County of Riverside,in the amount of$64,00, tension 287 or email the project planner at cdomhoe®lake-elainore.org. Address has been submitted the Planning Department prior to the paella hearing to pay ex for the cost of such filling. r Sigcerel _ 6. All site improvements shall o s for the Minor or IndicatCommercial an the approved nosed - 4 - rV/1!/ Phone Number. alit plan and building ebvatlons for the Minor Commercial Design Review,or as o the oved Kristine HaMngton ahall1be subed by ject toese the review ons of andal rrovaleof revisions lDirectorof Commune Office Specialst Development or his designee. PP Eric: Conditions of Approval 7. The project lies within Project Area 2,Area'A'of the Redevelopment Agency. Acknowledgement of Conditions However,lees or other RDA regmaements have been waved because fhe project 3I IN 111`' ' , -61 �� Is an additional commercial development In an existing commercial business, It. Prior to permit issuance,the applicant shall provide written confirmation that they have met all requirements requested by the Elsinore Valley Municipal Water „s o District.and have obtained agency approval of Me project. 2`' 12/22/09 PLAN CHECK'x: bC 951.6743124 95La71.I131 110 S.Main Sixlu ).Mary uM.n AuepWol om�rMenan APP,wsl Peo4+m. 1 09/01/09 1009 CD SA ix lilt!!lllnOnr.['.A vl1:,U Lx[[glNPal,cal arse vmnalasl rulwsl.Psa Svl,Av.Mxr ll,lne.l.PM. •'o•'1,of 0 08/25/09 90% CD SA Pop!_.__o.„ CIVIL ENGINEER:-'-- ---- CONDITIONS OF APPROVAL CONDITIONS OF APP OR VAT. CONDITIONS OF APPROVAL FOR CONDITIONAL USE PERMIT NO.2009-06 FOR CONDITIONAL USE PERMIT NO.2009-05 FOR CONDITIONAL USE PERMIT NO.2009-05 AND A MINOR DESIGN REVIEW AND A MINOR DESIGN REYtM AND A MINOR DESIGN REVIEW CONNELL DESIGN GROUP,LLC FOR THE ROYAL STREET COMMUNICATIONS FACILITY FOR THE ROYAL STREET COMMUNICATIONS FACILITY FOR THE ROYAL STREET CQMMUNLQ/(TIONS FACILITY CONSULTNG CIFIL ENGN'F-EM a THE OUTHUIJSE RV PARK,,.APN 379-100-01 a THE 0UTHl RV PARK APN -018 [THE OUTHUIJSE RV PARK.APN 379.100-016 40 MAGAR]HUR COURT.SUITE480,NEII 9LACHC'A 92660 (w9)n3.8a17OFFICE.(949)753d8331+AX Revised by Planning Commission August 18 2009 Revla�Plannlm Commission.August 18,2009 Revised by Piannfna Commlaslon.Audusf 18,2009 CDGjj 09-6010 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, Any violation or noncompliance with the Conditions of Approval:shall be Cause for front eighty(90)feet of the pro)ect site from Riverside Drive,The cleanup shah one(1)year,the applicant shall remove the equipment, the revocation of this Design Review and Conditional Use Permit include and be taunted to 1)the removal of weeds and debris.2)trimming and pruning of palm hoes,3)removal of dead palm 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 FaIBNul 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 Plana prim to their acceptance by the Division of Building and Safety. execute a Faithful Performance Bond and Agreement for the proper maintenance -i...., Revised by Planning Commission,August 18,2009 of landscaping and irrigation systems tot one year following the approval of the 12. The enclosure shall be palmed with an anti-greffitl metered,and shall use wrought a iron for gates.No chain link o barbed wire will be allowed. Certificate of Occupancy.The bond shall rhea ten of the actual cost of SEQUOIA labor,equipment and material as shown on the approvedved Cost Estlmate to install 13. Construction Landscape Plana and Irrigation Details for the project is required. lanllseape arseeir l9' landscaping, D EPL()YMINI 51,RYI(.ES, INC:. Them drawings shall be submitted along with a coal estimate for review and 14. The applicant or property Owner shell repair of replace the OX'Stflg trash enclosure 20. The applicant shall sign an'Acknowledgement of Conditions"statement and approval by the City's Landscape Architect Consultant and the Direclar of with materials and cover in compliance with current City standards.Work shell 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 Inc issuance of a Certificate of Occupancy for the winHoss DRAWN BY:=�- - CHK.:---APV.:--- Landscape Plan Check Fee and Inspection Fee shall be paid for the entire project at Me time of submittal. facility.upon completion of this work,photo documentation shaft be provhled to the ENGINEERING DIVISION City,prior to a request for final inspection. EN DC DC a, Landscaping shall be provided adjacent to the storage fecility on all four aides Revised b Planning Commission,August 18,W09 21. The applicant shad obtain h encroachment permit and submit a traffic control plan to soften the effect of the concrete masonry wall surrounding Me facility. y for erry work performed in the public righbof-way. ---'- ---'-- LICENSER: ----- - 43-,411qm9ral full OR 1140 rival and-6dy-aennit 22 The applicant shall implement NPOES Beat Management Practices during and b. The plans shall provide for ground cover,shrubs,trees,and ivy and most all apaµge-removed- after construction to prevent discharge of pollutants into the City's storm drain requirements of the City's adopted Landscape Guidelines.Specil 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 owner shall obtain Proper permits from the City for all 23, In accordance with the City's Franchise Agreement for waste disposal and OQpoFEBara P property ry' Ag P C 4.V,tcHAP<art signege, or remove non-permitted signs from the property. Work shell be recycling,the applicant shell be required to contract wilt!CR&R Inc.for the removal .,f"c. �' ('.,I!'4 O R a Planting within fifteen feet(15')of ingresslegress points shall be no higher completed prior to the issuance of a Certificate of Occupancy for the wireless and disposal of all waste material,debris,vegetation and other rupbLgr peO/fa(bd,V I, AI L-. �-,��"^�t� o= m� then thirty-six inches(36-). facility.Upon completion of this work,photo documentation shall be provided to the during cleaning,demolition,clear and grubbing activities,or all b(Fre1•bh�iesbf I y j 4,, Plane apau-addPess- on the prop" City,prior to a request for final inspection, construction t: 1.'.P I �"'-'I'-, I„�l 11 I�'f"' + '-a by Glearn9 Revised b Planning Commission,August 18,2009 [',d ar�6-arurHn9�-�Ima,-rerneyin9 y g ug 24, The applicant shall accept and properly dispose of all drainage bowing Aid or s orvlL p��p 9V8Fi awn-trends,.and-+epiena+ng case ofthrough the project site. ofc 11 rlN O 4 2010 groundcover-The ad maintenancemad f)r+eF to in- a,e hepi. ant on the ell esuar+ea of baildine-palmi% reelereA: (End of Conditions) p,� ;)1,i i '!T'• Deleted by Planning Commission,August 10,2009 ! •"� �- SHEET TITLE:_ .-- -- - - Plennl^a Conrminbn A,,o—M Poelof4 PI&,r6VC"I0on App,v@I Poe 3or4 Pbmina Commedon AP of Poa4 ofa -�—.;. ^T•'-•T. Auau.�Is AN Apt 16,20H Auawt la tow aaenae item No aaende:lool rro_.... Apenos item No, Y Ai Page_of_..... i=ea•. of _ Pigs_el_ CONDITIONS OF APPROVAL SHEET NUMBLR: T-3 CONDITIONS OF APPROVAL COORDINATES: Royal Street A.P.N.379-100-011 LATITUDE 33'40'22.13" N Communications 30' ) LONGITUDE 117'22'36.26" W California, LLC F Or, LOT 30 NAD 1983 GEODETIC COORDINATES AND ELEVATIONS WERE ESTABLISHED USING SURVEY GRADE "ASHTECH" G.P.S. 2913 EL CAMINO REAL #561, RECEIVERS AND ASHTECH SURVEY GRADE PRECISION SOFTWARE TUSTIN, CA. 92782 FOR POST-PROCESSING. I EXISTING SHED PROJECT INFORMATION: 3a.so I BASIS OF BEARINGS: mPM osaN 10 GEODETIC ,� N LA3410B 171 'R ('* COORDINATE 9" THE CENTERLINE OF RIVERSIDE DRIVE BEING NORTH 3T00'58" EAST THE OUTHOUSE LOCATION PER MAP OF TRACT NO. 14586, M.B. 111 / 68-70 RECORDS OF RIVERSIDE COUNTY. ----�-- _ _ N52'59_oz_w 32310 RIVERSIDE DR. LAKE ELSINORE,CA 92530 ASSESSOR'S IDENTIFICATION: r TRAILER AND RV PARK, CURRENT ISSUE DATE:------- r r _ RIVERSIDE COUNTY A.P.N. 379-100-016 a Iz DIRT, a a DIRT, 05/06/09 a $ a ,� 0 o f o ¢ I a f5 AREA: W m 0 = I i- '� ISSUED FOR:- 0 1 LL) 6.41t ACRES PER RIVERSIDE COUNTY ASSESSOR 0 I FRAINCHO LA L ArUjNA i cc p I Q BENCH MARK REFERENCE: \ REVIEW cc i v 6 1�11.�. s� 877 � �'g zF�z U.S,G,S. BENCH MARK "BM 1276" — )LOCK REV.:=DATE:=DESCRIPTION: BY: LL) UNITED STATES GEOLOGICAL SURVEY BENCH MARK "BM 1276" `ASP ALT ARIM G, -a -��'� `DIRT, AS SHOWN ON THE "ALBERHILL" 7.5 MINUTE QUADRANGLE MAP. 1 05/06/09 ISSUED FOR REVIEW YT I �iYc D I -I - L ___-___�_ — I �f ELEVATION: 1,278.5 FEET A.M.S.L. (NAV088) (DATUM VERIFIED 2 05 14 09 ADDED TITLE INFO. JA _--- L ill-!F_ ----- ---_ NCWP22B98B0[ `S IN FIELD TO BE WITHIN 1-A ACCURACY STANDARDS / / 7373 ---- _ _.�- - OVERHEAD WIRES_---------- �) ) yo W _ _ --_--==1-- -- ;� __ y - ------------ 3 12/30/09 REV. COORDINATES CW 11 } t q7 ASPHALT DRIVE, W' 2 TITLE REPORT IDENTIFICATION: 4 12/30/09 REV. ESMT. NOTES CW 1y EXISTING SHED 9 STEWART TITLE OF CALIFORNIA, INC. �c '06 n�ro N PRELIMINARY REPORT NO. 207059 DATED: MARCH 31, 2009 PC) LOT 30 l I m A.P.N.379-100-016 c� `DIRT, Z EASEMENT NOTES: ` 1 0 pO w 011111 EXISTING OVERHANG Q EASEMENT(S) SHOWN HEREON ARE PER STEWART TITLE OF El ,�e F CALIFORNIA, INC. PRELIMINARY REPORT NO. 207059, DATED: MARCH 31, 2009. 3 A RIGHT OF WAY FOR ALL DITCHES, PIPELINES ANDI 50'�►'Z Yi`'�� p OTHER APPARATUS FOR THE DISTRIBUTION OF WATER FOR L(1 r DOMESTIC AND IRRIGATION PURPOSES, IN FAVOR OF THE I ASPHALT PARKING, co WATER COMPANY, ITS SUCCESSORS DR ASSIGNS. CIVIL ENGINEER: , Z 0 (BLANKET IN NATURE OVER LEGAL DESCRIPTION SHOWN F ) �� `EXISTING BUILDING, N AEREON w ' S THE EFFECT OF AN AFFIDAVIT OF PRESCRIPTIVE EASEMENT Z RIGHTS AND/OR RIPARIAN RIGHTS AS EXECUTED BY WILLARD S. - F / SMITH AND RECORDED JANUARY 26, 1973 AS INSTRUMENT NO. 1 EXISTING SHED X 11552 OF OFFICIAL RECORDS. (RECORDED TO MAINTAIN CONNELL DESIGN GROUP, LLC CONSULTING,1CIVILCO ENGINEERS ACCESS RIGHTS TO THE LAKE) 4685 MACARTNUR COURT,SUITE 480, ,@. NEWPORT HEACHCA__ i $ �— —— N52'59'02"_W i 11 AN EASEMENT GRANTED TO SOUTHERN CALIFORNIA EDISON (949)753.8807 OFFICE-(949)753.8833 FAX - -- _ -- MPANY FOR UNDERGROUND ELECTRICAL SUPPLY AND CDGI/:06_XXXX 30.00' 20.00'' 1553.25 N52'5190 "W N52'59'0�°W BLOCK WALL SEE C-2 FOR DETAIL COMMUNICATION SYSTEM PURPOSES, RECORDED MAY 1S. 2001 ,� AS INSTRUMENT N0. 01-212018 OF OFFICIAL RECORDS. / c 15 ANY AND ALL OFFERS OF DEDICATION, CON�I,II�S�( '�('" :(\F �L^]° ` A.P.N.379-100-021 1 RESTRICTIONS, EASEMENTS, FENCE LINE/BOUNDARY �y�. ' `"�1�V i-�t`[� I �J 11�J ' _���J n DISCREPANCIES, NOTES AND/OR PROVISIONS SHOWN Ory„I;;;, V 1 V MJ W J JJMae P; DISCLOSED BY THE MAP OF SUBDIVISION OF ELSINORE, M.B. A N D A S S O C I A T E S. I N C. N I 8/377, RECORDS OF SAN DIEGO COUNTY. (NO ITEMS ON LAND SURVEYING & MAPPING A.P.N.379-100-020 AND A.P.N.379-100-006 SAID MAP AFFECT LOT 30, BLOCK B) E \ii: -" ., 3188 AIRWAY AVENUE, SUITE K1 POIR, LOT 30 O DENOTES PLOTTED HEREON `"'" COSTA MESA, CA 92626 LEGEND: SURVEYOR'S NOTE: _ __ -- 714 557-1567 OFFICE JN. 816.059 714 557-1568 FAX AC ASPHALT CONCRETE EASEMENTS SHOWN HEREINABOVE DO NOT AFFECT ROYAL �"`M BUD BUILDING STREET COMMUNICATIONS EQUIPMENT LOCATIONS SHOWN ON DRAWN BY: CHK.: APV.: rj BSH BUSH CONNELL DESIGN GROUP PLANS DATED 12/22/09. YT DR BH BTM BOTTOM EISENHOWER DRIVE_ CLF CHAIN LINK FENCE EXCEPTING THEREFROM ITEM #3 WHICH IS BLANKET IN NATURE LICENSER: N53'00'00"W -� D DIAMETER OVER THE LEGAL DESCRIPTION SHOWN HEREON. EBX ELECTRICAL BOX ECAB ELECTRICAL CABINET P H� SG EM ELECTRICAL METER LEGAL DESCRIPTIO w EP EDGE OF PAVEMENT FTN FOUNTAIN THAT PORTION OF LOT 30 IN BLOCK B OF SUBDIVISION OF p C)I� H HEIGHT ELSINORE, AS SHOWN BY MAP ON FILE IN BOOK 8, PAGE 377, No.+1'Ij�,J,,11`` HCP HANDICAP PARKING OF MAPS, RECORDS OF SAN DIEGO, CALIFORNIA, DESCRIBED AS RENEWALJIsk`IG n IN INCHES FOLLOWS: z ISFW INSIDE FACE OF WALL 1 NG NATURAL GROUND COMMENCING AT THE MOST NORTHERLY CORNER OF SAID LOT; FOF CAoF� OH OVERHANG THENCE SOUTHWESTERLY ON THE NORTHWESTERLY LINE OF SAID OHP OVERHEAD POWER LINE LOT, 116 FEET TO THE TRUE POINT OF BEGINNING; THENCE I 0 5 OHW OVERHEAD ORE 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 SHEET TITLE: N n ® BLOCK WALL SOSH SATELLITE DISH LINE OF SAID LOT, 181.95 FEET, TO A POINT DISTANT umci O SIGN SIGN THEREON, 299.86 FEET SOUTHWESTERLY FROM THE MOST —o— CHAIN LINK FENCE EASTERLY CORNER THEREOF; THENCE NORTHWESTERLY PARALLEL ZnEAP SCALE: 1" 20' 90 CENTERLINE TPK TOPTNK K WITH THE NORTHEASTERLY LINE OF SAID LOT 1,563.25 FEET TO TR TREE THE NORTHWESTERLY LINE THEREOF; THENCE NORTHEASTERLY TOPOGRAPHIC GRAND AVENUE O FOUND MONUMENT ON THE NORTHWESTERLY LINE OF SAID LOT, 179 FEET, TO THE SURVEY _ TRLR TRAILER 2 a• 7a 20• n 53'26'44"W .I HANDICAP PARKING TRPM TRUE POINT OF BEGINNING.PALM TREE (� 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. —�— WOOD FENCE UP UTILITY POLE SHEET NUMBER: WBIB WATER BIB WIDE WOOD FENCE WDPST WOOD POST DATE OF SURVEY: MID WEATHER HEAD C — 1 APRIL 28, 2009 SEE SHEET C-2 FOR SITE DETAIL ,VA.'.A 30' =i N ko z I Royal Street VIVOCommunications o �> `DIRT, California, LLC I S? `DIRT, 8 �17 �Pw �� ti �9�2�5 �zjx$ y�o \ryAF' \ry1°^P \ry14;V \M1 9 L _ / �c 113 2913 EL TUSTIN,MINO CA. 92782#561, oiaN �ry1�pa rC��'6 8 Jib' �'�T' ��.� � S ��`� 1 `� ^IP °s 17a. =1n x 1T .0 PROJECT INFORMATION: N�`� r� - EXI NG SHED \ry aP - - ':$ ry15� x79eo I 0 w�yo 1278.so \ ?� �tiR fro LA3410B I 1273'� °µW I \ry1 s: \ry0y. SHED iP \ry THE OUTHOUSE 2° 1173,• 70 p •� ECT" o R 'Q7 � \rye � ,rye � 32310 RIVERSIDE DR. 1� LAKE ELSINORE,CA 92530 1273.10 w g� '127230 1275 H7.5 NG NG 1272•NG a HG CURRENT ISSUE DATE: O SCALE: i" 10' y0 K W 50' v f `DIRT, a 05/06/09 = / 10' D s m 20 i `l w I `DIRT,\ ^ a ry1ry`O \° 1 24 ISSUED FOR: ?� REVIEW w I 0 \° 8 ca 7 K �2 •80 I 21240 \ry1N`'`' '�'�'J7o �a��4? li w w w `� w as �_ `TRAILER AND j 'DIRT, + 7j,2o° wp,A Z�,y19�0 `° W w Z ,:-,a RV PARK, REV.:=DATE:—DESCRIPTION: BY: \ry�,O� I w`ry 1271� \ � W 8 0 1 05/06/09 ISSUED FOR REVIEW Yf try o O w I sac t1 w `G Rr7Jzp 2 wc1ry13 3 3 3 2 05/14/09 ADDED TITLE INFO. JA w 1 S 1l w f I NOFztO 1271.90 o °, I ° o °° " 3 12/30/09 REV. COORDINATES CW \rye NHI9.10 \ry1ry1 461ry\° 13 ,ry.(y 71�Q7 \`61S \'1•we' RY72.B0 Z 127s.7s �1` 4 12/30/09 REV. ESMT. NOTES CW W F N 1271� 1ry°\ FP \1- 3 {ftPN 101N i `ASPHALT PARKING, 1271.20 N \ m J h 4 I p - ------�3--- . 1>. `DIRT, 11j j I y`'D 1 t N o ^ 1 I\11 .1N p4 'ry 4 17 — ---- — .� I3M� ry15� _ I _—__ ��I-- L=t-i- - - �-- - _ -- _ — OVERHEAD WIRES - --- - ES -------- - Iza _ 4---- .v° ---------1 -- - I ------ -------- ryh � ___ j ry8. ------------------ Q� I c 1ry� �0�0 GEODETIC `ASPHALT DRIVE, CIVIL ENGINEER: 1v^� --- COORDINATE 1\rye \.S.W'•R I w d \ry d p1 \/ `ASPHALT DRIVE, I it B ( ,L1ry. ACJz7i LOCATION M11\ah \ry,1,:11' pc, I � Pc• � \°ry p4 PG \ry 8 N `�c 1iz� ° v10ero CONNELL DESIGN GROUP, LLC \ry1h1a < 1 AC \try ,v1O6} acsCIVIL FAVINhEPS �Lt9canru J?COURT SUITE 480. P� I °•'' 11 `ry \ ,gyp `ry P� NEWPOBT BEACH CA 92660 try 8 a P� p° ` � (949)753-8807 OFFICE-(949)753-8833 FAX LEGEND: �� `" 1 m ,ry° �o � CDG* 5-)0= AC ASPHALT CONCRETE ® BLOCK WALL 5hry i o6° �F r° G S� C \ ° BLD BUILDING `ry1 ��$ ti9�� ( - gnu ,271.60 CONSULTANT: BSH BUSH —a— CHAIN LINK FENCE F F1 ,�� Nc BTM BOTTOM CENTERLINE I '''r///�777n J'R^l 1 l' CLF CHAIN LINK FENCE 1zso.4o . �° 117.88 ry°F `DIRT, H�J7f H S49 D DIAMETER 0 FOUND MONUMENT 5 �zG I 2 N� } EBX ELECTRICAL BOX 11e °4 1\0.9 1\v° 1\� A N D A S S O C I A T E S. I N C. C';. HANDICAP PARKING , .ry \ry `ry LAND SURVEYING & MAPPING ECAB ELECTRICAL CABINET I h v ``�\7�'tie � �1271.2e - EM ELECTRICAL METER Q SATELLITE DISH I I 1785 g1M,do ry1v6� `a\R I 6P EP EDGE OF PAVEMENT � � UTILITY POLE i :� c'r so _ A,1 �•1RI 31BB AIRWAY AVENUE, SUITE K1 FTN FOUNTAIN I I \v �.: i..;,- L.....d.a• COSTA MESA, CA 92626 H HEIGHT —0— WOOD FENCE 1` P` P`' CITY C'. t_r 714 557-1567 OFFICE HCP HANDICAP PARKING 1�ro4 Pc \9 �i yo !pp y i V i J x�:+ 714 557-1568 FAX IN INCHES ry y & 1ry' v�' eO F y1 L/i IV JN. 816.059 SEW INSIDE FACE OF WALL a h `gyp ry$�99 `� ze1 off70 ��$ �'�' \rye °� I a zzµ �° DRAWN BY: CHK.: APV.: NG NATURAL GROUND ° � 7zB OH OVERHANG i o 1 °� AB0 ` �1 �' �rT YT DR BH OHP OVERHEAD POWER LINE I a� z P�,E\ OHW OVERHEAD WIRE I 5�¢°\ Po *6 7e3j02 LICENSER: PO POP OUT = e� RK ROCK SDSH SATELLITE DISH I i a I `v1cea `ASPHALT PARKING, �1e°12 ry°° Rom° f •* ' 6 a `r �� SIGN SIGN ��2J- P `EXISTING BUILDING, TNK TANK TP TOP EE yh TRLR TRAILER I 1 `v \ry1.yo4 z No.7' TRPM PALM TREE I o u> RENEWAL43,L6 I TRPN PINE TREE TVBX `�' `EXISTING BUILDING, DD TF TVBX TOWER \ry1h14 Z OF CAl\F;'.% UP UTIUTY POLE \h I 1 P° F / 4 • WBIB WATER BIB X WOE WOOD FENCE d �' WOPST WOOD POST �i�� w SHEET TITLE:-WHO WEATHER HEAD 19' g1ScA ,ry1ry TOPOGRAPHIC I I- �� zp SURVEY 1229210 12G9Pb iP \ ° GHw rys`°P BLOCK WALL SHEET NUMBER:-- 1273.13 ro 1318.90 30'—mot 1R Dt11 SEE SHEET C-1 FOR BOUNDARY AND TITLE INFO. Royal Street Communications t California, PLC 29 i ` \ TUSTIN, CA 92782 PROPOSED ROYAL STREET SITE LOCATION �b \ PROJECT INFORMATION:----- " m \ THE OUTHOUSE s \ LA3410B s \ 32310 RIVERSIDE DR. y' \ LAKE ELSINORE,CA 92530-7889 1�41 CURRENT ISSUE DATE:--"— IX, 12/22/09 M \ IEI \ \ ISSUED ------ BUILDING \ \ 100% CD REV,:=DATE:=DESCRIPTION:-`---"- 'BY::: \ I ,3 pall, L N Jty \ \ \ 2 J T2J22/09` PLAN C(iECK DC \ �o• \ 1 09/01/09 100% CD SA oo• \ 0 08/25/09 90% CD SA ZONING TABLE/GENERAL PLAN DESIGNATION: CIVIL ENGINEER:--- — -- G \` \ NORTH: R-3 (HIGH DENSITY RESIDENTIAL)/MDH (MEDIUM DENSITY RESIDENTIAL) \ \ _ \ \ ` SOUTH: CP (COMMERCIAL PARK)/CP (COMMERCIAL PARK) ` i \ \ C nh.�,`,�RE CONNELL DESIGN GROUP,LLC EAST: R (RECREATION)/CP (COMMERCIAL PARK) & R (RESIDENTIAL) \ / \ \ 4: ��� '.L,.J.�1`� RCOUA1NGCN1NNE NE&RS \ < \ ' �j ice' --11 1683NACAR7NURCOUR$SUITE4&I,NEWPoRTBEAC'NCA916EU \ \\ s'a V M9)753-88070MCE-Mg)733.M33 FAX WESP: R-3 (HIGH DENSITY RESIDENTIAL)/MDH (MEDIUM DENSITY RESIDENTIAL) \ \ \ \ ���,�t_ .J Iy/ cocp: 09-e010 \ \ \\ \ CONSULTANT: ----- \ \ R1.T. SEQUOIA \ DEP L()YMk N'I SERVICES, INC. \ \ \ \ DRAWN BY: -"'"-CHK,: APV.:- \ \ \ \ EN DC DC \ \\ LICENSER: PpFE331p \ \ W6 t / Aq CIV1� QrT OF CA�eFp \\ \\ / JAN 0 4 21i0 \ \ / \ \ / SHEET TITLE:-- ---- LAKE\ / SITE PLAN ELSINORE / SHEET NUMBER:- — / \ \/ A-1 SCALE: 1 SITE PLAN • Royal Street Communications \ California, LLC (E PALM� ( O (E)FENCE 2913 EL CAMINO REAL, #561 \ TUSTIN, CA 92782 PROJECT INFORMATION:— THEOUTHOUSE LA34 OB (E)FENCE / \ 0 32310 RIVERSIDE DR. / \ LAKE ELSINORE,CA92530-7889 (E)TRAILER SPACE CURRENT ISSUE DATE: (E)FOUNTAIN (E)TRAILER SPACE \\ TO BE REMOVED pP�f 12/22/09 (E)TREE � / � / \\ \ O ISSUED FOR: / / \ 100% CD / (E)TREE - � \ /� �`o• ° REV.:-DATE: —DESCRIPTION: BY: (E)TREE / TREE - 9• ,. + V� A II / t� / -- E CABINET � \ / () PROPOSED ROYAL STR '�'t —�c + 55'TALL MONOPIN + / \ r' \ PROPOSED LANDSCAPING,SEE (E)URUTY POLE / �+1 r��x \ SHEETS L-1 AND L-2 (E)TREE (E)PARKING SPACE / + i t �s \� \\ - 2 12/22/09 PLAN CHECK DC 09/01/09 100% CD SA (E)rwdLLR SPADE D 08 25 09 90% CD SA (E)PARKING SPACE CIVIL ENGINEER: — \ (E)SIGN �� PROPOSED ROYAL STREET EWIPME 6 7 9 (E)PARKING 5PA/E f CABINETS(2 CURRENT,2 FUTURE)MOUNTED ON RAISED CONC.PAD + CONNELL DESIGN GROUP,LLC PROPOSED ROYAL STREET 8'HIGH CMU c ONS1,1 TNG Cn'T EtiGINEERB ENCLOSURE W/CLF LID&STUCCO FINISH 4685W4CARTB1,R COURT,smTE Mo,NEWPORTUA(BCA92860 + _ \ 1 2 (W9)753-88070FFTCE-(919)7SJ4833FAX ( P KIN SR E p 1 „= Tie CDG#: 09-6010 CONSULTANT: .01 PARKING SPACE (E)32'TALL 1' PALM TREE F 1Rl f u}ICI`,� T ;i ✓. .• , F-• \ r�FF PROPOSED ROYAL STREET A \ JINDERGROUND UB 2A, -- ': (E)PARKING SPACE P - �' •/f ,4"+5?R07rT2r__ DEPLOYMENT SERVICES, INC. (E)PARKING SPACE ?(,;i 4r u.•Ll DRAWN BY: CHK.: APV.:- (E)PARKING SPACE ", - ' EN DC DC / ~ LICENSER: / (E)PARKING SPACE y / (E)PARKING SPACE ep°Fess7pN (E)PARKING SPACE / (E)PARKING SPACE (E)PARKING SPACE CqR - �y +. �'✓r of cauF°a" PROPOSED ROYAL STREET 12' / WIDE NON-EXCLUSIVE ACCESS EASEMENT / O BAN 0 4 2010 (E)PARKING SPACE (E}OVERHEAD ��.. �' SHEET TITLE:-- POWER-LINES / (E)PARKING SPACE (E)PARKING SPACE �� ENLARGED SITE PLAN I PROPOSED ROYAL STREET / / (E)PARKING SPACE (E)PARKING SPACE E-1 ELEC.METER PEDESTAL, 120/240Y 1PH3W 200A 4-CUP -N- (E)PARKING SPACE PROPOSED 13'X 24' _ / SHEET NUMBER: -- (E)BUILDING POWER HAND HOLE (E)PARKING SPACE e(E) PPROOPPOS D ROYAL STREET ..` E-3 TELCO&POWER P.O.C. A- r L. SCALE: ENLARGED SITE PLAN Is"=1'-D o® -/ I 20'-0' NOTE: Royal Street PROPOSED CLF LID NOT SHOWN FOR CLARITY Communications California, LLC NOTE: On 3" 2'-7' 6' 2'-11" 6" 2'-11" 6" 2'_Z• 3' 2913 EL CAMINO REAL, #561 C�0 PROPOSED MONOPINE FOLIAGE = TUSTIN, CA 92782 NOT SHOWN FOR CLARITY (E)TRAILER SPACE I PROPOSED ROYAL STREET S• \ I CAPS ANTENNA MOUNTED ,p TO BE REMOVED ____ PROPOSED ROYAL STREET PANEL ANTENNAS y (� 6'' 0 Q F ON GE COAX CABLE D-I PROJECT INFORMATION:--�-_ - ANTENNAM UNTPPEER SECTOR,ON O()SECTORSED NTOTAL (/,p` U 2 Q 5 PROPOSED ROYAL STREET I BRIDGE jyCh N a o D-1 SERVICE LIGHT,(2)M. THE OUTHOUSE _ 7 32310 RIVERSIDE DR. LAKE ELSINORE,CA 92530-7889 S'9 -------- - - �� /------------------ - - �--- -I --------- - -----� CURRENT ISSUE DATE:--.. 12/22/09 h, ISSUED FOR:- - / / F 1 00% CD R C3 I - SREV.:=DATE:—-DESCRIPTION:= BY: FUTURE BATTERY �I FUTURE B,fS I INRIAL BTS INITIAL BATTERY FZBFO III i I EZBFO •� y PROPOSED ROYAL STREET II III • 55'TALL MONOPINE I - ------------i- III I� PROPOSED ROYAL STREET O I I,L Y=- - _, J I a---i --I- - -_- -- — — — — _ — - .:>r P�'" - 2-4 MIN ANTENNA r (E)TRAILER SPACE TO BE REMOVED -` co true) 110 I/I a u n m S I PROPOSED ROYAL I bo va.;J. STR U �Q ACTOR I UTILttSUPPORT II a Imo' II I� -N- j 2 12/22/09 PLAN CHECK DC W LL_ w o �FTq\ CABINETS I i ---' I m° "q I 1 09/01/09 100% CD SA 3 0' 2/M �♦ p-I I I PROPOSED CABNEETSR(2AL STREET CURRENT,20FU FUTURE) MOUNTED I y \ ¢ I MOUNTED ON RAISED CONC.PAD 0 08/25/09 90% CID SA \ I •I s s I CIVIL ENGINEER: - ANTENNA LAYOUT ® 2 PROPOSED ROYAL STREET TELCO 3 4"=1'-0" 0 �' CABINETS MOUNTED ON WALL OF CMU I m I ENCLOSURE I I BE)REMOVED I e NOTE: PROPOSED MONOPINE FOLIAGE& j CONNELL DESIGN GROUP,LLC ANTENNAS NOT SHOWN FOR CLARITY j CONSULTING CN&ENGLNEERS PROPOSED ROYAL STREET EMERGENCY I 4605 MICARTHUR L'WRT,SUITE 480,NEMRT REACH CA 92660 GENERATOR RECEPTACLE AND POWER (949)753- 070FFICE-(949)753-8831FAX PANEL MOUNTED ON WALL OF CMU I •i I ENCLOSURE PROPOSED MONOPINE I CDGj: 09-6010 I LOCATION I I e I CONSULTANT:-- (E)STONES TO BE REMOVED I I \1 '_4• 9'-4' I SEQUOIA I / \ •I / / �,1 - �_L` . DEP L()YMLNT SERVICES, INC. DRAWN BY: CHK.: APV.: 1 tL�t'd.�� EN DC DC I P OSED ROYAL STREET I _. LICENSER: SE CE LIGHL(2)TYP. L------- ---- -- - ------ -- ------------------ ------------J zL�_y1� LZ E y2 OZ M1'2 i�' • W� Mo. Z•r- N x s y 'Pl CIViI aP OF CALItOP PROPOSED ROYAL STREET 4'WIDE IAIV Q 4 2010 CORRUGATED STEEL ACCESS DOOR PROPOSED ROYAL STREET 8'HIGH CMU 1 2 o SHEET TITLE: ENCLOSURE W/CLF LID&STUCCO FINISHe -------- D-2 EQUIPMENT LAYOUT& ANTENNA LAYOUT SHEET NUMBER: - (E)PARKING SPACE (E)PARKING SPACE (E)PARKING SPACE A-3 NOT USED EQUIPMENT LAYOUT �4"LE-0" ®' Royal Street Communications `y - California, LLC 2913 EL C MIN REAL, #561 TUSTI_: PROJECT INFORMATION: �Li ni p PROPOSED ROYAL STREET PANEL ANTENNAS V A.l-'O `may"% _i nl �` PROPOSED ROYAL STREET PANEL ANTENNAS MOUNTED ON PROPOSED MONOPINE,()1 Z- ^ - - ^ MOUNTED ON PROPOSED MONOPINE,(1) < \ . ANTENNA PER sEmaR,(B)sEcroRs rota THE OUTHOUSE ANTENNA PER SECTOR.(e)sEcraes rota \�, �-I�,. ;I, •_ I I '' -�I�� 32310 RIVERSIDE DR. � / i LAKE ELSINORE,CA 92530-7889 0 CURRENT ISSUE DATE: PROPOSED ROYAL STREET /� 2-0 M/W ANTENNA ���L���(� 7 PROPOSED ROYAL SIREFT -I\\" j�1 \._ v �\�\ ` \\� 2'I M/W ANTENNA ISSUED FOR: 100% CD IlIv i, D �_- -_ REV.:=DATE:=DESCRIPTION: BY: -v7 ;C FUTURE CARRIER LOCATION �� f��A�IV I�' .A�-� V��S FUTURE CARRIER LOCATION (//� I INC Z��✓� �A Z- !�' ��\� � l- <-'� �' T r t �s s ,;col Tes, r.;a ngAPerrtOt P or codes endin r ted t�'��u ­1 by I app o _V` \ -oval f theso V Ildab � srt� rave a f �.a presumed to 9w it or app 1 p�0P0ROYAL MONOPINE u .o tr I Itnepr ,/I T Q fo,� b� PLAN CHECK DC J>. j c es shag b86AiA• PROPOSED ROYAL STREET I,�.' �� ` y 1 09/01/09 T00% CD SA W TALL MONOPINE � �d I� �' 0 1 08/25/09 90% CD SA IVIL ENGINEER: r \ Z� X `\\r CONNEL MG ,LLC g d/ �� y\��II%'I,�d1 ��V ��S / Z �('i t /i,� _� ( .Ali f➢Wl 9 N7s3-0BPaWB-OM7s3-0 FAY rn 'S I IQdSAGGR7H(/NCWI17 SU11E180,EIIMIRTB&ICNG MQ0 f�/ \�� \",�'� �� � Jl/\,' �[� E�ti.?IIVOR CDGl 09-6010 ~ � 1` - �e -r i �y I,�� / I, ��/ F LA _j ��\\(/ /�\(/ /I' \\� �/�; l �j11 1 O ING DIVIStUN ONSULTANT: Rzt>v �b � PERMIT /Yy �// c EQUOT 4 � \� �/� / /✓ r,i� i t• i A tt _�- � � V�l/ /�/� i ♦• - �f�uT 5 \ I y`r � � DEPLOYMENT SERVICES,INC. DRAWN BY: CHK.:=APV.: ' PROPOSED ROYAL STREET PPC.NIU TELCO L EN DC r DC PROPOSED ROYAL STREET POWER,SWITCH&DISCONNECT,&EGR EQUIPMENT CABINETS(2 MOUNTED ON WALL OF CMU ENCLOSURE LICENSER: CURNENE,2 FUTURE)MOUNTED PROPOSED ROYAL STREET CPS ANTENNA ON RAND COW.PAD MOUNTED ON(N)COAX CABLE BRIDGE -PROPOSED ROYAL STREET EQUIPMENT FFABf PROPOSED ROYAL STREET I CABINETS(2 CURRENT,2 FUIURE) Q HIGH CMU ENCLOSURE W/ MOUNTED ON RAISED COW.PAD O COMAE PROPOSED ROYAL STREET 6' HIGH CMU ENCLOSURE III PROPOSED ROYAL STREET 4'WIDE w� e� CIF LID&STUCCO FINISH CORRUGATED STEEL ACCESS DOOR CLF I&STUCCO FINISH s PROPOSED ROYAL STREET CAPS ANTENNA PROPOSED ROYAL STREET PPC, MOUNTED ON(N)COAX CABLE BADGE s o 1 n • + NM,TELCO POWER.SWITCH& s zgOF CAVfOQ DISCONNECT,&ECR MOUNTED ON WALL OF CMU ENCLOSURE , ' � o I II JAN042010 �� II m Tfh,I 1 PROPOSED II II 4 I n ACCESS SIGN 4 R 12 .I m ELEVATIONS L SHEET NUMBER: `=-� L A-4 SOUTHWEST ELEVATION 1�`a�L=E=o• 0 r IV SOUTHEAST ELEVATION l/T=_LE'-D• 9 r 41 12 Royal Street Communications z California, LLC P 2913 EL CO 9 7132 #561 USTIN, PROPOSED ROYAL STREET PANEL ANTENNAS TO BE MOUNTED ON — PROPOSED MONOPINE,TOTAL OF PROJECT INFORMATION: (6)SECTORS 0(1)ANTENNA PER SECTOR,W1 SOCKS THE OUTHOUSE (N)MONOPINE BRANCHES AND LA34100 PINE NEEDLES.THREE 4'LONG I BRANCHES AT 1.5'D.C.VERTICALLY 32310 RIVERSIDE DR. V� IN WITH VARYING ATTACHMENT ANGLES LAKE ELSINORE,CA 92530-7889 TO TREE TRUNK, CURRENT ISSUE DATE: PROPOSED MONOPINE, 12/22/09 SECTION @ ANTENNA LEVEL acALe: 2BARK TO TOP OF POLE ISSUED FOR: �n^.ro 100% CD REV.:=DATE:DESCRIPTION: By: BY: 41 Scoll --- ' Y granl W'(j Q � J c 1�1y.,\\•.I �ly F "� 1rCc r` lil,l> ioa I or auu \ I � cry i ' �_ A > 2+��:12�2�009. PLAN CHECK DC (N)MONOPINE BRANCHES AND } - \ ,(,. :� 1 os/o1/as 100% CD SA PINE NEEDLES.THREE 6'LONG \ BRANCHES AT IS O.C.VERTICALLY _ WITH VARYING ATTACHMENT ANGLES +% `� /-�i1�Iv�I� \�,, J ) (N)MONOPINE BRANCHES AND O 08/25/09 907e Co SA TO TREE TRUNK. /_ r PINE NEEDLES.THREE BRANCHES AT 1.5'O,C,VERTICALLY CIVIL ENGINEER: v I, -✓..., I, WITH VARYING ATTACHMENT ANGLES TO TREE TRUNK. a _ CONNELL DESIGN GROUP,LLC 3, C(MSOLT NG COIL ENGINEERS �j /6B5 MAL'ARTHUR CUI.WT,SL'ITEM,,NFWPORT REACHCA 91660 2t M9)753-W7OFF1IEE-(W9)7T.4BMW SECTION @ MID HEIGHT 9cAL-0 3 ~ 4 COGN: 09-6010 S CONSULTANT: a 9 l 5 � II ,SII� Lr LAKEELSa�a�R SEQ UOIA {N)MONOPINE BRANCHES AND �il`I/� \(I �- CI-Ty OF DEPLOYMENT SERVICES, INC. gU1LDtN 1',+ DI JISi PINE NEEDLES,THREE 10'LONG i G �� BRANCHES AT L5'O.C.VERTICALLY "�/ WITH VARYING ATTACHMENT ANGLES �. ,i' r - : :z DRAWN BY: CHK.: APV.: TO TREE TRUNK. �\i'\" PERMIT # EN DC Dc LICENSER: • � �'��� �`/M D �ROFESSIOH m� oy 1C - J,lF OF CAL\F�P�P JAN04 2010 I SHEET TITLE: -- — 71 - K I 8 I II I MONOPINE DETAILS -111 1 1 1q SHEET NUMBER: - - A-5 SECTION @ LOWER LEVEL I;,BALE:+, 4 MONOPINE ELEVATION KALE: o rCjjjEn p NOTE 68 101 1/7• VERIFY MOUNTING HOLE PATTERNS WITH ANTENNA DOWNTILT Royal Street MANUFACTURER BEFORE FABRICATION AND/OR FRONT MOUNTING BRACKET CONSTRUCTION Communications STANDARD STEEL PIPE 30.56 6.00 35.40 8.00 35.40 6.00 30.56 MATCH EXISTING FINISH (GALV) California, LLC SURFACE 2913 EL CAMINO REAL, #561 zozo 26.77 2e,77 20a0 1 TUSTIN, CA 92782 --_ -- - WARNING TAPE 'A ------ COMPACT FILL(90%) / PROJECT INFORMATION:- -------_= PER SOILS REPORT — ------------ — �° / THE OUTHOUSE J------ -1 rr-- ------------ �,N ----- EXISTING SOIL / II II �34�OB - ---------------- /2 BARE,SOLID / m ----- 1 TINNED COPPER O ® r" 32310 RIVERSIDE DR. t----- II --�-----� CONDUCTOR • SAND LAKE ELSINORE,CA 92530-7889 PRIMARY PRIMARY FUTURE FUTURE 4"CONDUIT FOR COAX (N) ROYAL STREET CURRENT ISSUE DATE_ -- �,' 1 1 I I I °�'• $ :. CABLE(TYP) BATTERY = BTS BTS $ BATTERY III = PANEL ANTENNA 1 1`" EZBFO i� (MODEL y EZBFO I� ii ---_- II T' UMWD-06516-XDH) 12/22/09 I 1 24" PROVIDE PULL ROPE FOR FUTURE - COAX CABLE _ -_ -- L— =—_—___ 1 �L_ _____________J1 1 �EXCCAVATETOREQUIREDDEPTH ANTENNA MOUNTING ISSUED FOR:-- 1. ---- ------------J 2.VERIFY ALL TRENCHING REQUIREMENTS WITH SERVING UTILITIES. BRACKET 3.CALL BEFORE YOU DIG.CONTACT SERVING UTIUTIES BACK 100% CD 14.53 14992 16.49 '"o ,o'° ANTENNA MOUNTING FOR REV.:=DATE:-DESCRIPTION: -BY: REFERENCE ONLY.ACTUAL ANTENNA MOUNT MAY VARY MOUNTING HOLE PATTERN scA-0;, 11- 6 ANTENNA COAX TRENCH DETAIL NONEE 4 ANTENNA PIPE MOUNT DETAIL NONE JS4 a i 30OW DECORATIVE FLOODLIGHT I n• }0• MODEL#QF30OW WHITE 120V Jps 2.5A 6OHz BY REGENT LIGHTING GPS ANTENNA rUl s CORP. 1-800-234-3683 i -� .; Z, l u8 t n u sk53A2i/09 PLAN CHECK DC B 1 09/01/09 100% CD SA 3 HOLE OUTLET BOX BY RED 1/8 PLATE 0 08/25/09 90% CD SA Q DOT- M W/BLANK COVER SELF-TAPPING SCREWS CIVIL ENGINEER: (4 TOTAL) CONDUIT STRAP CONNELL DESIGN GROUP,LLC CONSULTING CIVIL ENGINEERS WALL PER PLAN CABLE TRAY PER PLAN /6B5 MACARTHUR COURT,RU1Tfi IRO,NEWI'ORTREACHC'A91RR0 (949)7534807 OFFICE-(949)753-03 FAX 3/8•' U-BOLT CDG#: 09-6010 1/2'm EMT CONSULTANT: 0 CITY OF LAKE ELS:V = BUILDING Dlvlsl4N SEQUOIA EZBFO BATTERY CABINET SOA`E: 9 MOD CELL CABINET SCALED 7 SERVICE LIGHTING SALE: 5 GPS MOUNTING DETAIL SCALE: n NONE NONE NONE NONE G DERLOYMLNI SERVIC:E1, INC. Y 1 1/4"MAX MESH I 1B'-B' CHAIN LINK FENCE B (N) �'�y. `�,...........--•.---• DRAWN BY:- CHK.: O ► yF�. EN DC DC ALL WITH LICENSER: --- — 8,_�. O O CONCRETE GAP 2" 2- 2- 2" 4- p,OpPOHAFLC�q( 1'-4" 1'-4' 10" 3/16"WELD ALL �Q' CC F AROUND PROPOSED FUSED 2 V2"0 HORIZONTAL i Zp PROPOSED FUSED 1/2" PHILLIPS R.H.W.A• SUPPORT A I w m DISCONNECT SWITCH 4 AT EACH COLLAR o r I n DISCONNECT SWITCH INTERMEDIATE ® PROPOSED MW CMU WALL - STIFFENER LD VIER m rF oP FIBER CABINET SECTION A BOTH ENDS, CIVIL. dP OF pp�IF GALVANIZE PROPOSED PROPOSED MW HNIU CABINET FIBER CABINET BLOCK WALL 4 dAN 0 4 2D10 PPC CABINET PPC CABINET i�� 1/2"AL, EPHILL B 2-MI.Ewe 4TOTAL, EMBED 2"MIN. SHEET TITLE: 1 1/4'MAX.MESH x No LINKAFABRICVANIZE CHNN WALL PROPOSED PROPOSED UNISTRUT PIOOO DETAILS Q UNISTRUT P1000 (E)FLOOR E FLOOR 2 1(2"0 HORIZONTAL I- CHAIN LINK FENCE NOTE: SUPPORT CONTRACTOR TO CONSTRUCT CHAIN LINK ENCLOSURE WITH THE FOLLOWING AS 1/4"THICK STEEL COLLAR REQUIRED: TENSION BAR 1/4'x3/4' SHEET NUMBER:-. STRETCHER BANDS 1/8"0/4' DIAMETER AS REQUIRED FOR •12"O C 2 1 2 0 HORIZONTAL CHAIN / EYE LOOP LINK FENCE SUPPORT. EXTENSION I N B -ECT O �„ PPC CABINET MOUNTING DETAIL NONE-• 8 CHAIN LINK FENCE HORIZONTAL SUPPORT& ENCLOSURE BOLE` 3 NONE 20,-0„ (2)#5 CONT.� (N)ROYAL STREET LEASE AREA Royal Street 1-6" 13-0" EQUIPMENT CABINET L4X4X4" W/N" EXP. COMMUI Cat�Ons TYP.WALL REINF. (2)k 5 VERTICAL BARS BOLT TO CONC WALL 2,-7• 6• 2•_11• 6• 1'_11• 6• 2,_p PE6 PUN 7 9 California, LLC PER PLAN AT END OF WALL(TYP.) (TYP.) SMEDULEU.N. �r 24" WIDE 3 D-i D-i D-t 2913 EL CAMINO REAL, #561 TUSTIN, CA 92782 COAX CABLE N V-6"CONCRETE 2500 PSI CONCRETE 180'HOO CUSHION HANGER () KIT FOOTING s"wA Q _ ! PROJECT INFORMATION: END OF WA 2x2x1/4" STL, r------ - i'- -- - - roP of wnu ANGLE(TYP. BOTH I I THE OUTHOUSE BAR D PROPOSED ROYAL / 1 SIDES) W/ 5/8"0 9 STREET I 13• 3 T12" BOLTS 0 EACH e I a LA3410B a 2 D-I UTILTY SUPPONT 1. END _ _ _ #6-g8 d2 1 a CABINETS z_--z�� / 32310 RIVERSIDE DR. 7l 6 EDGE OF FLEXENT II - - D EQUIPMENT FUTURE �I FIf�URE INITIAL INI AL'; LAKE ELSINORE,CA 92530-7889 w I BATTERY I I �{S Bf5 BA RYI FOR STIRRUPS&TIES CABINET L - - --_-�II _--H_ _ � CURRENT ISSUE DATE: d D o COAX CABLE ATTACHED TO I L-=-I - � �] Of r _ OFFSET m WALL WITH UNISTRUT/ III Y i III /I 2�ZL�O9 CLAMPS ® 24" O.C. VI a 5,( i II / CMU WALL (2 1/2"MIN.) II / PER PLAN 'g d=BAR DIAMETER I / It I II FOR REINFORCING BARS D=6d FOR#3 THRU�6 (N) OR (E) CMU PROPOSED ROYAL STREET ELCO �" FOR: - D=Bd FOR R6 THRU{I1 WALL CABINETS MOUNTED ON WALL OF CMU LL. �(' l- ISSUED BAR BENDING DETAIL ENCLOSURE hQl '� OO DSO CD BAR D I I i 135' lD 135 q WER z�2 PROPOSED ROYAL STREET EMERGENCY & REV.:=DATE:--DESCRIPTION: —BY: 5 212^ CONDUIT GPANELT MOUN ED ON WALLOR RECEPTACLE OOFOCMU I ! STUB-UP ENCLOSURE I I i I I SCALE: SCALE: REBAR DETAILS NTs 6 CABLE BRIDGE W/ U.G. COAX N.T.S.-13 D91 I I I � _ e NOTES: BLOCK LAYOUT SHOWN IS DIAGRAMMATIC,ACTUAL CONDITION WILL VARY PER I I i•I .li' RUNNING BOND PATTERN,USE APPROPRIATE UNITS OR BREAK CMU SHELL I I c a d Y P",,�'� P. AS REQUIRED FOR REINFORCING PLACEMENT AND FLOW OF GROUT. NOTES "'I ti BLOCK WALL,GROUT ALL CELLS. BAR SIZE ------- pp SEE PLAN FOR srzE&LOCATION. X 1 COL., PIERS AIILL VERTICAL RS NOS SHALL BE / J / T"'.� `r FORCING FOR 4 5 6 7 B 9 10 11 COL., PIERS&WALLS SHALL BE W Hoar N ODRW CELL LAP SPLICE(INCHES) DOWELED AS SHOWN EXCEPT / / ��� 2 >7 2 09` PLAN 0HEOW ` DC SPECALT.BEND GS 40 x BAR DIA 24 36 50 69 91 115 145 17B SHALL GOVERN IN CASES OF (2'-0•MIN.)TYP. 29 36 46 63 82 104 132 165 CONFLICT. 2 1 09/01/09 100% CD SA VENT.BARS AT ENDS OF WALL PER SCHED.U.N.O. 29 36 43 54 71 90 115 141 2. DOWELS SHALL BE THE SAMEBREAIf SHELL GRADE, SIZE AND NUMBER AS D 08�25�09 90% CD SA SEE NOTE TYP. VERTICAL REINFORCING. -- 4 24 30 36 42 48 4-0• CIVIL ENGINEER: WIRE TIES(TYP.) CONCRETE EQUIPMENT PAD PLAN SCALE: DS OF WALL PER SCHEDAT •U.NO. (N)CHAIN LINK FENCE LID CONNELL DESIGN GROUPS LLC WALL REINF.PER COn LITIvGCO'Il [I,VEFRS SCHEDULE U.N.O. a 4685MAGRTHUR COURT SLITF48U V.'WI'OR7HF.ACHCA92660 OPEN END BLOCK SLOPE 1:6 MAX. D FOR COL.REINF. (W9)753-W70FRCE-(949)7534833FAX CDG#: 09-6010 WALL REINF.PER SCHEDULE U.N.O. 40 d LAP DOWELS OR BAR -- ---- MIN. SPLICE CONSULTANT: — INTERSECTION CORNER HORIZONTAL BAR SPLICE VERTICAL BAR SPLICE B"NORMAL WT.CMU— WALL GROUT ALL CELLS F-i It SOOD SPECIAL INSPECTION TYP. BAR LAP SPLICE REQUIRED PER CBC 1704.5 tw F T ASCALE: SCALE: (� E V OL U0I lCMU DETAIL @CORNER/ INTERSECTION N,T.S. 7 TYP. BAR LAP SPLICE N.r,s 4 �T4 HORIZONTAL— Ty OF L r `K Dk ' JNBARS AT 24"D.C. .,� P DEPLOY ENT SL RV ICES. INC. y4 VERTICAL B U t L•U I V G BARS AT 16"D.C. DRAWN BY: CHK.:= =APV.:� LICENSE&:- DC DC 4"0 x 4'LONG MOUNTING PIPE.VERIFY PIPE SIZE&DIAMETER WITH ANTENNA MANUFACTURER EQUIPMENT CABINET PER PLAN i y 5 �R QPOFEssroN ANTENNA MOUNTING HARDWARE - 14 0 12"O.C. ,�o xCHAt; v4 EQUIPMENT CABINET PER PLAN EACH WAY i RAISED EQUIPMENT PAD z m 2 0 81 2" 2" — -1 14 DOWEL BARS AT 16" (N)MICROWAVE DISH, #4 0 12"O.C. �ITH 30"OVERLAP sw F CAL OQ�P SEE PLAN FOR SIZE EACH WAY _ OF CALIF El JkN Q 4 2011 3/4"CHAMFER ALL MOUND ° GRADE a a SHEET 5/8"HILTKB-R WITH "� "° 4 012"O.C. — — 6"HOOK(TYP.) HOOK 4.5"EMBEDMENT INTO 'N EACH WAY CONCRETE SLAB - - }'S CONT. ° DETAILS OR TO R LEG/(E)PIPE, 6"HOOK(TYP,) SHEET NUMBER: -- -- D-2 M.W. DISH MOUNTING SCALE: 8 EQUIPMENT MOUNTING DETAIL SCALE: 5 CONCRETE EQUIPMENT PAD SECTION SCALE: 2 N.T.S. N.T.S. N.T.S. Royal Street Communications 2 , 5 3 5 California, LLC PER PLAN 2913 EL CAMINO REAL, #561 ❑ --- — 2 -,.1� TUSTIN, CA 92782 2 _] ...... 0-2 6 PROJECT INFORMATION:= 9 7 THE OUTHOUSE LA3410B 4 32310 RIVERSIDE DR. -' FINISHED GRADE LAKE ELSINORE,CA 92530-7889 lI 1=1I_i =' 1 CURRENT ISSUE DATE: -- NOTES: 12/22/09 Oi 2" x 2"x .120 CAP BOTH ENDS STRUCTURAL STEEL TUBE 6 20 e (2)4"X4"HEAVY DUN HEAVY DUTY LOCKING LATCH.GATE BUTT HINGES® EACH SIDE.e O ISSUED FUR:.---- --- O WEDZ3/0 R O6 FRAME STEEL TUBE T GATE FRAME. O7 %U WELD TO 2 1 00% CD ® 2" z 2"x 3/16" DIAGONAL BRACE O HILTI HY20 1/2"e EXPANSION BOLT ® 1'-0" NOTE : GATE IS ALL WELDED REV.:=DATE:=DESCRIPTION: O VERTICALLY APPLIED STEEL DECKING "CUROCO" 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 11 NOT USED S°"LE' 9 NOT USED N_T s 6 GATE DETAIL NTAS E. N.T.S. N.T.S. I SCUT f,...-...._,. . ., AM3pE7gC�q�gANUFApCgTRURIN PCORPORATION r WILLOUGHBYNNOHIO 440960. BOX 1210 ESY - PHON 1-7b42 TOLL FREE 800— (40) 951-4300 A CO FAX: �44� 51-2542 nuwurwcTuwrxo caw------- www.ametco.com i L 2"x2'0 16" FRAME v �1p'_ 4" x 4" HEAVY DUTY BUTT / 2' `a`, vQ9, v PLAN CHECK DC HINGE TYP. OF 2 AT EACH JAMB VERTICALLY APPLIED STEEL DECKING "CUROCO" PATTERN #13 22 GA. 1 09/01/09 100% CD SA GALV. IN 2 x 2 x 3/16 ANGLE NEW 8" C.M.U. WALL---------. FRAME - CAP ALL ENDS. PAINT TO p 1 08/25/09 90% CD SA MATCH CMU WALL COLOR CIVIL ENGINEER: %A HILT! HY20 1/2" DIAMETER — ® EXPANSION BOLT < Low MC.INI EMB.40 1/4 CONNELL DESIGN GROUP,LLC CONSUL77NG C&U EYGINEERS 2 % 2 x .12D — 4685MACdRTHUR COURT,SUITE480,NF,RPOBTREACHG 92669 CAP BOTH ENDS (949)753.M7 OFFICE•(949)753-8833FAX L 2x2x3/16 WELD TO CDGj: 09-6010 STEEL TUBE ___ —_..._ CONS NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. tDIPLOYMEN7 2. DO NOT SCALE DRAWINGS.NOT USED SCALE: 10 NOT USED SCALE: 7 SLIDE BOLT SCALE: q GATE JAMB @ CMU 9cALE' 2 ECZUONTS. N.T.S. N.T.S. N.T.S. SERVICES, INC. AMETCO MANUFAC URING RP ATIO 4326 HAMANN P KWqY . . 1 10 WILLO�IHBY OHI 44096 DRAWN BY: CHK.: APV.: BOO 1-71)42 TOLL FREE r — -- — Y.,`1v S }ly�� /�► PHONE: (440) 951-4300 L O FAX; (44b) 951-2542 EN DC DC WIMRIIC-me 0awV Tlcm www.a metco.com ov- ,1� �\r16J �J LICENSER: — QUO CHAP(C'( M 2 O R9 rrt NIP�w/r Mt sr x 8t,y,"1� !, 'fF CF CAL iaQa`P ry{- JAN 0 4 201U SHEET TITLE: J DETAILS SHEET NUMBER: NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, 2. DO NOT SCALE DRAWINGS. D_�] NOT USED SCALE` 11 NOT USED BOALE` 8 NOT USED SCALE: 5 STEEL HINGE eCALE: S J N.T.9. N.T.S. N.T.S. N.T.B. 26. SPECIAL RECEPTACLE FOR CONNECTION TO PORTABLE EMERGENCY GENERATOR WHEN A AMP(S) Royal Street 1. THE SEISMIC BRACING AND ANCHORAGE OF ELECTRICAL CONDUITS AND WIRE WAY SHALL 12. ALL EQUIPMENT MOUNTED ON ROOF FOR CONNECTION TO PCS EQUIPMENT SHALL BE SPECIFIED SHALL BE 200 AMPERE, THREE-WIRE, THREE-POLE, REVERSE SERVICE, PIN AND AF AMP FUSE BE IN ACCORDANCE WITH THE UNIFORM BUILDING CODE, CHAPTER 23 AND "GUIDELINE FOR MOUNTED ON UNISTRUT STANDS UTILIZING APPROVED PITCH POCKETS, FLASHING, ETC. SLEEVE TYPE WITH MOUNTING BOX, VERIFY TYPE OF EMERGENCY GENERATOR CONNECTION WITH AFF ABOVE FINISHED FLOOR Communications SEISMIC RESTRAINTS OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS," PUBUSHED BY CONSTRUCTION MANAGER. California, LLC SMACNA AND PPIC, OR THE SUPERSTRUT-SEISMIC RESTRAINT, OR THE KIN-LINE SEISMIC AIC "AMPERES INTERRUPTING CAPACITY" RESTRAINT SYSTEM. 13. ALL FINAL CONNECTIONS TO OWNER FURNISHED EQUIPMENT SHALL BE MADE BY THE AS AMP SWITCH 2913 EL CAMINO REAL, #561 CONTRACTOR. 27. RIGID GALVANIZED STEEL CONDUIT SHALL BE FULL WEIGHT THREADED TYPE. ELECTRICAL TUSTIN, CA 92782 METALLIC TUBING (EMT) MAY BE USED IN WALLS OR CEILING SPACES WHERE NOT SUBJECT TO ASCC AVAILABLE SHORT CIRCUIT CURRENT 2.ALL ELECTRICAL MATERIALS AND EQUIPMENT SHALL BE NEW AND SHALL BE LISTED BY 14. COORDINATE WITH OTHER TRADES AS TO THE EXACT LOCATION OF THEIR RESPECTIVE MECHANICAL DAMAGE. PVC SCHEDULE 40 MAY BE INSTALLED BENEATH SLAB OR BELOW GRADE. "CONDUIT", WITH CONDUCTORS AS REQUIRED BY DRAWINGS UNDERWRITER'S LABORATORIES UL AND BEAR THEIR LABEL, OR LISTED AND CERTIFIED BY A FLEXIBLE STEEL CONDUIT MAY BE USED AT OUTLET CONNECTIONS WITH NO RUNS LONGER C. PROJECT INFORMATION: ( ) EQUIPMENT. SUPPLY POWER AND MAKE CONNECTION TO EQUIPMENT REQUIRING ELECTRICAL OR SPECIFICATIONS. NATIONALLY RECOGNIZED TESTING AUTHORITY WHERE UL DOES NOT HAVE A LISTING. CUSTOM CONNECTIONS. REVIEW THE DRAWINGS OF OTHER TRADES AND LOCATION OF EQUIPMENT. THAN SIX FEET. AN EQUIPMENT GROUNDING CONDUCTOR SHALL BE PROVIDED IN ALL CONDUITS. MADE EQUIPMENT SHALL HAVE COMPLETE TEST DATA SUBMITTED BY THE MANUFACTURER C.O. "CONDUIT ONLY". PROVIDE PULL ROPE FOR ALL EMPTY THE OUTHOUSE ATTESTING TO ITS SAFETY. IN ADDITION, THE MATERIALS, EQUIPMENT, AND INSTALLATION SHALL CONDUIT AS REQUIRED. LA341OB COMPLY WITH THE REQUIREMENTS OF THE FOLLOWING: ELEV ELEVATION 15. EXACT METHOD AND LOCATION OF CONDUIT PENETRATION AND OPENINGS IN CONCRETE 28. RIGID GALVANIZED STEEL CONDUIT FITTINGS SHALL BE THREADED AND THOROUGHLY 32310 RIVERSIDE DR. WALLS OR FLOORS OR STRUCTURAL STEEL MEMBERS SHALL BE AS DIRECTED BY THE GALVANIZED. ELECTRICAL METALLIC TUBING (EMT) CONDUIT FITTINGS SHALL BE STEEL, RAINTIGHT EMT ELECTRICAL METALUC TUBING CONDUIT LAKE ELSINORE,CA 92530-7889 AMERICAN SOCIETY OF TESTING MATERIALS (ASTM) STRUCTURAL ENGINEER. PERFORM CORING, SAWCUTTING, PATCHING,AND REFINISHING OF THREADLESS COMPRESSION TYPE. DIE CAST, SET SCREW, OR INDENTER TYPES ARE NOT INSULATED POWER CABLE ENGINEERS ASSOCIATION (IPCEA) EXISTING WALLS AND SURFACES WHEREVER IT IS NECESSARY TO PENETRATE. OPENINGS SHALL ACCEPTABLE. FLEXIBLE STEEL CONDUIT FITTINGS SHALL BE MALLEABLE IRON CLAMP, SQUEEZE KW "KILOWATT" CURRENT ISSUE DATE:-----_ BE SEALED IN AN APPROVED METHOD TO MEET THE FIRE RATING OF THE PARTICULAR WALL, TYPE OR STEEL TWIST-IN TYPE WITH INSULATED THROAT. SET SCREW TYPE IS NOT NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA) FLOOR OR CEILING. EXACT METHOD AND LOCATIONS OF CONDUIT PENETRATIONS AND OPENINGS ACCEPTABLE. KVA "KILOVOLT AMPERES" 12/22/09 AMERICAN STANDARD ASSOCIATION (ASA) IN CONCRETE WALLS OR FLOORS SHALL BE U.L. APPROVED. DO NOT CUT OR BREAK ANY MCC MOTOR CONTROL CENTER FIRE PROTECTION AGENCY (NFPA) EXISTING REINFORCING BARS IN EXISTING CONCRETE OR MASONRY. IF IN DOUBT REGARDING AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) LOCATION OF REINFORCING, THEN CONTRACTOR, AT CONTRACTOR'S EXPENSE, SHALL UTILIZE 29.ALL CONDUCTORS SHALL BE COPPER #10 AWG MINIMUM SIZE, TYPE THHN/THWN 0.C. "ON CENTER" ISSUED FOR:= --- ----- CALIFORNIA ELECTRICAL CODE (CEC) - LATEST EDITION X-RAY, ULTRA-SOUND, OR OTHER AVAILABLE TECHNOLOGY TO LOCATE EXISTING THERMOPLASTIC, 600 VOLT, 75 DEGREES CELSIUS WET AND 90 DEGREES CELSIUS DRY AND CALIFORNIA CODE OF REGULATIONS TITLE 24 (CCR) REINFORCEMENTS PRIOR TO DRILLING OR CORING OPERATIONS. U.L. LISTED UNLESS NOTED OTHERWISE. CONDUCTORS #10 AWG AND SMALLER SHALL BE P POLE 1 00% CD INSTITUTE OF ELECTRICAL AND ELECTRONIC ENGINEERS (IEEE) SOLID. CONDUCTORS #8 AWG AND LARGER SHALL BE STRANDED. PNL PANEL 1, ALL LOCAL CODES AND ORDINANCES OF AGENCIES HAVING JURISDICTION. RGS RIGID GALVANIZED STEEL CONDUIT REV.:=DATE:- -DESCRIPTION:- =BY: WHERE THE CODES HAVE DIFFERENT LEVELS OF REQUIREMENTS, THE MOST STRINGENT RULE SHALL APPLY. 16. CONNECTIONS TO VIBRATING EQUIPMENT AND SEISMIC SEPARATIONS: 30, JUNCTION AND PULL BOXES: FOR INTERIOR DRY LOCATIONS, BOXES SHALL BE T TRANSFORMER UQUID-TIGHT FLEXIBLE STEEL CONDUIT IN DRY INTERIOR LOCATIONS. LIQUID-TIGHT FLEXIBLE GALVANIZED ONE-PIECE, DRAWN STEEL, KNOCKOUT TYPE WITH REMOVABLE MACHINE SCREW STEEL CONDUIT IN AREAS EXPOSED TO WEATHER, DAMP LOCATIONS, CONNECTIONS TO SECURED COVERS. FOR OUTSIDE, DAMP, OR SURFACE LOCATIONS, BOXES SHALL BE HEAVY UNO UNLESS NOTED OTHERWISE TRANSFORMER ENCLOSURES,AND FINAL CONNECTIONS TO MOTORS. PROVIDE A SEPARATE CAST ALUMINUM OR CAST IRON WITH REMOVABLE, GASKETED, NON-FERROUS MACHINE SCREW 3. THE CONTRACTOR SHALL VISIT THE SITE INCLUDING ALL AREAS INDICATED ON THE INSULATED EQUIPMENT GROUNDING CONDUCTOR IN FLEXIBLE CONDUIT RUNS, MAXIMUM SECURED COVERS. BOXES SHALL BE SIZED FOR THE NUMBER AND SIZES OF CONDUCTORS V VOLTS" DRAWINGS. HE SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE EXISTING CONDITIONS AND LENGTH SHALL BE SIX FEET UNLESS OTHERWISE NOTED. AND CONDUIT ENTERING THE BOX AND EQUIPPED WITH PLASTER EXTENSION RINGS WHERE BY SUBMITTING A BID, ACCEPTS THE CONDITIONS UNDER WHICH HE SHALL BE REQUIRED TO REQUIRED, BOXES SHALL BE LABELED TO INDICATE PANEL AND CIRCUIT NUMBER, OR TYPE OF W WIRE PERFORM HIS WORK. SIGNAL OR COMMUNICATIONS SYSTEM. WP WEATHERPROOF, NEMA 3R " 17. ROUTE EXPOSED CONDUIT AND CONDUIT ABOVE ACCESSIBLE CEILING SPACES PARALLEL 0 PHASE OR DIAMETER 4. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN A COMPLETE SET OF AND PERPENDICULAR TO WALLS AND ADJACENT PIPING. ARRANGE CONDUIT TO MAINTAIN CONTRACT DOCUMENTS, ADDENDA, DRAWINGS AND SPECIFICATIONS. HE SHALL CHECK THE HEADROOM AND TO PRESENT A NEAT APPEARANCE. E _ :1 ELECTRICAL EQUIPMENT SHOWN DASHED IS EXISTING. DRAWINGS OF THE OTHER TRADES AND SHALL CAREFULLY READ THE ENTIRE SPECIFICATIONS 31.ALL OUTDOOR ELECTRICAL DEVICES OR EQUIPMENT SHALL BE OF WEATHERPROOF TYPE. AND DETERMINE HIS RESPONSIBWTIES. FAILURE TO DO SO SHALL NOT RELEASE THE -T- TELEPHONE CONDUIT WITH PULL LINE IN PLACE. 2 1,2fu2 ®g,.. PLAN CHECK DC CONTRACTOR FROM DOING THE WORK IN COMPLETE ACCORDANCE WITH THE DRAWINGS AND 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAWCUTTING, TRENCHING, SPECIFICATIONS. BACKFILUNG, COMPACTION AND PATCHING OF CONCRETE AND ASPHALT AS REQUIRED TO E- ELECTRICAL CONDUIT WITH PULL LINE IN PLACE. 1 09/01/09 100% CD SA PERFORM HIS WORK. ATTENTION IS CALLED TO THE FACT THAT THERE ARE EXISTING 32.ALL CONNECTIONS TO GROUND BUSSES SHALL BE MADE W/CRIMP TYPE COMPRESSION COAXIAL CABLE/WAVEGUIDE CONDUIT WITH PULL LINE(S)UNDERGROUND UTILITY LINES. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN CONNECTORS (2 HOLE LUGS). BUSS SHALL BE DRILLED TO ACCOMMODATE ALL C A- PLACE. 0 08/25/09 90% CD SA 5, THE CONTRACTOR SHALL SECURE AND PAY FOR ALL PERMITS, FEES, CHARGES, AND TRENCHING FOR HIS WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER CONNECTORS. INCIDENTAL COSTS NECESSARY FOR EXECUTION AND COMPLETION OF ELECTRICAL WORK, AND APPROVED REPAIR OF ANY AND ALL DAMAGES CAUSED BY HIM OR HIS WORK. #2 AWG, BARE, TINNED, SOLID, COPPER WIRE (UNLESS CIVIL ENGINEER:---- -- INCLUDING ALL CHARGES BY STATE, COUNTY AND LOCAL GOVERNMENTAL AGENCIES. OTHERWISE SPECIFIED). CONDUIT STUBBED OUT AND CAPPED, WITH PULL LINE IN 19. WHENEVER A DISCREPANCY IN QUANTITY OR SIZE OF CONDUIT, WIRE, EQUIPMENT PLACE. < LWO0111 N*WZ DEVICES, CIRCUIT BREAKERS, GROUND FAULT PROTECTION SYSTEMS, ETC. (ALL MATERIALS), ARISES ON THE DRAWINGS OR SPECIFICATIONS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CROSS LINES ON CONDUIT RUNS INDICATE NUMBER OF #12CURRENT CONNELL DESIGN GROUP,LLC 6. THE CONTRACTOR SHALL COORDINATE HIS WORK WITH OTHER TRADES AT THE SITE. ANY CARRYING CONDUCTORS CONTAINED THEREIN.TWO 12 AND ONE 12 CS,,f..rNb07 EYG,NEERS COSTS TO INSTALL WORK TO ACCOMPUSH SAID COORDINATION WHICH DIFFERS FROM THE PROVIDING AND INSTALLING ALL MATERIAL AND SERVICES REQUIRED BY THE STRICTEST # # 468j nCAArHUAC6L TSU7 48V,,98WPORTB&CNCd92669 WORK AS SHOWN ON THE DRAWINGS SHALL BE INCURRED BY THE CONTRACTOR. ANY CONDITIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS TO ENSURE COMPLETE AND GROUND WIRE ARE INDICATED WHEN CROSS LINES ARE NOT SHOWN. ry09)753.M07 OFFICE-Ma,s3-sa33nex DISCREPANCIES, AMBIGUITIES OR CONFLICTS SHALL BE BROUGHT THE ATTENTION OF THE OPERABLE SYSTEMS AS REQUIRED BY THE OWNER AND ARCHITECT/ENGINEER. F NUMERALS ADJACENT TO CROSS LINES ON CONDUIT RUNS INDICATE CDG#: 09-5010 ARCHITECT DURING BID TIME FOR CLARIFICATION. ANY SUCH CONFLICTS NOT CLARIFIED PRIOR Hii- SIZE CONDUCTORS IN LIEU OF #12. ALL CONDUITS SHALL TO BID SHALL BE SUBJECT TO THE INTERPRETATION OF THE ARCHITECT AT NO ADDITIONAL CONTAIN N ONE GROUND WIRE SIZED PER C.E.C.TABLE250-95, BUT NOT CONSULTANT: ---- -- COST TO THE OWNER. 20. UTIUTY PENETRATIONS, OF ANY KIND, IN FIRE AND SMOKE PARTITIONS, NON-RATED SMALLER THAN #12. CEILINGS, AND/OR NON-RATED WALLS, SHALL BE FIRESTOPPED AND SEALED WITH AN B CONDUIT HOME RUN TO PANELBOARD. LETTER AND NUMERALS APPROVED MATERIAL SECURELY INSTALLED. INDICATE ELECTRICAL PANEL AND CIRCUIT NUMBER. 7. THE CONTRACTOR SHALL PROVIDE AND KEEP UP-TO-DATE A COMPLETE RECORD SET OF tlDLPLOYMENT DRAWINGS. UPON COMPLETION OF THE WORK, A SET OF REPRODUCIBLE CONTRACT DRAWINGS - _ O�� SHALL BE OBTAINED FROM THE ARCHITECT, AND ALL CHANGES AS NOTED ON THE RECORD SET 21. STRAIGHT FEEDER, BRANCH CIRCUIT,AND CONDUIT RUNS SHALL BE PROVIDED WITH ISOLATED GROUND WIRE. RUN IN ADDITION TO REGULAR ( lam'OF DRAWINGS SHALL BE INCORPORATED THEREON WITH BLACK INK IN A NEAT, LEGIBLE, SUFFICIENT PULL BOXES OR JUNCTION BOXES TO LIMIT THE MAXIMUM LENGTH OF ANY -� GROUND WIRE.UNDERSTANDABLE AND PROFESSIONAL MANNER. FAILURE TO KEEP RECORD DRAWINGS SINGLE CABLE PULL TO 100 FEET. PULL BOXES SHALL BE SIZED PER CODE OR AS SERVICES, INC. UP-TO-DATE SHALL CONSTITUTE CAUSE FOR WITHHOLDING OF PROGRESS PAYMENTS. INDICATED ON DRAWINGS. LOCATIONS SHALL BE DETERMINED IN THE FIELD OR AS INDICATED RECESSED COMMUNICATION TERMINAL CABINET. ON THE DRAWINGS. DRAWN BY:= CHK.-r -APV�:- SURFACE MOUNTED COMMUNICATION TERMINAL CABINET. IL EN DC DC B. ALL INTERRUPTION OF ELECTRICAL POWER SHALL BE KEPT TO A MINIMUM. HOWEVER, WHEN' J JUNCTION BOX PEDESTAL TYPE FLOOR MOUNTED. AN INTERRUPTION IS NECESSARY, THE SHUTDOWN MUST BE COORDINATED WITH THE OWNER 14 TO THE MAXIMUM RNIAMBECTOF CONDUCTARTIC OUT OUTLET JUNCTION BOXES SHALL CONFORM P �P,le� \s\0; O LICENSER: DAYS PRIOR TO THE OUTAGE. ANY OVERTIME PAY SHALL BE INCLUDED IN THE CONTRACTOR'S 0` Q` G PAINTED TERMINAL BACKBOARD 'TTB". 3 4 INCH SANDED AND BID. WORK IN EXISTING SWITCHBOARDS OR PANELBOARDS SHALL BE COORDINATED WITH THE G,� ,� / \,D PAINTED COX PLYWOOD, oFES8, OWNER PRIOR TO REMOVING ACCESS PANELS OR DOORS. �0 �/ ea o 23. IDENTIFICATION NAMEPLATES SHALL BE MICARTA 1/8 INCH THICK AND OF APPROVED SIZE 4' X 8' UNLESS NOTED OTHERWISE. �Q�o�YCFtAeC 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 R`���C '" - GFP GROUND FAULT PROTECTION DEVICE. 9. SHOP DRAWINGS SHALL BE SUBMITTED FOR ITEMS INDICATED ON PLANS. SHOP DRAWINGS DISTRIBUTION AND POWER DISTRIBUTION SWITCHBOARDS OR PANELBOARDS, DISCONNECTING SHALL INCLUDE ALL DATA WITH CAPACITIES, SIZES, DIMENSIONS, CATALOG NUMBERS AND SWITCHES,TRANSFORMERS, TERMINAL CABINETS, TELEPHONE CABINETS, ETC. ALL NAMEPLATESs,,+i..f c� �'TFOFcauFOP�e MANUFACTURER'S BROCHURES. SHALL BE ATTACHED WITH SCREWS. PULL BOXES, JUNCTION BOXES, AND DEVICE BOXES SHALL MECHANICAL CONNECTION. ' 4 'j BE MARKED WITH A PERMANENT MARKER. • ■ EXOTHERMIC/CADWELD CONNECTION. JAN 0 4 ip;p 5/8"0 x 10'-0" COPPER, OR COPPER CLAD STEEL 10. AFTER ALL REQUIREMENTS OF THE SPECIFICATIONS AND/OR THE DRAWINGS HAVE BEEN ® GROUND ROD AT 10'-0" O.C. (MAX) SHEET TITLE: ----_-- FULLY COMPLETED, REPRESENTATIVES OF THE OWNER WILL INSPECT THE WORK. THE 24. THE EXACT LOCATION OF ALL ELECTRICAL DEVICES AND EQUIPMENT SHALL BE CONTRACTOR SHALL PROVIDE COMPETENT PERSONNEL TO DEMONSTRATE THE OPERATION OF COORDINATED WITH THE DETAILS, OR SECTIONS PRIOR TO INSTALLATION. ® GROUND ROD INSPECTION WELL 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 ELECTRICAL NOTES, FROM EACH REPRESENTATIVE. 25. DRAWINGS ARE DIAGRAMMATIC ONLY. ROUTING OF CONDUITS, RACEWAYS, CABLE TRAYS, CONNECTION TO GROUND, MINIMUM TWO (2) OF THE FOLLOWING: ABBREVIATIONS AND/OR LADDER RACKS SHALL BE AT THE DISCRETION OF THE CONTRACTOR UNLESS EARTH, BUILDING, COLD WATER PIPING. VERIFY CONTINUITY FOR ALL OTHERWISE NOTED AND SHALL BE COORDINATED WITH OTHER SECTIONS. DO NOT SCALE THE GROUND SOURCES WITH A TOTAL RESISTANCE OF < 5 OHMS. 11. THE CONTRACTOR SHALL FURNISH A ONE YEAR WRITTEN GUARANTEE OF MATERIALS AND ELECTRICAL DRAWINGS FOR LOCATIONS OF ANY ELECTRICAL, ARCHITECTURAL, STRUCTURAL, CIVIL, - - WORKMANSHIP FROM THE DATE OF SUBSTANTIAL COMPLETION. OR MECHANICAL ITEMS OR FEATURES. SHEET NUMBER;--- --- MANUAL TRANSFER SWITCH (MTS) OR DISCONNECT. EN-1 ELECTRICAL GENERAL NOTES 2 ABBREVIATIONS & SYMBOLS 1 Royal Street NOTE: Communications 1.SITE EXAMINATION: BIDDERS ARE URGED TO VISIT THE JOB SITE TO MAKE HIMSELF/HERSELF UTILITY PLAN IS PRELIMINARY PENDING California LLC THOROUGHLY FAMILIAR WITH THE EXISTING CONDITIONS,AND THE EXTENT OF WORK TO BE DONE BEFORE RECEIPT OF LOCAL UTILITY PLANNER SUBMITTING BID. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. DESIGN. 2913 EL CAMINO REAL, #561 2.DESCRIPTION OF WORK: THE SCOPE OF WORK COVERED BY THIS SECTION CONSISTS OF PROVIDING ALL \ TUSTIN, CA 92782 LABOR,EQUIPMENT,MATERIALS,AND SUPERVISIONS TO COMPLETE THE CONSTRUCTION OF ELECTRICAL KEYNOTES: \j MODIFICATIONS IN ACCORDANCE WITH THIS SPECIFICATIONS AND DRAWINGS. / POWER FROM O (E)UTI IPOWER&TY POLE TELCO RO.C. ROYAL / / \ TELCO FROM(E) (E)UTILITY POLE 3. FEES,PERMITS,AND LICENSES: FEES,PERMITS,AND LICENSES REQUIRED BY THE LEGALLY CONSTITUTED � PROJECT INFORMATION: (N) 17%30"HAND HOLE AUTHORITIES FOR THE INSTALLATION OF THE WORK ACCORDING TO THE DRAWINGS AND SPECIFICATIONS UTILITY POLE#22896BOE J2281168DE SHALL FIBE OBTES AINED AND AID FOR BY THIS CONTRACTOR WHO SHALL DELIVER THE ABOVE MENTIONEDCER (N)ROYAL STREET 17'x30'POWER / / / � THE OUTHOUSE O , / 4. GUARANTEES: ALL MATERIALS AND EQUIPMENT FURNISHED AND INSTALLED HOLE ED UNDER THIS CONTRACT LA3410B SHALL BE NEW FREE FROM ALL DEFECTS,SHALL BE LISTED,LABELED,OR CERTIFIED FOR ITS USE BY A 10 4"0 UNDERGROUND CONDUIT 3"(PVC)-APPROX 10 Fi NATIONAL RECOGNIZED TESTING LABORATORY,AND CONFORM TO NEMA,NEC,AND NEE STANDARDS. O NOT USED 3231 RIVERSIDE 530 W/PULL ROPE(APPROX. 120') (CABLES BY UTILITY CO.) THE CONTRACTOR SHALL GUARANTEE THE ENTIRE WORK FOR A PERIOD OF ONE(1)YEAR AFTER FINAL 3 8 LAKE ELSINORE,CA 9230-7889 WITH PULL BOXES AS REQUIRED ACCEPTANCE TO AGAINST ANY DEFECTS AND MALFUNCTIONS OF THE SYSTEMS.IF DURING THIS PERIOD BY VERIZON ANY MATERIAL, V, 10,EQUIPMENT,OR ANY PART OF THE SYSTEMS FAIL TO FUNCTION PROPERLY,THE O (N)ROYAL STREET METER PEDESTAL / CURRENT ISSUE DATE:— NEW METER PEDESTAL,120240V, 1P, - / CONTRACTOR SHALL MAKE CORRECTION WITHOUT ANY EXPENSE TO THE OWNER. 4 120 24O 3W 20QA 9 3W 4 CLIP 200A,A.I,C=42KA TO BE / ','] M MOUNTED ADJACENT(E)UTILITY POLE 5.RECORD DRAWINGS: THE CONTRACTOR SHALL PROVIDE AND KEEP UP-TO-DATE A COMPLETE"AS-BUILT" 1 02289680E RECORD SET OF BLUEPRINTS WHICH SHALL SHOW EVERY CHANGE FROM THE ORIGINAL DRAWINGS AND (N)ROYAL STREET UNDERGROUND 7 THE EXACT'AS-BUILT"LOCATIONS AND SIZES OF THIS TRADE.UPON COMPLETION OF THE WORK,THIS O POWER&TELCO CONDUITS FROM(E) 1 12/22/09 1/2"C(PVC) 1 AWG 2 UTILITY POLE TO(N)LEASE AREA TO 5 8"0 x 1O'L 1 SET OF PRINTS SHALL BE DELIVERED TO THE OWNER. 6 GROUND ROD 200A / (APPROX. 120'3) - ® ISSUED FOR: - . EXISTING CONDITIONS: ALL EXISTING CONDITIONS SHOWN ON THE DRAWINGS ARE FIELD SURVEY L_ / INFORMATION FURNISHED BY OWNER'S SURVEY CREW WHICH MAY NOT REFLECT THE EXACT AS-BUILT O (N)ROYAL STREET LIGHT SW.(W.P•) CONDITIONS CONTRACTOR SHALL INCLUDE IN HIS BID TO PERFORM FIELD INVESTIGATIONS AS NECESSARY 6 1 1 1��p�0 C TO PINPOINT THE EXACT LOCATIONS OF DEVICES,CIRCUIT BREAKERS,AND CONDUIT HOMERUNS AS P (N)2"C.(PVC)3#3/0+ 1#4(GRND.) REQUIRED FOR MAKING NEW CONSTRUCTION. (APPROX 120 Fr.,VD=1.2% 7• DEMOLITION: REMOVE EXISTING ELECTRICAL/TELEPHONE/DATA CABLE DEVICES THAT ARE AFFECTED BY THE DEMOLITION OF WALLS,CEILING,ETC., ID THAT AE INTERFERED WITH NEW CONSTRUCTION WORK. 7 EMERGENCY ROYAL STREET PPG,RECEPTACLE & \ T¢• REV.:=DATE:=DESCRIPTION: BY: EXTEND ANY INTERRUPTED CIRCUITS TO THE DEVICES WHICH REMAINING IN SERVICE.CLEAN ALL REMOVED EMERGENCY GENERATOR RECEPTACLE 5 F\ ITEMS THAT ARE TO BE RE-USED BEFORE INSTALLING. 8,IDENTIFICATIONS: COMPLETE IDENTIFICATION OF PROJECT ELECTRICAL COMPONENTS IS REQUIRED. O (N)ROYAL STREET TELCO CABINETS INSTALL TYPEWRITTEN DIRECTORIES OF ALL CIRCUITS ON INSIDE OF PANELS. 9.RECEPTACLES: RECEPTACLES SHALL BE SPECIFICATION GRADE,GROUNDING TYPE,3 POLE,2 WIRE AND O (N)ROYAL STREET EQUIPMENT CABINETS °- ' .. .n >�uiT POLARIZED,MOUNTING HEIGHT SHALL BE AS INDICATED.RECEPTACLES SHALL HAVE THEIR SERVING 9 F LS,IIo PANELS AND CIRCUIT NUMBERS PERMANENTLY MARKED ON PLATES. rJ POWER PROTECTION CABINET"PPC" 3#3/0+ 1#4 CND. 10.BOXES: JUNCTION BOXES AND PULL BOXES SHALL BE OF CODE GAUGE AND OF THE REQUIRED SIZE TO (N)ROYAL STREET GPS ANTENNA (U.L,LISTED AS SERVICE ACCOMMODATE NUMBER OF CONDUCTORS SHOWN.FOR INTERIOR DRY LOCATIONS,BE SHALL BE 10 F nUh`ccJ. ENTRANCE EQUIPMENT) 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 (N)ROYAL STREET SERVICE LIGHTS .,.a icy BE PROVIDED TO MEET ALL CODES AND STANDARDS REQUIREMENTS. 1 1 TOTAL OF(2) \ „nu ins.•"' h •2DOA GENERATOR RECEPTACLE O W n (LOCATED AT PPC CABINET) 11,CIRCUIT BREAKERS: CIRCUIT BREAKERS SHALL BE QUICK MAKE,QUICK BREAK,MOLDED CASE,BOLT-ON E" +`- d3 cl "' I' is F•,u. ' TYPE DESIGNED FOR ELECTRICAL SERVICES AS INDICATED WITH MINIMUM 10,000 AMPERES RMS SHORT t "utor GPu 2P 200A 2P 00A CIRCUIT RATING,UNLESS NOTED OTHERWISE.WHERE NEW CIRCUITS ARE SHOWN TO EXISTING PANELS, '•� / 12. PROVIDE NEW BREAKERS AS INDICATED. \ /J 2 12/Z2,/Q9 .,PLAN CHECKI' "'�`D TELCO 200A WALKING BEAM INTERLOCK BOARD BREAKERS / /CONDUIT: UNLESS NOTED OTHERWISE,USE RIGID GALVANIZED STEEL CONDUIT FOR ALL SIZES 2 1/2'AND ~,\ / 1 09 01 09 100% CD SA TRANSFER (DOUBLE THROW LARGER THAT ARE INSTALLED ABOVE GRADE OR SUBJECT TO MECHANICAL INJURY, USE ELECTRICAL l• T SWITCH) LARGER TUBING FOR TRADE SIZES OF 1/2"TO 2"INCLUSIVE IN ALL DRY LOCATIONS,EXCEPT WHERE \`\", 0 08�25�09 90% CD SA RIGID METALLIC CONDUIT 15 REQUIRED OR INDICATED. USE FLEXIBLE STEEL CONDUIT IN AREAS WHERE / -'O`, 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 : ,<'� CIVIL ENGINEER: "PPC" PAN PP PANEL'PP'INSIDE LENGTH. CONDUIT ABOVE CEILING SHALL BE SELF-SUPPORTING AND IN NO WAY SUPPORT BY LIGHTING EL * 120/240V 191 PPC'(ALL BREAKERS COME FIXTURE AND CEILING. ALL ROUES OF CONDUITS AS SHOWN ON DRAWINGS ARE DIAGRAMMATIC. 2 FACTORY INSTALLED CONTRACTOR TO FIELD VERIFY EXACT ROUTING. RUN ALL CONDUITS CONCEALED IN WALLS,BELOW `'�... 13. SLAB,OR ABOVE CEILING EXCEPT WHERE OTHERWISE INDICATED. 4 ..Q SURGE SUPPRESSOR CONDUCTORS: ALL CONDUCTORS SHALL BE SOFT-DRAWN ANNEALED COPPER,9B%CONDUCTIVITY, STRANDED,WITH 600 VOLT INSULATION.012 AWG SHALL BE THE MINIMUM WIRE SIZE ALLOWED. �� CONNELL DESIGN GROUP,LLC 14,CONDUCTORS SHALL HAVE THWN OR THHN INSULATION AS APPLICABLE.COLOR CODE ALL WIRING. CONSULTINGCIV1IEN61YE LS OPERATIONAL TESTS: UPON COMPLETION OF ALL THE INSTALLATION,THE CONTRACTOR SHALL / / 4685 MAC4➢TAU➢COUHT•5UTTF486,NFWPORIBA'ACHC192669 (N)2'C(P/C)3/2+1 /8 CND. CONDUIT AN OPERATING TEST IN THE PRESENCE OF THE OWNER OR THE OWNER'S REPRESENTATIVES 2 p (949)753-88970MCE-(949)753-RU FAX CLASS B OR C TYP THWN TO ADJUST AND TEST ALL ELECTRICAL ITEMS AND SYSTEMS TO INSURE ALL THE ELECTRICAL ITEMS 1 CDGN: 09-6010 2"0 SCH 40 CONDUIT AND SYSTEMS IN A SATISFACTORY OPERATING CONDITION.REM IN NEED OF CORRECTIONS AND W/PULL ROPE 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. -N_ CONSULTANT:-- ----- MOD MOD CELL CELL CITY OF LAKE E,.,r!NNORE BUILDING DV cSiON TIDEPLOYMLN]EQUOIA ELECTRICAL SITE PLAN, SPECIFICATIONS 1/8, 1 SINGLE LINE DIAGRAM NOTES; SL RVICCS. INC. 1.SERVICE POWER SHALL BE 200A, 120/24OV,10.3W rl '1.;1'I V I I I Y'J._. I j 2.UTILITY RECEPTACLE IS A GFCI DUPLEX OUTLET INSTALLATION INSTRUCTION, FINISH WARNING TAPE W/- DRAWN BY: CHK.: APV.: -MATCH 3.FOR COMPLETE INTERNAL WIRING AND ARRANGEMENTS,REFER TO VENDOR GRADE() _ (SEE MATERIALS UST),PROVIDED AND INSTALLED BY SHELTER MANUFACTURER. ...... ^""""•_,_.._..--�-.-..,°.:-. 4.PROVIDE A MIN.36"WORK CLEARANCE IN FRONT OF PANELS AND SERVICE TRACE WIRE •s'"'}t','�/�"� '. EN DC DC EQUIPMENT. AF�. i�O�Z� ----- AMPALL BREAKERS S`240V MAX,IN THE PANEL ARE TO BE RATED 42,000 RMS SYMMETRICAL (E)FINISH GRADE COMPACTED BACK FILL LICENSER: —--- 6.ALL WIRING SHALL BE TYPE THWN,CU;75'C (90%MIN.) 7.CONDUIT REQUIREMENTS(TYP.,U.N.O.): PANEL "PP"- 120 240V 10 3W 200A 42 KAIC 200A MAIN BREAKER A.UNDERGROUND:PVC(SCH.40 OR SCH.50). DESCRIPTION G L1 L2 No.GB DESCRIPTION B.INDOOR:EMT(RGS IN TRAFFIC AREAS). B N0• C.OUTDOOR(ABOVE GRADE):FIGS _O FPOF E58ION MODCELL#1 CIRCUIT 1 7900 2 SURGE SUPPRESSOR (INTERNAL) NOTES: +o �CHAeL qt 3 - 7900 4 ALL EQUIPMENT(FUSES,CIRCUIT BREAKERS, i GENERAL UTILITY NOTES: \\\�\ \/�\\\� \ \�\ \�\\\/\ 2 2 BUSSING,ETC.)SHALL HAVE A SHORT CIRCUIT o I 0 2 RATING EQUAL TO,OR GREATER THAN,THE a a 1.UTILITY POINTS OF SERVICE AND WORK/MATERIALS SHOWN ARE BASED UPON \ \ \ 5 7900 600 6 SERVICE LIGHTS \/\�\�\�\\/\/ / MODCELL 2 CIRCUIT 1 AVAILABLE SHORT CIRCUIT CURRENT AT THE m INFORMATION PROVIDED BY THE UTILITY COMPANIES AND ARE FOR BID PURPOSES //\\//\//\\//\\�\\ �/\/�\//\\/\�/� # 2 LOCATION. ONLY. \\/\ \/\/ \�\/\/ 7 - 79D0 8 SPARE FOF o / \/�// / / UNDISTURBED 2 1 CALIF JAN 0 4 201.7 \ \/\ ��\/\ NATIVE SOIL 2 ALL SERVICE EQUIPMENT AND INSTALLATION WORK 2,CONTRACTOR SHALL COORDINATE WITH UTILITY COMPANY FOR FINAL AND EXACT `V / /\ //�/ //\//\//\//" GFI RECEPTACLE (INTERNAL) 1 9 180 - 10 1 SPARE SHALL CONFORM TO THE UTILITY COMPANY WORK/MATERIALS REQUIREMENTS AND CONSTRUCT TO UTILITY COMPANY /\\/ \ \\/\/T\/ REQUIREMENTS. ENGINEERING PLANS AND SPECIFICATIONS ONLY. CONTRACTOR SHALL FURNISH //\/ //\/ / �(. 1 _ 2 SHEET TITLE:— \ \ \ \/\\/\\/ VENT FAN (INTERNAL) 11 100 12 SPARE AND INSTALL ALL CONDUIT,PULL ROPES,CABLES,PULL BOXES,CONCRETE //�\/T// //\//�f 1 1 ENCASEMENT OF CONDUIT(IF REQUIRED),TRANSFORMER PAD,BARRIERS,POLE �� \�\' LOAD PHASE 15,9BO16,500 RISERS,TRENCHING,BACKFILL,PAY ALL UTILITY COMPANY FEES,AND INCLUDE ALL REQUIREMENTS IN SCOPE OF WORK. TOTAL CONNECTED LOAD + 25% LCL = 32,5KVA/0.240 = 135.3A < 200A j ELECTRICAL SITE PLAN,PANEL SCH.,SINGLE LINE DIAGRAM, TELCO CONDUIT(SEE COMPACTED SAND NOTES PUN) PER IN BEDDG(OR UTILTY CO,SPECS SHEET NUMBER:--- - - ELECTRICAL POWER 12" CONDUIT(SEE PLAN) CLR. E-1 ELECTRICAL SINGLE LINE DIAGRAM 4 UTILITY TRENCHING SOALE` 3 PANEL SCHEDULE SNONE CALE: 2 NONE NONE 1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL GROUNDING Royal Street INSTALLATION AND CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC Communications CONDITIONS: California, LLC 2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND OTHER 2913 LL CAMINO REAL, #561 METALLIC COMPONENTS USING #2 GROUND WIRES AND CONNECTED TO SURFACE MOUNTED GROUND BUS BARS AS SHOWN. FOLLOW ANTENNA NOTE,GROUND ALL FOUR CORNERS Of TUSTIN, CA 92782 AND BTS MANUFACTURER'S PRACTICES FOR GROUNDING REQUIREMENTS. (N)CHAIN UNK UD GROUND COAX SHIELD AT BOTH ENDS USING MANUFACTURES PRACTICES. ALL U/G WATER PIPES, METAL CONDUITS AND GROUNDS THAT AREA Q 0 0 l 0 O 1 16 PROJECT INFORMATION:--- PART OF THIS SYSTEM SHALL BE BONDED TOGETHER. 0 O a THE OUTHOUSE 3. ALL GROUND CONNECTIONS SHALL BE #2 AWG U.O.N. ALL �" 0 WIRES SHALL BE COPPER THHN/THWN. ALL GROUND WIRE LA3410B SHALL BE TIN COATED OR GREEN INSULATED WIRE. \ 32310 RIVERSIDE DR. 4. VERIFY AND TEST GROUND TO SOURCE TO A RANGE OF 5 TO 10 OHMS LAKE ELSINORE,CA 92530-7889`� _ MAXIMUM. PROVIDE SUPPLEMENT GROUNDING RODS AS REQUIRED TO c5 1 16 1 i ACHIEVE SPECIFIED OHMS READING. BE RESPONSIBLE TO PROVIDE GROUND 16 15 1 5 CURRENT ISSUE DATE:--- --- CONDUCTOR FROM THE ANTENNA TO GROUNDING POINT. GROUNDING AND OTHER OPTIONAL TESTING WILL BE WITNESSED BY THE R.S.C. ----------J L------------ -IJ /��/O� REPRESENTATIVE. G1 ----_--JJ LL=-- -- 5. NOTIFY ARCHITECT/ENGINEER IF THERE ARE ANY DIFFICULTIES -----------W I --- INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS. ISSUED FOR: Ili II 6. BARE GROUNDING CONDUCTOR SHALL BE HARD DRAWN TINNED O II O O Ol COPPER SIZES AS NOTED ON PLAN. 100% CD 7. ALL HORIZONTALLY RUN GROUNDING CONDUCTORS SHALL BE INSTALLED __ _ MINIMUM 30" BELOW GRADE IN TRENCH, U.O.N., AND BACK FILL SHALL BE 7♦ , I II 0 1 II �� REV.:-DATE: DESCRIPTION: :By: COMPACTED. O I� - /0 / 8. AS POSSIBLE, WITH A MINIMUM 12" BENDING RADIUS NOT LESS THAN 90'. I�I L L-_ / I O I I i 9. ALL SUPPORT STRUCTURES, CABLE CHANNEL WAYS OR WIRE GUIDES ��\ II �� LL_.�' 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. O r- \ /10 I r ' 10, PROVIDE 'BURNDY' CRIMP-ON SYSTEM CONNECTORS AND ANTENNA I 1 / G C _� p01f 9 nnuu PLATE CONNECTORS AT ANTENNA GROUND CONDUCTOR CONNECTIONS. I / I •F-O 2 11. HAVE A COATING OF KOPR-SHIELD' OR 'NO-OX-ID" APPLIED TO THE n vai of i ,, y"°" CONNECTION. I G oval a1 11��'N.. 12. ALL BOLTED CONNECTION HARDWARE AT EQUIPMENT SHALL BE TYPE 316 I 0 9 I 2.: OB PLANI'CN�t""0 SS, OR DRIVEN BRONZE WITH "KOPR-SHIELD" OR "NO-OX-ID' APPLIED 0 TO THE CONNECTION. �I 1 09/01/09 100% CD SA 4 I I �, GROUNDING NOTES SCALE` 2 N.T.S. c7 0 08/25/09 90% CD SA G CIVIL ENGINEER: 19 6 -= -=--'- (E)GRADE J 6 G G CONNELL DESIGN GROUP,LLC z �\ '/' ' l 4685.NACARTNUB COORT,SUfTE480.NEWPOATA6'ACHCA9d680 s CONSULT/NG CIVIL ENGNEERS e G G G—G— G— G— G�- G G (949)753.88070FRCE-(909)7534833 FAX 55 CITY OF LAKE ELSINORE CDG#: 09-6010 G G—G G G G-- G 1 /_ B�.IILDING DIVISION ---- --- ._. �1\ c CGNSULTANT:-- (N)GROUND RING AWG 02 BTCW p BURIED 30'BELOW GRADE. C�G/ PE�ZIIT COPPER CLAD GROUND - ROD 5/8'0 x 10LONG TYP. EQUIPMENT CABINET AND ANTENNA ------ SEQUOIAGROUNDING ,^ ' � � DEPLOYMENT SERVICES. INC. SCALE: LEGEND rDRAWN BY:--- .—CHK.:---=-APV.: GROUND ROD DETAIL N.T.B. L EN DC DC • MECHANICAL CONNECTION KEY NOTES LICENSER: 10PS STEEL WELL # __ -- LOOP-UP 2, SOLID HARGER ■ EXOTHERMIC WELD (CADWELD/THERMOWELD)FOR TO ACCESS COVER AWG #2 STRANDED COPPER GROUND WIRE TO ANTENNA CONNECTION. QPOFEsa/p FOR TESTING < (N) ROYAL STREET COMMUNICATIONS EQUIPMENT CABINETS O ANTENNA GROUND BUS BAR 0 EACH SECTOR 11 GROUND BUS BAR AT LEASE AREA. (FOLLOW COAX Qua \oNAEC �a ROUTING) 5/8"0 x 10'-0" COPPER, OR COPPER CLAD STEEL v pOy�g 7 GROUND ROD AT 10'-0" O.C. (MAX) W FINISHED GRADE O (N) GROUND RING AWG #2 BTCW BURIED 30" BELOW GRADE. Oj NIU CABINET 1Q MASTER GROUND BAR E-3 � ,mT IW - - m"I O3 PPC TELCO CABINET O8 GROUND ROD e 13 HARGER #360PS GIRD AREA ANTENNA GROUND BUS BAR IN LEASE ® GROUND ROD INSPECTION WELL FOFINgUFp@�P - p JAN 0 4 2010 ACCESS WELL WHERE 4O PPC POWER CABINET O9 GROUND TEST WELL e 14 EQUIPMENT GROUND BUS BAR 0 UTILITY _G_ #2 B.T.C.W. BTCW GROUND RING (UNLESS OCCURS OTHERWISE SPECIFIED). SHEET TITLE:- -- O5 GPS ANTENNA 10 ANTENNA BAR AT TOP & O ROU BOTTOM OF MONOP NE ND RING PER PLAN 15 AWG #2 INSULATED COPPER GROUND WIRE CADWELD TYPE "NXi" S.O.H. S.O.H. SECONDARY OVERHEAD MOLD AWG 2 BARE STRANDED COPPER GROUND WIRE ELECTRICAL GROUNDING PLAN 16 AND DETAILS GROUND RING GROUND ROD 1Q FUTURE FIBER PANEL CADWELD TYPE 18 SERVICE LIGHT (TOTAL OF 2) SHEEN NUMBER:- - '- NX1" MOLD GROUND ROD 1 9 2'0 M.W. ANTENNA SCALE: SCALE: E-2 GROUND ROD ACCESS DETAIL N.T.S. 4 ELECTRICAL GROUNDING PLAN N.T.S. MASTER GROUND BUSS (MGB) 16"X4"Xl/4"TH. TINNED COPPER ONE PIECE COVER TOP/ Royal Street 0 BUSS BAR W/1" SQ. X 4" Communications FRONT SIDE HINGED WI H � � (N)WROUGHT IRON VIEW INDOW COMPARTMENT SPACER 6" D.C. (MAX) (METER COVER California, LLC Q IN OPEN POSITION) TOWER GROUND BUSS -�fMIN 2913 EL CAMINO REAL, #561 o ° 0 16"X4"Xi/4"TH. TINNED COPPER TUSTIN, CA 92782 BUSS BAR W/1" SQ. X 4" GROUND STRAP(TYP.OF 2) HANDLE SPACER 6" D.C. (MAX) PADLOCKING PROJECT INFORMATION: GROUNDING#6 CU GROUND TO CABLE TRAY p ° o ° LUG INSIDE COMPARTMENTPROVISION #2 CU TO EGB ON TOWER ® 0 aa ° ANTENNA GROUND BUSS THE OUTHOUSE ® 0 0 90 8" CONCRETE LA3410B ®®0® °ag°°°° ° 16"X4"XI/4"TH. TINNED COPPER EQUIPMENT PAD #6 TO TELEPHONE SERVICE CAB. GROUND ® Baap° BUSS BAR W/1" SQ. X 4" 1/2„C(�G) 32310 RIVERSIDE DR. #6 TO ELECTRICAL SERVICE GROUND EGR ° ° SPACER 6" O.C. (MAX) UEXIST. GRADE LAKE ELSINORE,CA 92530-7889 1"C. 1 #2 TO GROUND LOOP SIDE VIEW 4" FRONT VIEW CURRENT ISSUE DATE: #2 TO BTS EGB GROUND EGR ease®°o� oa, ° SERVICE GROUND ROD WITH o ° ° a NOTES: °a aa ° FI ISH GRADE INSPECTION WELL 12/22/09 1.MASTER GROUND BUS"MGB"ACTUAL a ° SIZE IS 16"Lx4"Wxl/4TH COPPER CLAD TYPE. ° ISSUED FOR: #6 CU GROUND KIT 6�CUSTOMER GLASTIC INSULATOR 2.LIGHTING BUS"LGB"NO LONGER USED (TYP.FOR EACH COAX RUN) i DISTRIBUTION 0 i CONDUIT AREA 1 OO /O CD 3.A 6"Lx4"Wx1/4"TH COPPER CLAD BUS IS INCOMING INSTALLED NEAR ANTENNAS PER COAX CABLE (N)GROUND RING UTILITY SERVICE .� COPPER GROUND BUSS BAR GROUNDING (PER PLAN) t ELAN CONDUIT AREA REV.:-DATE; DESCRIPTION::: --BY::: 4.ALL CONNECTORS MUST BE DOUBLE LUG GROUND BUS BAR DETAIL SCALE: 17 FENCE GATE GROUNDING SCALE: 4 METER PEDESTAL SCALE: i NONE NONE NONE 1 VSC2QV3C CADWELD CONNECTION FOR 2"-4"0 STEEL PIPE WITH C115 WELD METAL NOTE: NO.2 SOLID SOFT- POWER & TELCO CONDUIT FOR DRAWN BARE COPPER STUB-UPS REAR OF BTS M.G.B. No.4/0 STRANDED BARE SOFT CONDUCTOR ZG DRAWN COPPER CONDUCTOR GTC-161T CADWELD CONNECTION WITH C150 WELD METAL 2 12/22/09 PLAN CHECK DC GusTIC INSULATOR DOOR HINGE 1 09/01/09 100% CD SA L MOUNTING BRACKET 0 08/25/09 90% CD SA ---� BRAID STRAP VSCIN3C CADWELD CONNECTION FOR NO.5810,5/8"X rRwm ��ue 1 1/4"-4"0 STEEL PIPE WITH G45 10'COPPER CUD CIVIL ENGINEER: N WELD METAL GROUND ROD I II L----J L---J 4 No.z SOLD SOFT DRAWN Q COPPER CONDUCTOR a 1n CONNELL DESIGN GROUP,LLC CONSULTMG UHL ENGINEERS +; 4685 MACARTHUR COURT,SUfM 48Q NEWPORTBEACHC4 92668 GONG.SLAB NO.2 SOLID SOFT- (949)753.8807 OFFICE-(949)777-8833 FAX DRAWN BARE COPPER GATE FRAME (AT TWO-HOLE COMPRESSION CONDUCTOR CDG#: 09-6010 POWER POWER 3/8"X 3"EXPANSION ANCHORS7k EACH END OF STRAP) " LUG (AT EACH END OF PCCITIT CADWELD MOLD SSCiT CADWELD MOLD CONSULTANT: TO PPC CABINET TO PPC CABINET TO TELCO CABINET TELCO TELCO TO TELCO CABINET STRAP) WITH C45 WELD METAL WITH C32 WELD METAL %)O 2/0 BCW STRANDED No.2 SOLID SOFT- COPPER WIRE TO IGR DRAWN BARE COPPER b',° ` L+ ,S perr IrL PL' CONDUCTOR oval°Y I --. �.....•. SEQUOIA POWER&TELCO CONDUIT STUB UP S-- 10 MGB AT CONCRETE SLAB SCALE: 8 GATE GROUNDING JUMPER CONNECTION SCALE: 5 CADWELD CONNECTION DETAILS SOALE` 2 e E OlA NONE NONE NONE NONE DEP�OY'.NyA�E4Nj7 JERV.ICLS. INC. cctles sr'a DRAWN BY:—_.._..._.._..CHK.:-----APV.: 0 EN DC DC UTILITY POLE CABLEWAVE P.N. 916201 LICENSER: .-._. ...._ FROM ANTENNA CABLE RISER COVER � 1KNIETA TMEPR;ROOFlNG RX I TX BOLT GRND. 2 BOLT PARALLEL CRO55 RUN UNIVERSAL PIPE CLAMOTY C...f v_ - ROD CLAMP SPLICER CLAMP 7 1. 5 �Q� •,, ° °i RX JUMPER — B f DINU 0 (TYP.) * ra FINISHED GRADE Nz B -- _ _ _ , ANTENNA CABLE JAN 0 t [IIiJ —III—III —III— , �0 P jBLE TRAY RADIUS 36'MIN. — — CABLEWAVE 2 HOLE LUG CAST "T" SPLICER 1 BOLT PARALLEL III III-I P.N. HERPR WEATHERPROOFING6 AWG CLAMP t `\ KIT(TYP, FROM ANTENNA #2 AWG BCW BONDED HEET TITLE II III— FRAME SUPPORT TO GROUND WIRE _ ALONG CABLE TRAY ELBSCHOW p ED 40 PVC ELBOW _ & ELECTRICAL DETAILS GROUNDING BAR, NEWTON, SIMILAR TO o i BCW WITHOUT INSULATORS, MOUNTED NEAR o 0 ANTENNA BOLT 1 BOLT PARALLEL UNIVERSAL PIPE CLAMPS SHEET NUMBER: ----- - -- SCHEDULE 40 PVC PIPE CLAMP CLAMP 50H2 CONDUIT PER PUN O E-3 NOT USED N0NSCALE: 11 CONDUIT STUB-UP AT UTILITY POLE 5C'LLE' 9 ANTENNA CABLE GROUND KIT SCALE: 6 MECHANICAL CONNECTION DETAILS NONISCAE o NONE NONE NONE GENERAL DESIGN NOTES: i m STRUCTURAL DESIGN 1$BASED ON THE CALIFORNIA STATE BUILDING CODE,2001 EDITION(2006 IBC)AND THE TIA-222-G STANDARD DESIGN LOADS: WIND: 85 mph BASIC WIND SPEED(3 SECOND GUST) EXPOSURE CATEGORY: C STRUCTURE CLASS: 11 r TOPOGRAPHIC CATEGORY: 13 ICE: NIA ° tt SEISMIC IMPORTANCE FACTOR I-10 OCCUPANCY CATEGORY:II 6.=1.15, 61=0.1(p SITE CLASS:1) TOP PLATE SEE DETAIL 1/5-3 6.-1.11, 6„-0.16 0 � SEISMIC DESIGN CATEGORY:E TOP OF CROWNSESMIC B SHEAR:ASE ° m BASIC IIGRGE RE k15TING SYSTEM:TELECOMMUNICATION TOWER STEEL POLE t/STEEL a SEISMIC RESPONSE COEFFICIENT:C.-0.15 s RESPONSE MODIFICATION FACTOR R-15 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE MATERIAL NOTES: " f� r6 41'-6" I. TAPERED MONOPOLE SHAFT SHALL CONFORM w/ASTM A512 GR t OF PANEL ANTENNAS 65,UND. i ,�, N v ' 2. ALL STEEL AT REINFORCED ACCESS PORTS SHALL CONFORM w/ASTM A612 GR 50,UND. h � ;' , r 8"Wx18"H UNRPINFORGED W w m ACCESS PORTS(3)a 3. STEEL BASE PLATE SHALL CONFORMANTENNA w/ASTM A512 GR 50,UND. ' * � �e �� _ -8" LOCATE 2'-0"BELOW ANTEM+IA w� OF MICROWAVE ANTENNA 4,TYP.AT PANEL ANTENNAS ®Wa 4. ALL OTHER STRUCTURAL STEEL SHAPES t PLATES SHALL CONFORM TO A$TM A36,UND. "- k�� a J � W n 5. ALL BOLT$FOR STEEL TO STEEL CONNECTIONS SHALL CONFORM w/ASTM A325N,UND. r T ,.�". E n r ' „ LL1 8"Wx18"H UNREINFORCED C 7 p n 6. ALL ANCHOR BOLTS SHALL CONFORM wl ASTM A615 GR-5,UN.O. " r� [) BELOW ANTENNA y diACCESS LOCATE 2'-0" 0_ rfR d, tro a ,:,_ LU tA O Q m 1. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE w/THE LATEST VERSION OF THE AMERICAN WELDING �, 1.r � y:l fi ' T m OF FUTURE PANEL ANTENNAS SOCIETY AWS DU t,uH it a'e #r"�I 1 LU '. m 8. ALL STEEL SHAPES J PLATES SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A123.ALL STEEL NUTS AND BOLTS AND y o- r r. t W ASSOCIATED HARDWARE SHALL BE HOT DIPPED ACCORDNG TO ASTM 153. ERECTION NOTES: {*$ a i m I. ALL ANTENNA COAXIAL CABLES 514ALL BE RUN INSIDE THE TAPERED SHAFT. Ul alit tku t F �.]k t 1 u,'S' a♦`„s n, (Q m 2. ALL BOLTED CONNECTIONS SHALL BE TIGHTENED TO"SNUG-TIC#IT"CONDITION AS DEFINED BY AISC-LRFD,3RRD EDITION '', i�' �µ t�r'I" , �t7 � 3i SECTION I,18 SIDED i rTy 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. " *" F �" R Q m _0 4. ALL SLIP SPLICES SHALL BE JACKED TO WITHIN THE$LIP SPLICE DESIGN CRITERIA AS SHOWN ON THESE DRAWNGS.IF THE DESIGN SPLICE CANNOT BE ATTAINED,CONTACT THE ENGINEER OF RECORD TO ADVISE. o or y CO SPECIAL INSPECTIGN: fa I I ,_t J -A <1 o of w se Ni t'� �1 1� ut, f' P t or aPP a Z J F t� ' �N,l � codes o ortlin ice ,... �i y # ,,. e L SEE SHEET$-4 FOR SUMMARY OF SPECIAL INSPECTION w,*` autho t to v o ute or r R � �� �Ir ClTY�QF t_A,KE L I ._.R y fr g cn r cctlas shall be valid. '�` O Z Lu 2. SPECIAL INSPECTION SHALL BE PERFORMED ACCORDING TO 2001 CBC. f V F �"t '�° �y t tia' g O o Y 3. THE SPECIAL INSPECTOR SHALL BE APPROVED 57 THE LOCAL JURISDICTION TO PERFORM THE TYPES OF INSPECTION 4r + � � I '��" i' �?�'" TYP• V" REQUIRED. BOOM OF BRANCH �t r�i a it ti �P�d ".�1. h c _.._. _..m.. . S-3 ppo.p ri~. W f. ro LV= d W 4, CONTINUOUS INSPECTION 1$ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK;UNLESS OTHERWISE SPECIFIED. HIES g�� LUIJ 5. ANY SUPPORT SERVICE PERFORMED BY THE ENGINEER OF RECORD DURING CONSTRUCTION SHALL BE DISTINGUISHED i' yr)t� F ] FROM CONTINUOUS AND DETAILED INSPECTION SERVICES WHICH ARE FURNISHED BY OTHERS.THESE SUPPORT SERVICES rq civt��a° CA D OFCA�� PERFORMED BY THE ENGINEER OF RECORD ARE ONLY FOR THE PURPOSE OF ASSISTING IN THE QUALITY CONTROL AND J O IN ACHIEVING CONFORMANCE WITH THE CONTRACT DOCUMENTS.THIS SUPPORT DOES NOT GUARANTEE THE Q LU CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 3,0„ FEB 0 5 Sig O� APPURTENANCE LIST: OF ACCESS PORTS � (6)4'-10"x 11"PANEL ANTENNA 47-6"A.G.L. 0.-(.., EXIT FORTS,PER DETAIL 3/6-3 (1)2'-0"0 MICROWAVE ANTENNA a t41'-8"431. t/FOOTING (6)FUTURE 5'-0"x 12"PANEL ANTENNA t 35'4"Afs1. BASEPLATE SEE DETAIL 2/6-3 Cell11-60� FINISHED GRADE 0° FINISHED GRADE TruilflcAl ^ � FOUNDATION PER DETAIL 6/$-3 MONOPOLE SECTION CHART 5401&CNiADA PUCE SECTION ILENGTPITOP 0 BOTTOM m 1THICKNESS TUSCON AZ 85706 1 51'-1�" ISO�O" 28PJ0" 0.188" Pit 520-883-1530 MONOPOLE DE51GN REACTIONS CELL TREE#O�T/8 MOMENT: 542 k-ft(Ib WIND) SHEAR 16.1 k llb WIND) U1212-009-091 AXIAL: 8:6 k(12 DEAD) ARCHITECTURAL ELEVATION O STRUCTURAL ELEVATION O S-1 \.T.::- __. N.T.S. Y 31, 9/4110 ASTM A36 0 Jill THREADED ROD, ' 2" 1" TYP. 3"SCH.40 PIPE m 2"SCH.40 PIPE d O O V2"THK A36 ANTENNA MOUNT 1/4 CLAMP PLATE PIPE,TYP. O O A 0 0 0 0 PLATE"2 315'AZIMUTH } 0 0 0 A36 CsUSSET - o O O shs"0 SLOTS PLATE O O Ae°A36 PLATE"I 45'AZIMUTH o Q PLATE 3/16 3"SCH.40 PIPE, 1/4 4b"A36 GUSSET TYP.OF(3) 4j" PLATE PLATE"I =N 1/2"0 A36 U-BOLT6 m a m 3"SCH.40 PIPE, b N YP.OF( )3 " 2 6 T PLAN VIEW %"A36 u-soLtsLn ma PLATE # 1 O 3/9" 43(o U-BOLTS W`n 3"SCH.40 PIPE YB HOLES z °° 6" m 190'AZIMUTH C'c m = 1/4 ° v '— \ N ° CITY OF LAKE: ELSINORE =a BUILDING DIVISION 112"0 A36 U-BOLTS o ' o m 1/4"A36 PLATE _p V) ELEVATION VIEW 11/7"0 HOLES AVI� p V PLATE # 2 W �0 Q _.........-..-- 5 N:T.S:...._._ 2 N.T.S. PLAN VIEW _._ W < H h" �z"THICK A36 W G 6 PLATE U) W� ¢d 'a �0 Z "A36 PLATE I" prantar:v. :,r:� Z or u,, N W TYR ,.-al of theso p- 1/4 permit or appro" to,.t r ,� dil— huthorityr to rvlo i-a or�c.� �b o1��� 1P"s 2"SCH.40 PIPE Q PLATE"I ANTENNA MOUNT codoa shad be valid. > 12 PIPE,TYP. cc niv PLAN VIEW a a o 0 PLATE"2 GUSSETT PLATE N.T& Cal G.. SEND LINE THICK A36 PLATE CLAMP I"HOLE InL I� Y A36 t U-BOLTS O 0 3/16 oe s Fy 5401 S.CANADA PLACE Q ° 0 �00 ° TUSCON AZ 85706 0 0 14"HOLES,TYP. `1 a Pit 520-883-1830 * E ELEVATION VIEW s clvt�t �' CELL TREE#09-178 I Us"HOLE OF FEB 0 5 2 U1212-009-091 010 ELEVATION VIEW O ANTBM MOM C S-2 N.T.S. N.T.S. (4)2/4"m ANCHOR BOLTS x ZINC DRAIN, 1'-0"LONG(INSTALL WITH TYP- ° FOUNDATION NOTES: = o LONG THFEAD UP) ° I. FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL EVALUATION PREPARED BY: p� FOR INFO NOT SHOWN 0 U SEE DTL 1/- POLE SHAFT # TORO INTERNATIONAL 17P O r REPORT NO:01-128.11 DATE:AUGUST 15,200S p 2. ALL CONCRETE SHALL USE TYPE V PORTLAND CEMENT AND HAVE A MINIMUM COMPRESSIVE FINISHED GRADE A STRENGTH OF 4500 pal AT 28 DAYS. CONCRETE SHALL BE AIR ENTRAINED(b./-15%). CONCRETE SHALL HAVE A MAXIMUM WATERlCEMENT RATIO OF 0.45.CONCRETE SHALL HAVE A ° SLUMP OF 5"0 I").ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH"THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE,"ACI 318,LATEST EDITION. FOUNDATION — —I — 1— — —� GRIP HOIST > INSTALLATION SHALL BE IN ACCORDANCE WITH ACI 336,"STANDARD SPECIFICATIONS FOR THE III—III—III— I—I I I—I I I—I I I- HOOK,TYP. \ ° CONSTRUCTION OF DRILLED PIERS,"LATEST EDITION. -III—III— I I —I I I—I I I- -1 I 1—I I — — I�- \ / THICK PLATE 4 ° 3. REINFORCING STEEL SHALL CONFORM WITH THE REQUIREMENTS OF ASTM A-615,GRADE 60, j i- EXCEPT THAT CAISSON TIES MAY BE ASTM A-615,GRADE 40. ALL REINFORCING DETAILS SHALL III c`� TOP PLATE _ CONFORM TO"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE (3)"4 O ° v N.T.S. STRUCTURES,"ACI 315,LATEST EDITION,UNLESS DETAILED OTHERWISE ON THIS DRAWING. HORIZONTAL A 4. INSTALLATION OF DRILLED PIERS SHOULD BE OBSERVED BY A REPRESENTATIVE OF THE TIES IN TOP 5" GEOTECHNICAL ENGINEER FIRM. GEOTEC INICAL ENGINEER TO PROVIDE A NOTICE OF PLAN VIEW INSPECTION FOR THE BUILDING INSPECTOR FOR REVIEW AND RECORD PURPOSES. 6'-0"MIN (4) 0 HOLES ON A N ANCHOR BOLT 34"0 BOLT CIRCLE 0 W ❑m 5. MINIMUM ESTIMATED CONCRETE FOR PIER FOUNDATION= 115 CUBIC YARDS EMBEDMENT (ANCHOR BOLTS PER 0 N DTL b!-) F/fi "T4KARE BASE B Olt m,a W x� ID.=22" 18 I W x n ` (3)RUNS OF 6"s'PVC 11 2 `r C h n n CONDUITS CENTERED o p BETWEEN HORIZ TIES POLE SHAFT 15 4 � z- ch ACCESS PORT, a TYP. 14 5 C m m a 210° 90 m ui THICK ANCHOR BOLT _ 13 6 W ` TI 3"MIN. TEMPLATE w/HEAVY HEX LOCATOR cO o CONC.COVER NUTS.OD.=B.G. 5", REF Lu 12 1 m I.D.=B.C.-5"(WASHERS 11 10 9 8 IQ MONOPOLE ro NOT REQUIRED). =N m GRIP HOIST o FT DRILLED PIER /UNDISTURBED HOOK 180'FROM �b ACCESS PORT, 45 ZING DRAINS, TYP. CJP BACK TYP.OF(4) GOUGE FROM 180• SOIL ARROW SIDE N �a 45' N O C J e aM w (15)0 8 VERTICAL SECTION A-A Z J o REINF.(FULL HEIGHT) 0 4 HORIZ TIES,TERMINATE BASE PLATE WITHIN HO EVENLY SPACED EIZ.TIES, ACH END w/ AROUNDTANDARD VERT TYP. C'I I Y I' `.-AKE I-L 1 I U F�E-N.rs. — O $' Z TYP O 4'-b"DIA. '' IIILUING DIVIS ) i O H p�0 v F- UTNRE�FORCm ACCESS P TS..__ O ° POLE SHAFT 6 W g 0 70i UNDISTURBED L.'L:��iVii i ii _ Lu d 0 SOIL REINFORCING RIM,TYP. _ LL 3veab ANCHOR BOLT " 210 5b 0 ,i; III— —III �� LU TAPED HEAVY HEX III—III I I ^III= ° a a w' J POLE SHAFT LOCK NUT —III— I III— \m" tiro a s y"u ae ,-, of O a FLAT WASHERS III—III III—III- BASE PLATE III-1 ICI k _ TOP OF III— (—III / 180 r TYP. FOOTING ii _ // a TK o III—I�I I C I—III- � � Cell �P III— I III % "WIDTH t ® III—III I I —I I k "+BOLT HEAVY HEX BRANCH RECEIVER OPTIONAL LEVELING NUT PER SCHEDULE TroInc, NON-SHRINK 14 DRAIN HOLE t4 GROUT PROVIDED BY i4 REINFORCING ACCESS PORT SCHEDULE J CONTRACTOR 9 SIZE 5401 S.CANADA PLACE PORT TUSCON AZ 85706 NON-SHRINK GROUT SHALL HAVE A MIN. ELEV. WIDTH HEIGHT QTY. AZIMUTH I TK DEPTH PROJ,I r PF{520-663-1330 COMPRESSIVE STRENGTH OF 6000 PSI 9 28 DAYS BRANCH REGEPTIGAL SCHEDULE 3'-0" 9" 24" 2 0° ISO• 3i4" 1,4" 1,i" I %6" BASE PLATE SHALL NOT BE GROUTED UNTIL CELL TREE#W178 AFTER THE STRUCTURE HAS BEEN INSTALLED BRANCH LENGTH PIPE / QoFe._ AND PLUMBED u 4'-0"TO 6'-0" I"SCH.40 �Qa9oes oo Fyn N U1212-009-091 y 8'-0"TO 10-0" I"SGH.80 w z €H 05 z010 T CIV1l �P S- ACCESS O PORTS III 3-Ir '�oF�AOFa N.T.S. N.T.S N.T.S. N.T.S. VI�fi I I � � SUMMARY OF SPECIAL IN5PG710Nin I NO. DESCRIPTION OF TYPE OF INSPECTION REQ'D,LOCATION,REMARKS,ETC. DESIGN STSFENGTH a I. FOUNDATION CONSTRUCTION: from -to J etc 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 A. GEOTECHNICAL ENGINEER OF RECORD MAY SERVE AS SPECIAL PER CBC 2001 T INSPECTOR FOR THE FOUNDATION CONSTRUCTION t 6 52.00 90 1 B CE B. SHALL VERIFY THE DIAMETER,DEPTH,AND QUALITY OF THE EXCAVATION m L INSPECT AND REPORT 51 .50 50 4 4 4 PRIOR TO THE CONCRETE PLACEMENT. C. $H SOILS VERIFY THAT THE ON SITE SOILS ARE AS DETERMINED IN THE INSPECT AND REPORT 50.75 15 4 4 4REPORT 49.75 15 4 -T 4 4 2. CAST-IN-PLACE CONCRETE(FOUNDATIONA 48.75 O 4 4 4 A. REINFORCING CAGE SHALL BE INSPECTED TO ENSURE THAT THE PROPER 60 KSI(40 01 TIES) } _ GEOMETRY,SIZE,LENGTH,QUANTITY AND GRADE MATERIAL ARE USED. S s 47.50 6 B• ALL CONCRETE SHALL BE AS SPECIFIED BY ACI-318,LATEST EDITION TO 47.00 0 AB AB AB FENSURE THE OUNDATION NOTES. STRENGTH IS ATTAINED AS DESCRIBED IN THE 4000 PSI.28 DAYS a 45.75 0 4 4 4 C. CONTINUOUS INSPECTION IS REQ'D DURING THE CONCRETE PLACEMENT. INSPECT AND REPORT 0 44.50 15 6 6 6 3. 1 ANCHOR BOLTS INSTALLED IN CONCRETE: 43.00 15 6 1 6 6 A. PLACEMENT SHALL BE ORIENTED ON PROPER BOLT CIRCLE AS SHOWN N INSPECT AND DEPORT ON THE STRUCTURAL PLANS WITH T t B TEMPLATES INSTALLED. T Wm 4 2.0 0 15 6 6 f j B. SHALL BE PLUMB INSPECT AND REPORT it C. SHALL HAVE MINIMUM EMBEDMENT OF 6'-0"INTO FOUNDATION(I2"MAX ® 41.50 ; PROJECTION) INSPECT AND REPORT Wv 40.50 15 6 6 6 D. SHALL BE TIGHTENED TO A"SNUG TIGHT"CONDITION PER THE AI5C INSPECT AND REPORT W rt� Cj6 39.00 15 6 6 6 4, HIGH-STRENGTH BOLTINSs °_ m A. ALL A325 BOLTS SHALL BE TIGHTENED TO THE TURN OF NUT METHOD AS ONLY A325 BOLTS0 z m 37.50 15 6 6 6 PER ASTM A325 AND AISC TABLE 82. (NOT USED THIS DESIGN) co y p 36.00 15 6 6 6 Luc m ° 5. FIELD WELDING: W 35.50 F� A. NO FIELD wELDING SHALL BE PERMITTED. NOT PERMITTED 34.50 15 6 6 6 in �N 6. SHOP WELDING: 33.00 15 6 6 6 A. ALL SHOP WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED BY AN PROVIDE CERTS. o APPROVED FABRICATOR'S SHOP PER GBC 2001 SECTION 1104Z2 m 31.50 15 6 6 6 B. ALL WELDED CONNECTIONS SHALL CONFORM WITH THE LATEST EDITION OF INSPECT AND REPORT THE AMERICAN WELDING SOCIETY(AWS)DI.I 30.00 15 6 6 6 N J G. WELD ELECTRODES SHALL CONFORM WITH E70 ELECTRODES OR WIRE. E-10XX Z 28.50 15 8 8 8 D. CONTINUOUS INSPECTION OF SHOP WELDING IS NOT REQUIRED, VISUAL 0 p m INSPECTION OF ALL WELDS SHALL BE PERFORMED BEFORE GALVANIZING. PER E.O.R T Q 27.00 15 8 8 8 E, IF A WELD IS IN QUESTION FIER THE VISUAL INSPECTION THEN IT SHALL BE V co) Z TESTED USING AN APPROPRIATE TEST,I.E.DIE PENETRATION,MAGNETIC INSPECT AND REPORT O 25.50 15 8 8 8 z PARTICLE,U.T.,ETC. 2 H 24.00 15 8 8 8 W a a 22.50 15 8 8 8 0 " z 21 .00 15 8 8 - 8 �w a 19.50 15 8 8 8 Lu Wed W 18.00 15 8 8 8 �? ca 16.50 15 10 10 10 No `a 15.00 15 10 10 10 �'.�Kr„ E:.i�: �l�lultt.. c> i,ll Y V1° z IVISIUN o a SEE DETAIL 2)6-3 FOR FLAT NUMBERING WILDING U � �'„"'°�`a„�'` c m TB•TOP BRANCH T•ANTENNA TIPS 48 4-- Oil BR LONGdNCHANTENNA BRANCH) I� I.�`4I' i �41 6 •8 6-0"BRANCH 1 �1pll 11 �q ` 8• -0'BRANCH rc �, 10• 10'_0"BRANCH . ANTENNA 5OCK PROVIDED FOR EACH ANTENNA TOTAL BRANCH COUNT•62 11 opovs 5401 S.CANADA PLACE TUSCON AZ 85706 P!t 520-03-1330 T U * e ICELL TREE#Oa T78 FOFCP��F U1212-009-091 FEB p 5 2p1U IS-4 IJTAH OFFICES APPP,C':'ED ECTOR - .. �-:•�=, �,�,,,;T Zc-(SAS a AS i�.�}JANCE Sandy- . . . SCOTT tr: SOCIATE:6PWt1 EE BY v`f'- DATE To j Theca Plans have ber'n re0c-,vcd for adhere ce io the applicable codes and ordinance. Aujh0fi:,a'tion is STRUCTURAL CAL'CfJLrA'I ONE to �SSuc a btWding perrrjit pending far-�'iovat Uy all applicable C:iy agencies. THE 0UTB0USE-,(S1TE#LA34e 11 or atlegranting of a permit based og at.1,jrovai of these plan;; shall not be construed to 32310 R1VWW1M(E PA-approve any v C'.aiicn o; the applicable LAKE ELSINk)MCfvR2530inance. No presumed to give fWthority to violato or cancel the provisions of such ROYAL STREET COMMUMb4T46146 CELL TREES, INC. (09-178) ��?,OFESS1 ch � rn CIV II �P CfiCA1.1F0�a FEB 0 5 2010 VALID WET SIGNATURE IN RED BY: JACOB S. PROCTOR, P.E. PROJECT ENGINEER Ty OF LAKI PROJECT##: U 1212-009-091 I N G ELI DA"i'E: 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 a third party,or altered in any way without the written 1t authorization of Vector Structural Engineers, PC. Arm 91 38 S. State St.,Suite 101 / Sandy, UT 84070/ T (601) 990-1775 / F (801) 990-1776/ www.vectorse.com JOB NO.: U1212-009-091 DESIGNED: JSP ' ECTOR DATE: 10/21/09 CHECKED: RNE E r-n G l 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: 11 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: 11 Mapped spectral response accelerations: SS= 1.75g S, = 0.76g Site class: D Spectral response coefficients: Sos= 1.167g So, = 0.76g Seismic design category: E Basic seismic-force-resisting-system: Telecommunication Tower: Steel Pale 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 shown,the construction shall be as shown for other similar work and as required by the building code. 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. r y r JOB NO.: U1212-009-091 DESIGNED: JSP DATE: 10/21/09 CHECKED: RNE MIPM 0 OR"', n r n E E R S SHEET 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 28 days. 3 Cement for all concrete shall be Type V with a minimum of 6%entrained air. Maximum aggregate size shall be g/n 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 t 1 TOP PLATE SEE DETAIL VS-3 r TOP OF GROI:►d p] 52'-2" .;{ " {any� t/5TEEL a . 4 11 PANEL ANTENdA5 MVP ti }' 1S E ACCE55 FORTS f33)-120', # « LOCATE 2'-0"HELGW ANT1]W.4 �,,, "♦ ', 4 OF MICRODAVE ANTENNA 4.7YP-AT PANEL ANTENNAS P � � �` .�„ w BVbtSB"H IAJi�ItFORCEP ACCESS PORT,LOCATE 2'-0" BELOUJ ANTENNA 4 a i 4 OF FUTURE PANEL ANTE1,N45 t .' SECTION I,IB SIDED # TYP. BOTTOM OF E1RdNCl-Es III 3'-0" 4 OF ACCESS PORTS 0'•6" EXIT PORTS PER DETAIL 3/5-3 t/FOOTING BASEPLATE SEE DETAIL 2l5-3 0'-0' I __ FINI5WED GRADE FlNI54-{ED GRADE FOINDATION PER DETAIL 615-3 MCKOPOLE 5ECTI3N CNART 5ECTlON LENGTH TOP a 660no 4•THIGWESS rGMOPOLE DESIGN REACTION5 MCrENT: Sat k-it fib WNPY 5HFAft 161 k 06 LVINW >� AXIAL: 8.6 k(L2 DEAD) ARCHITECTURAL ELEVATION O STRUCTURAL ELEVATION O Nis W S, Branch Layout for Job. LA341 DB C Q L U Height. m from to m` 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 52.00 90 4 51.50 50 4 4 4 50.75 15 4 4 4 49.75 15 4 4 4 48.75 0 4 4 4 47.00 0 2 2 2 45.75 0 4 4 4 44.50 15 6 6 6 43.00 15 6 6 6 42.00 15 6 6 6 40.50 15 1 6 6 1 6 39.00 15 6 6 6 37.50 15 6 6 6 36.00 15 6 6 6 ,a;- „ .1 t; 5. 34.50 15 6 6 6 33.00 15 6 6 6 31.50 15 6 6 6 30.00 15 6 6 6 28.50 15 8 $ 8 27,00 15 8 8 8 25,50 15 8 8 8 24.00 15 8 8 8 22.50 15 8 8 8 21.00 15 8 811 8 19.50 15 8 8 8 18-00 15 8 8 8 16.50 15 10 10 10 15.40 15 10 10 10 Branch Count AB 4' TB 6' 8' 10' Tot 3 15 1 33 24 6 82 Equivalent Projected Area(EPA) c U SECTOR(1) SECTOR(2) SECTOR(3) SECTOR(4) TOTAL TOTAL WIND TUNNEL TEST DATA Height_ ra AREA WEIGHT BRANCH TIP SIDE FRONT from to m 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 FTA2 LB5 LENGTH AREA AREA AREA 52.00 90 1 1 14.8T 4.8 28 FT FTA2 (FT-2) FTA2 51.5C 50 5.5 6.2 6.2 17.8 84 2 1.27 1.77, 4.73 50.75 15 3.0 3.5 3.7 10.3 84 4 2.25 2.50 4.80 49.75 15 3.7 3.5 3.7 11.0 84 6 2.40 2.90 5.00 48.75 0 1.8 2.5 2.5 6.8 84 8 3.80 3.80 5.00 47.50 10 4.37 4.37 5.13 47.00 0 1.0 1.8 1.3 4.0 30 "NOTE DATA FOR 2'-0"AND 10'-0" 45.75 0 2.5 2.3 2.5 7.3 84 BRANCHES IS EXTRAPOLATED FROM 44.50 15 3.2 4.2 4.2 11.6 90 THE OTHER DATA 43.00 15 3.2 3.7 4.2 11.1 90 42.00 15 4.2 3.7 4.2 12.1 90 40.50 15 3.2 4.2 4.2 11.6 90 39.00 15 3.2 4.2 3.7 11.1 90 37.50 15 4.2 3.7 4.2 12.1 90 36.00 15 3.2 4.2 4.2 11.6 90 35.50a I, 18 34.50 15 3.2 3.7 4.2 11.1 90 33.00 15 4.2 3.7 4.2 12.1 90 16 15 Slp� T1-•p.g d 31.50 15 3.2 4.2 4.2 11.6 90 (5EcTOR.7 secroR u 30.00 15 3.2 4.2 3.7 11.1 90 {4 5 26.50 15 5.1 5.1 5.1 15.3 117 Slp� 27.00 15 4.3 5.1 5.1 14.5 117 I3 TIF' (SECTOR 2) b 25.50 15 4.3 5.1 ' 5.1 14.5 117 4$FCTOR 31 12 24.00 15 5.1 5.1 5.1 15.3 117 22.50 15 4.3 5.1 5.1 14.5 117 4011 II 10 21.00 15 4.3 5.1 5A 14.5 117 19.50 15 5.1 5.1 5.1 15.3 117 18.00 15 4.3 5.1 5.1 14.5 117 WIND 16.50 15 4.8 1 5.7 5.7 16.2 141 15.00 15 5.7 5.7 5.7 17.1 141 SECTOR(1)EPA= 0.8'TIP AREA+SW(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 28 Run 2 Tilt(deg)90 Beta(deg)0 Cell Trees, Inc. 0 Run 5 Tilt(deg)0 Beta(deg)90 Run 8 Tilt(deg)0 Beta(deg)0 EPA vs Wind Speed -Run 2 Elapsed Time 4 ft Pine Branches +Run 5 Elapsed Time —Run 8 Elapsed Time 9.00 20.00 8.00 18.00 16.00 7.00 N 14.00 6.00 12.00 .� 5.00 a �� • 10.00 y L' AL INS E 4.00 8.00 cL i• a 3.00 I ' `. DO o Z� 6.00 0 4.00 1.00 I 2.00 0.00 0.00 0 20 40 60 80 ! 100 120 140 Wind Velocity(mph) v\% 29 -•-Run 3 Tilt(deg)90 Beta(deg)0 Cell Trees, Inc. +-Run 6 Tilt(deg)0 Beta(deg)90- �Run 9 Tilt(deg)0 Beta(deg)0- A vs Wind Speed 0 Run 3 Elapsed Time fi ft Pine Branches —4 Run 6 Elapsed Time —Run 9 Elapsed Time 9.00 20-00 8.00 18.00 16.00 7.00 N 14.00 6.00 — y C_ 12.00 M 5.00 a 10.00 E 4.00 N 8-00 C p w dh3a M 7R �. —� 6.00 2.00 ~+ rf 4.00 1.00 2.00 i-% 0.00 0.00 0 20 40 60 -0 100 120 140 Wind Velocity(mph) 30 • Run 4 Tilt(deg)90 Beta(deg)D �—Run 7 Tilt(deg)0 Beta(deg)90 Cell Trees, Inc. — Run 10 Tilt(deg)0 Beta(deg)D EPA vs Wind Speed g ft Pine Branches Run 4 Elapsed Time +Run 7 Elapsed Time Run 10 Elapsed Time 14.Oa 25.00 12.00 20.DO N 1 MO m c 3 MOM 15.00 E &00 � 9P E U_ E � 6.00 Ln a 10.00 W L +` � 4.00 s •u �• - 5.00 2.Da 0.00 . 0.00 0 20 40 60 80 100 120 140 Wind Velocity(mph) 52,2 It DESIGNED APPURTENANCE LOADING 7E _TYPE ELEVATION TYPE ELEVATION �52 jo) _j(3)6 ft.Branches (3)4 ft.Branches 151.5 (3)6 ft.Branches 36 0- x 1.2'Panel wl MountVe Pi 5.5 (3)4 ft Branches 149.8 14 6-0"x 12'Pane!-1 mount Pipe 35.5 I L3Z4 h,8,anChS_-- 148.8 35.5 i i -W 7-Arm 14 135.5 7.5 9r-(r T-Arrn (2)50'x I I'x 6'Panel wl Mount 47.5 9.0'T.Arm 35.5 1(4)5'-0'x 12'Panel w1 Mount Pipe 35.5 Pipe (2)W x 11'x G"Panel wl Mount i47.5 (3)6 ft.Branches 34.5 Pipe I 33 (3)6 tL Branches t (2)58'x I I"x 6'Panel wl Mount 47.b 3 �! i 6 tt anqn -5 -- Pipe I r --- - --------------- ........................... ................... (3)5 ft.Branches 30 4'-()"T-okrm 47.57.5 14 (3)El It.Branches 28.5 4.0'T-A" arches 27 (3)2 ft.Branches 147 25.5 (3)4 ft.Branches �45,8 (3)8 It.Branches (3)8 It.Branches �24 144�5(3)6 ft.Branches (3)8 It,Branches 5 (3)6 ft.Branches �43 I 1W It. (3 I a ft,Branches L3�6 1 I Qr2ro�LEn 142 1 ____ — (3)8 ft.Branches 119.5 -Andrew 2 w R-adonrie 41.67 --1(3)6 ft.Branches (3)�i tt-Branches !40.5 39 18 Bran 16.5 ----1(3)10 ft.Branches + rilt.Branche,s raflc MATERIAL STRENGTH --- GRADE Fy Fu GRADE FyFu Bo KSI TOWER DESIGN NOTES T 1. Tower is located in Riverside County,California. 2. Tower designed for Exposure C to the TIA-222-G Standard, 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-0 Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower members are"hot dipped"galvanized in accordance with ASTM A123 and ASTM Al 53 Standards. G. Welds are fabricated with ER-70S-6 electrodes. 7. TOWER RATING:99.2% AXIAL 8598 Ib MOMENT SHEAR 541145 lb-ft F 1 aft 16168 Ib -1 -J. .................. REACTIONS-85 mph WIND 0 u z l 1- r j -6 EP The Outhouse P'01-':U1212-009-091 client: Cell Trees, Inc. rawn by; Aped: Phone: Cod' TIA-222-G tj Dale 01 128fl 0 Scale: NTS FAX: iPath: Dwg No.E-1 RISA Tower Jnb The Outhouse Pege1 o1 16 RISATo►ver The Outhouse Page 2 or 16 Project Date Project Date U1212-609-091 17:06:27 01128110 U1212-009-091 17:06,27 01128110 Client Designed by Client Designed by rhrr.rr Cell Trees.Int. Flx""' Cell Trees.Inc. rix: .Grnnu 7,¢,Pm. Arrn _ in ire car' i,r' ire' i+l r w w LI I9,2777 m.fan] d 4 r12R 61'31 4,141i1 a(3712 A517 A24S 5,1911 2.F?An 15116 Tower Input Data - _ -- 28.4IL9 16.5519 14173749 99134 142240 113.7219 3XI7.28A2 L12775 4-5911I 24.l21 ]a,rrr (;nru•, (]�nr•, [{ns,rr[7rrl,It,f.lhr,r.fnrinr Arljn.,r- II'rr4lrl Afuh. f7nuhle.In,4le fkrxAlr.1n41r Mere is a pUIC section. hTrl'rt,inu ,hen ThirXrrS, ,f, 1'nrfm 511kh P. 4tkh R^lr This to,er is designcd using the TIA-222-C,standard. P'^f rc2 ,r, 5pnri•ry .clvr;rra! The rollrn5 ing design criteria npPly: ,+i,[e^rm1. 1rnn�„aof.r Power is mewed in Riverside County.California. l !+� car „r Basic wind speed of 85 cal Ptl. LI 52.17-L110 I I Struclnre Class 11. EcPosure Category C. Tapoglnl,7lic Cnlegoly 1 Monopole Base Plate Data Crest Iteight 0.0011. Dellections calculated using a+5i nd speed of 60 Inph. ---------'-- Toncr members are"hot dipped"gik nnized in accordance+vith AS'P1+1 A I'_3 and ASTM1t Al il Standards.. _ ___ Base Plate Data _ Welds are(abricaled xvilh FR-iOS.6 electrodes.. __ &irr T,*,7e:1�1-� �— Bsc p{,wc is grrnnat A non-linear(P-delta)analysis was used. Audrml Mi paJc A615a5 Pressures are calculated 11 each section. Al,dmr NO ere 2.251x1 in Stress ratio used in pole design is I. Nnnd,cr afbnln .+ Eudr+.fm lInlgd, 72 in Local bending stresses due(U climbing loads.Teedline suppnrls,and appurtenance mounts are not considered. t- 4 kli� 4 0 1Tp 1INNNI in Ba rime Rrxle A572.5n Options Bxcr pl:X,llsickn", 1.75Min &ell tittle,aluct,r ?i.{4NMI ur Cnn.iricr hireuarr+.Legs ❑ktritnnr 1A9 U 1,Al Unil.usu T,c i F,,,116e 13-di.A5 C)4imkr Om"J,o, 12 QN41 in Crm•kty hMuunlc-llrnimnals Ace e Up Pilu,nl Ucr ASCL I[}S.Bnxe Ly Ru111 lnr a dim,e+n 2.dNNl in Cnneldcr hlnulcnls-Di;rKnuulc J Amnu,Rigid In Ic Flab d C*n1me Rcd,.d;w Bnrdng Funxs 0 elipplal t,lnBll in llx hlunrn,l hln(a,iii-liner J Lill Cl-51+.+1e Fnr 45'in I Area ibnlac Rnlr,rnl:ull h111rhtr5 in FFn Bast plrMr IlL Plasl Nall, J Un•C„rlr Sucre Rul cn J Ukl,Clr Srv,,Fur ICU, SR Leg Rohs RSsia Cvn,ryezci,n J U5c('role SN4iv Recants-Gu.v J Rnn,6 Gn}c T.Initial Tu,ciav J All I-,P:mdM llrrvr Smue Alluw,h[c L'srnls,Ire B5pns5 NIN.a Slnbilily Cl,cck Off­O Gin Al Fa a lirm r1N.,11erkl:,.K, J WeAriulllrDithCrnniriall Con,id,F5rcllinr,nrynr FeedLinelLinearAppurtenances-EnteredAsArea Use Sr5ia1 W'i.d Protik• J Pnycd wind An of AMlo. Fndude Angle Block Sheaf Ch.k J Indudr RM In Nl,ntc CaMSilr J Awlrcek lnryac Ann Au Pnl[ia lk.niprinn Fury ,IN,rr„ G,nq>,nrru f'Ins rnnan Tn,a! ['.L Iri.rshr J r[k Bnhe An•AI Top OI Swi,n, SR hlrmh,rs Iia,r Ga Fnd, hlclmir ShS:rrTnrxi,a Il.c 6r,n e' 'S'[ndn,.fi^rir[xnal Brcres i. Scan C. Rcl•ele BS Ci, I Aluasq ll.c Snh Clilit,11'Inw •k V !! 7 1r h'nnrfr, -q,.crn5 irnon f.¢ fr __.,...._.._._-_. Ua Ularr,nnJ inner Brxine 14 Sviah J rri:mMulnlc Ui n,lrnel Inner Brnuug Usr TnP Mourmd Sl,ekd+ _.__ ., _., ..._.. _15 ..... 9 __._ _- AS.SR 17/R t OW a C Nu Indr F'nlr 17.II l.rNl 12 N.I[e n.IX .1n AAMtB 5h'C.6D, Cnrrehina+ina UF.NSI.FOAtih AvA5.50 l719 LOW C Ns 41.q'ie Pnlc 41.50-Lm 2 N+ irr nlxl 11,10 DFNSI,FOAM' AV'A 5-561719 Low C -Ja Nlijr PIRe 113n-lux, 12 Nn Ice II.rHI n 1.1 Tapered Pole Section Geometry DEN511'OAAiy .Grrinx EA,minx ,5'n th'. .W"' h'umfrr Tit, �Derrnm__�..n'u11..___..lfnrr! �1'uk Grade lrnprh fenph rf ,7/nx]r!tl Nrrn,rnm ']hfrd,n,, Roils Feed Line/Linear Appurtenances Section Areas ..,..,..._.. .- - ...._ ..._._..F114 ,_Z In ______1118 ___ w - tl 52.17-IAI SLt7 V% IR.fnUn vlMxln n.1%75 11.751N1 A572-E5 _ Tr,Irer 7nne+ (<1rc .la ,I, ('„[, [«!, Ifiiyhr kci) 4ra,r n!ca. Ow 171rr ....... I. IS ........../r .........,..,_ --' �r -----'-°'--- LI s2.17-I rin A n.IXKI n Inn B.nln n mrl 11,1Xl a 0lXKI n-INNI 11.(NN) 11 Imml Il.oll C 0.1100 B,IMNI (I,lxli} 0010 313 I'D Tapered Pole Properties d Job Page RISA Tolver The Outhouse Page 3 of 16 RISAToiver Job The Outhouse 4 of 16 Project Dam PTnjec! D.I. U 1212-009-091 17:06:27 01128110 U 1212-009-091 17:06:27 01128110 Cllen[ ned b Client D9signetl by rlmnr Cell Trees,Inc. O9si g y r'6 r: Cell Trees,Inc. Fax. r,I x, - 11rsrvi- Elnnnln [Jfl r AJrrn,h n'n ehr !; F; ni,rrr r�rrr r'•h Shielding Factor Ka hi„n, rlr (en,mid Tnnrr F'rnf l.i,x• Ur,rvilMim, Pre•d U,le R, A, %mic, 117_IN1 [ISq nlq l IA.14 15,2P .Sraion Rrce,rtl,X'n. Se mrn+Elr>'. No lrr lie, SllF 0.Brr 1- IS TAI 11.1X1 DINIUn N.Ice III.IX1 11A OUR) 247-56 14,52 r Smicr 117,11 15Jq (IN 11ILM 14,5) (1}1U n.BnN,cl- I6.50 n.INI II ARK) Nc Ic, 141.IN5 ILINI ILINI 171.36 16.2V User Defined Loads Smicr 14 LIN1 0.1M1 Wit 170.99 16,21 (1)In n.Brnlchc 15,IN1 U,IXI 11(RNMI N.lcc• 141.W) n.IN) n.1Nl MOM 17.119 5-i- 141M O,IN) 0.110 I25_14 17.I19 flrxTirrrnn F:lrinrinn L)fYrrr AJnnxll U}relit F', f; ifi+4l Tnrrr i'.,.4r f rnm .fr;¢Ir ('rru,md Ill a n,B1.dn1 52.INI mal ILIYXq Na Ice 2R IN) I)W U.(Mi 145.62 4.R11 smtrc 2R.nn nAq 4rNl 45.6E 4.A11 Discrete Sower Loads (3)4 n.Braod,a 51-511 Iriml n.(NNq N.Ire R4110 9.IR1 0-0) 379.29 17.91 S-itu M4,fN1 n,lq U,{MI 169.10 I7,A3 lk-iplim, here Offer Ilffce+r: ,1-imrrrh Phan u•n, C",1, C'..1, IliiRhl (?14 n.&.,d- 511A) I?11n I1 tNIn(1 No let P4.IN1 9[XI USA 21B,r16 In 22 11 Smia• R4.INI 4fRl ILIN) 97.11 IU.28 Tare If- ddilnrnrer+r 1-a, .tidr !A 4 n_13-d- 49.k9 0.191 n.INxx) No Ice R4.IK) nAl U 11n 21t.93 10.98 !ex fnlernl Smicr 84.1XI O,IM) n,INI 143.40 Ii,.99 f f fY fie !h fen ° 43)4 It B-d- 4X,A(1 0.1N) wan N.Ice R4.LX1 001 I1,I11 14I.02 A.F0 Smicr R4.rk1 n,{NI U,1MI 61.7R 6.8n l Il)2 n.nr:ndtcR 47,INI II.IN1 {),IYNMI No Ice lll.lXl 9.I111 ILr)(I $!,$1 4.45 f %mitt ln.rN n(M n4ln 37.65 X.115 12}SA•N I1">;fi"Paid uJ A Fmnl Fac 1.25 tl(XNN) 17.Sn No Ice 6.4N 5,11E ?Lou Or 411.lkco,tt•N 45.10I 0.10 001011 No Ice 84.IN) a.rq U,IXI 151L47 7.25 Mount Pipe smicc 84.IN1 DAM 00) 6MOR 7.25 n.1M, 01 E Il.13-d" 44.51} (I.IRI n.INMNI No Ice 91LIX1 e.Iml r]INI 239,29 l L60 (2)5A" I I"5 6"Pmld wd B Fmm Far 1.25 LLixxq 47Sr! No Ice 6 a% 5.0E 71.9n $lTrin• 9fl.lq O.INS f]IX) 1111711 11.611 Mount Pipc nlNl (31 6 it.B,mdo. 41.IN1 41M1 g11101 No 1- 9P.IN1 n,1X7 r>_INI 2_°7.33 l l.ln -25 n.lNMM1 4750 NR Icc 6.48 5112 71 vn smicc 9SI.Iq qIq n,lx) 191 t7 !1.14 (2)is'x I r a 6'Pmd wl C FB,m Face 1.25 (1)6 it.Br.�uld" 42.IM, (I,IMI n_IXXX} No Ice W),1q 11W O.Iq 246.IA i2.9R Nk-1 PIN II[MI Smicr 911.IM) II IX, O.IN] 1119.77 12.UR II.IN) (3)611.nrairt-a 40.50 4.IMI (),INNx) No Ice 'xuN1 ILIN} ILIMI I34.59 11.611 4'-U•T-Am, A Frnm Fee 1.25 tUMxNI 475u No It, Ir,y? nql 45 On Smicr 91IIX} 9.IN1 n.1N 1(14.61 11,69 Ira] 6 U.11-id- lyJX) 4,(N1 11.(NXHI Nu It, 9m MX ILINI 11A; 222.70 I L.UI Il.lq Smi[r 971.IX! ILIN] n.INI 99 t1 11.1U 4'-0"7-Arta B Frrnn Far 1.25 n.nlMXl 4I311 Nn rcr 4,9? n91 q<INf 1?7 E U.13Tc O., 37.5U 014) (),INNNI Nn Icc 9n_IMl ILINI Rlkl 24n.37 12.nR n.(NI Smire I1)6n, .. . 4 1WAR 12.48 II 09 2 4vr T-Am f" Fac rL!..(2Xf n,1NgC 47511 No lcc 11,91 95 451XL 13)A M 13-dS ?CINI 11[MI II,NN No lce 91M1 .11L ().(A] 2A.R5 I (1) smim 91)w 1109 n--U) 111-"4 -611 Umdus II,M (I AM No Ice 91N) f).RI nSN 7.0.1 li.lfl zw &-ce 91111t) n.ql 11.5Y) 94.79 1l.I[i (4)5'-M z 12'Pald w! A Frnm Face 2.(N) O.pNq 35.511 Nn Icr 7.24 5.17 71?(I (?,G R.Flrmlchc5 itlNl II,rMI n,[NNNI Nn Ice 91).fNl O.iHI U.fxl It3.99 12.PN Mmrd Pipe iI(N) smicc go.1X1 U,(N) Il.nll 1g434 120P 2:K =1.51) ILrXI U SXNNI Ne Icr 9nlq n.rNl Il.nn 222.sn 1 IA) 1415•-ts•s 12'Pmcl,vl B Fnnn Far 2.IN) O.INNx, 15,5n N.Icr 7,24 5-17 71.9�7 (1)!R.Braltfit•.t plNxuµ Pier U,IN) Scnirr 1:-1UXI. nlNl n,1In 99.2E 11.60 (1)6it.Brmd- 111.INI n.Ull n4XNln Nt,ice yO.fN1 IlIMI ILIRI 21 n.74 11.10 ILINI Strom 911,1M1 Il.gl n.(111 A3.97 11.14 (4)5'-Ir m l2'Pa,d w! C Fswn Face 2.rX1 U.11[XMI 1550 No Ice 7.24 S,I7 71,94 (31 B n.B-dlce 29 311 U.INI (I INMNI No Ice 117.N n.III ILINI 293.9R 15.2E Wort Pip, ILINI Smite i:,.iJl MINI I1.111 121.96 is-2R U.Iq (31 R A.B-ch, 271X1 0A) (L1NXW Nn Icc I I11N1 ILIRI U.(NI 269.6E I4.52 9'•Ir T-Arnl A rnml Far 2.1N1 9.INNNI }5.54 N.It, 2.I II 21n lixt,rnl Savicc IIIN U.1 120.22 14,5E ulq (1)A n.Britches 25.511 ILIRI IL(XMND No Ice I ILINI nJN1 U.IN) 266.311 14.52 n.IHI S-ice II7JW IIIXI U.14 ILR.79 14.32 91-(rT-Am, B Fm4I Fmc 21X) 0ANX) 35511 No lcc 2.In 2.In 11N1.cx) UKI 0)A U.13"Va x 24_INt n.INI 41xX14 No Ice 117.IM3 11nU 4JX1 171.79 15,2R "m Sa-icr .17,IX1 Illq S1.IX) 123.41 ]518 ILINI (i)A n.&mldlcs u_tn n.lq n.INlfln No)cc 117.Ix1 II INf 4.IN1 259-47 14-52 9'41•T-Am, C rmm parr 2_Im O.INNNI 15.SU No Icr 2,III 2_III iIN1 rin smicc 117.IN, ILINI ILINI II569 14.52 lint) (3)R n.&mldlcc 2[M) HAI n,IXNq Nn Ice 117(XI I1.Uf) RW 25i.72 ld.i2 ILIRI st-ke II71X} II.fH1 IIIXI 114.r13 14.52 IA R e.H'to h II 19,5o (.IX, 4.(MNnI No it, I I T.fNI II[q II On 264.94 15.29 RISATo►ver J°b The Outhouse Page 5 of 16 RIS.ATolve r Job The OulhDuse Page 6 Di 16 ProJeet Oale Project Dat- U 1212-009-091 17:06:27 01128110 U 1212-009-091 17:06:27 01128110 Chant Deel9ned by Cllent 0-319n-d by Gall Trees,Inc. rlrn„n Cell Trees,ills. }:Ll` 11S.0 Tower Forces-No Ice-Wind 60 To Face Dishes 5rrin,r Add cl r r <. q, !h 0R f, elmnn,>,I ne'fyAr 1114ghr race r�r !>Punpi,vr rare [Mh Ofr<ell Of,-: An Ill v drf 11.,rurion Urn,iJr Apr,vu,r Ilflghr r lb if, fr !h rf Trpr Trff He,_ dd, lmrn) rinrnr Ainmrrn ,hen LI 52.12.LI10 115.911 B61.7% A 1 0.6S 16 1 1 99.5x1 I if?92 22.R2 C ,rY lno-n,l P'idrll 8 1 0-65 1 1 ".W I'rvr C 1 1165 1 1 Y)591 Sllm%ViRln: ?I5.911 236M9 17T111 19196.51 116T92 rVIIQ,ru'2'u'1 RiL1,Ili x• -,�� Panh,h,Ed N- u.IMNM1 41.67 ZdHi Nu le, 1.14 T711.,MI� Ih-11 wlRaknuc Tower Pressures- No Ice Tower Forces-No lce-Wind 90 To Face Gil=L lag - .Serrinn ddJ 5rl/ F r (". , 1), !)I, A, 1'rr ri�,n - A'e ?, ,I„ I' ,I, ,In .1,., ere r'yf, [:rl, eh, 11"'ehl rfelxrrn„ n !„ (hn NFf 11, r !'nrr r m I lh Ib !r ,!r fi -f fr e !r Ir 1r r !r Ll n-IJx1 115.9u 2161.74 A 1 tl.65 16 I I 99.581 1167,8E 21_.92 C LV 52J7.11M1 25.w 11951 16 99.9M1 A [I.IMNI 99 9q.5N7 y9.i%1 14MI,IM1 II.IMKI p,INMI tl I h.65 1 I 94.5%1 tl 111KKI ,5N} C Ilxl.11fl Il,lkxl II n[x1 I 11.65 I 1 94.SN1 (: tl.lAlll 99.SN? 191ue II,LYIO II INIU Sun,55',iFhl: 115,9f1 2161,7,, 01'Ni 2q N(i.51 1167.NZ Il.fl Tower Pressure-Service G„=,.rnq Tower Forces-Service-Wind Normal To Face Srrrrnn _ K, 4: rl,; ! ,I, Aa .I„` le,Y C'.A, l'.1< F7r,rn6,,, n fn 0." .tiertinn Jdrl Sr!! ! r Clq, !)f !)u r ern• F F.Irr-alinn lf7iprx G'riphr n !'rrrr r it f+ a rr r r !r (r L15217-1.1A1 L9.99 1195} 7 993%? A u.IM81 9q.5%1 �9,Sx+ uxl.nu 111MM1 UINM1 r Ih !h r r !h !f 6 pIAMI 99-.R7 11M?IMl n.IKAI 11(MKI L152.17-1.1%I 115yu 2363,19 A i Il.fiS 7 I I 99,5M5 52[},6s 111.14 (' C QJKA) 99.5" 1,11},{N1 P,aKI 11MMI FA t q.55 I I 99.591 (' I?65 I 1 99,59? sum wcigl,,: 1i5911 2361.7k OTAA 11011.94 5211.6M Ih ft Tower Forces- No Ice-Wind Normal To Face .c,'rli,n 4.41' .Srfl r- r C, q- l�lrrr,nn„ ISiyYnr IferY1:! rirfr p,( h Tower Forces- Service-Wind 60 To Face I I fi78 A52.17 ' 1 1IA7.2 22.6 P V II,(s I I 99,5%1 .1'rrrinn d,d! YIl !' r 11 q; Dr Ir,, Al ITrI. C 1 IL65 I I 99.Sv1 l:ln'-,i,v, ItSiafv Il�iBhr rare Sum uitieln. ?k5 yu 2?lv,7% OTNI 2918b-5I 1167.R2 PJ Ibq fi fh rh r lh I 1.152.17.LlAl 315 SYI 2?61,7R A I 1165 7 I i 99.581 520(4 111.)R C R I II-65 I l 'YI.Sft1 �`) C I II f,5 I I 99.541 RISAToweT Job The Outhouse Page 7 of 16 RIS AToover Job page 6 of 16 Project Date Prof-t Date U 1212-009-091 17:06:27 01128110 U 1212-009-091 17:06:27 01128110 Client De.1jr-d by Client 0-igned by M..", Cell Trees,Inc. rh„nr: Cell Trees,Inc. rAX. 5rrrtnn Add, A<l I. • (-r q- tJr Ua AE 1 fXrurrrrrrrxr ,fime.rx lliiglu Off-, offvr: _ K- q- ('.tr C..l, Krr,,rri n nr,M+,r a"{Mh, 11 E." klmrxh 1-_e IW, n/ h n -1 fr , fr !h !h Tr rh f 59'x 13".6"Paud w! ?IMI.IxMMI I41,100 -L76 -V112 425t1 111X2 N IL'P, tuns sum N'�iglvP, ?LS-ql L165.7A O7St 1?n11.41 5211.61 twtml Anc IbU is".11",6"P-ld w! 6n1AMMl 141Rp 1.76 -I.u2 47.511 I.4182 R 12.96 1n115 Mnum ripe 58"k I I"N 6-Pmld wl 180.IMMMI 141,Af1 101 2lA 47.511 1 MR2 X 1296 111.05 W.1 Pipe 4'4r T-Arm 100.IMMNI 4511f1 .1.76 .10, 4750 1-nR2 R (19) Ii97 4'-0'1'-Arm 611AIMN1 45,un 1.76 -1.02 47.511 1.092 N U,93 b.9? M'-U T-Arm 19"OMMI 45,191 0.I1I 2.04 4750 1.4R2 € 1197 ft-91 Tower Forces- Service-Wind 90 To Face 5'41-1127 Pmld wl ?Iv)(XXXI 297.61I -2-50 -1.14 ?S.Sn LOIN R 28.95 20.7n Mmmt Pipe ,s„-Im„ AJd .5'rff F' r ('r 4. flr !7. Ar F x Col. 5'-U",f 12'Pmld w! QI(RMMI 2117f,I) 2.511 -1.44 ti50 IIIIR % 2%.95 21.70 h7'-u- IIPi hr 117i f' F4ei1 gyp` A X ram` s.n'.12-Pand wl INII.[MMMI 2A7.N1 Il.rlff 2.A9 t5,tn IAIA A 2s.95 2n,7tl Mwm1 Pilx r rlr III r Y Ib 1R 94r T-Ann iINIANNMI MAX) -2.50 -1.44 35.50 1111X N 2.In 2.10 L1217.1.IM1 NS WI 2)F?.iX A I q.fi5 7 l 1 99.SP? 52464 In,IA C gar yAnn Nl.IM1tM1 ISMLINI 210 -1.44 31.M 1(11R A L10 2Ju U I n.6s 3 I 9938 ! qfr T-Arm 18nSMMMI Ita1IM1 II IN) 2.R9 ?S.SIf 1.IIIR R Z. I C 1 0.65 1 I 99,SN1 ?15.90 2J6?.7X Oru t1M LM 520.64 sum i129.211 Sum u'�i€le: Ib4 Wd ht: l I I Dish Pressures- No Ice Discrete Appurtenance Pressures- No Ice c„-I.Ieo F'"""°n „r�'';;en A-i.h n f"th "f' "f, K° k ry n ;• f.k-ipinn Aiminp [11,101 00i,, Off-l: _ Andrew Twlitml-iv (M MMI 7411N3 n,lNl n.[MI 1.115? 3.14 IX A_i-,h Fr xu snlr snm 7aIN1 ih G fi r r 1l'd SN"51r 66"P-d wf 71xr1%MM) 14A,11 -1.76 rl.h2 47,50 LW2 19 12A6 In.115 hlmml Pipc 14".11-x 6'Pm i wl MAXXM> le?.s(l 1.76 -1112 47.51) 1.082 19 12.96 1 n.05 M-ul Pipe Dish Pressures-Service 5R" I I'x 6"P-1 wl Isn.IXMMI 14?.xll II,IMI 21µ 4T5n I.IN2 19 12.96 11I115 hhlent PRrs alnn,in,r l7fsh Aimin Ili•i! fl. 4'-Ir T-Arm ?Ik1.Ixxxl 45,on -1,76 -1112 47511 I.Ila2 19 11.9? 11.91 1' Rv .2fWr off-; K"_ A. 17, 4'dr"T-nnu h1lINNN1 451AI 1.76 -1.112 4750 hON2 19 u$? 11.9? fi lk.rnprinn Asi-dl A% f, I+ fr G'I 4'-Ir r-Ann IARINRMI 4.SMI II,IMI 2.1u a7.511 I.nP2 19 11.9? u9? ° 5•.rr.Ar P.sid e7 ?fk1.IM1fM1 2A7.HI -2.5n -1.4 ?S.Sn I.n1A ix 28.95 211.711 41.67 And-7'wrl2a.inmr II_IMMAI 7(:;xl n1Xl ImNi 1115? ?A4 R A lounl Pier Svin 711.IM1 5'-1r.12'P.1r,d wl MI.INMMI 2x7.641 2.5n -1.44 35,50 1.0t8 IR 28.95 2n,711 \l'd br: AkNrm Pips• $'4rx I P.uud of IRRIMMMI 247.fAl IMAM 7_N9 ?5.u1 I.I11A IA 28.95 20.711 M u,Piro 9'4r T-Alm 1IxI1XAAl nMl.1Xl .2,su -L44 1<,Sn LulR IN 7.tu 2.1u Force Totals 9'4r T-Arm 6iI,INA IfMI-Ikl 251I -114 15_SII ::,I I' IR 2.ill 2.111 9'4r T-Atn, I411INFIX 11 XM1 11.011 2-X9 13,511 1.01R IX 210 2.1n S,m, 1729n rl„Mr I rnirn! .Mirm of .t7ml f .clan of 5'um r f .Snm rf Tin�,r. ,71e rnrrr. r 2 F rr ar.rr„nalR ac.n,..ri..R t4'n 1(: ,(lnnlnus,Al. Arnmr,n5.At. If, !h fh bi) +b-, Ulf, Lrg Mirth 2161 8 Discrete Appurtenance Pressures-Service cf=,.run T,`„d;M.uK,'s.af-wd,hl L,6„s �. ` X ff.;Nl ILI IN 'I a[,-- rm.1w"d€ht 7ur.aR Fz--_ �:q ,c4, ..x..w.� txsrrapunn AIn rnX6, fb id l -N 1c -114490..71N41I (100 n1U1l.,1IM%M1 A=im 2( r 1. Wie 'ldr -Nnc a SVI RinJ 1R(dF O.IMINuI 101M.RR ?11495,74 .-14495.74 le f+ 2 II Jab pegs RISA Tower Job Page RIS.�1 Toti+ter The Outhouse 9 of 16 The Outhouse 10 of 16 Project oat, Project Dale U 1212-009-091 47:06:27 01/28110 U 1212-009-091 17:06:27 01126110 client oeelgn id by Ctient ❑-igned by rh,n,r: Cell trees,Inc. 1'mr°Ir' Cell Trees,Inc. far, FAX. t,„n( ,,rfr,d s,lnrl,r snnln7 snmr,f sr „ rn Igf I;,ll, renifnl !lr,r;-rn,,.,I..a' a„r.r,Inrlr.I (ka f'nlre5 f}„n•x blur<•� Onrm„r.rr.r rl„vvor,v,+r ln,rd !h !h !h ,1" / dlrlmrrlf.•.,ll, .I(n+ne,nx Af, (".0 !h It, Ih !f>'r z rb-IS Turd nlnpbl 7164 XA u- ,.-:-J ,6�gq'r'.;$";I o,lNl ulrI ge;*,ft 45',nJ ll dSg SSrvIxS j++s" � II .l%I iS,IXI -lc INI lls.29 -1 act i4,%X Il 45Ind Vll,kv-CSmfN 3 ,�.r NAG 4 ns.24 II.IM3 11 fit -1491144% h.IH1 1YuNl IS Id, -SSmu -'•>,,� 4 V.IMf 454539 Iay124.Rk IL{yl SLIM Tower Mast Reaction Summary !mr! ;"'wn7 .1hnt, .57rrn, (h— ling Ihrnxrr rnI.M. n,y 7nrglM (nnrhnmrivn Alry ,Ar, Jf- I.AL u , ,,. !h --_ .. _ Load Combinations -------------- --.___.___.___ --......._._._.__._._.____,---_-._._.____•._._._�___.___- DCMIUIIy 71N,8A ILINI 11.1H1 II IN) P.IMI UJq 1.2M i; L.6 Wind ll.ig-Nn .4597,85 I1.IN1 -16167.60 -5411029 03111 0INI 1'limb, 7Arvrripi— — 11,4 f7ax1+1-6 15'iud flat,,-Nlr 6449.14 1I1N} -I(167.f,(i -519592,411 iI,INI MINI Ice D-1 Only J.. 1.2 D-I-L6 Wind 911 deg-Nn k59I,85 1616MM n.INI ILm -541145.24 11.II11 212 0-1+I.6%s'iud II d5F-Nn I" 9 D"l-1,6%\iud n,1%-No 1" Irc 1 11,4 1.2 0-1•LF Wind 9u ckl;-Ni-,Ire ILc D<:MI+LF,%'ind 911,k•g-Nn 6149.39 16167.66 Min gINI -s,9s42Atl ulAl 5 IL9 Lhad+1.64,'md 90,k-g,-Nn INe 1.7 Dcm1+1.6 Win11 IRIId%g- k597.N5 11.01 I6167.NU 541145.29 MINI 11.iN1 F I-2 D", -:.6%,lid lP0,1L.9 Nu I,, 1140,:4,i•I!1N Pi"lid I;111 lt-g- n lee Nn 1cr X [h,nl•u'in<IUJrg-5a,x�r 11.9 U,xNlt LF Wind lBn JSg- 644,914 II rN1 76167-66 5795921u 11rN1 O.IMI N,Icc 0-1.Wiod)II,I -Stniel' Dcld,%4'indlN{llf15-g-S�nir�- 7I64.P1 II.00 -45f15,24 .151155r,0, lint, fl.On — In Dw,N 54ind 1%I1 Sig-Sc xicc• .,_ _ Pc,dl Mi9tl do•%-Surkr 71Cd.8I 4tu5.26 0A, nub -Igllss6(If, p.INI Dexlall'¢Id 1811,k�-Rmicc 716(4.98 IIM M5.24 ISd556.66 II.INI 0.01.1 Maximum Member Forces sr<,irn, carinn„rr liar rnmrirr.rl, rn,. ,I,inl ,Ssy W,r,l,lnv A6nn,: Solution Summary �1nr,r n5, h rr cfvrrr Pr,r„Il,n Arnnrrnl — __ _ —_-- (}w,b 1h r1r-7 rh f-- s i f 4Jrnr�r r rl ..r�r rr , ------ �——--------- --� --- — --- r l LI 52.167-1 FSde ALm I'm5inn I O.tNI nl%1 u.lNl (o I. f! _ !h Ih ih !h 11 Ni.,x.CnnlrrsvutNl 2 -956344 11.f1t1 541145,29 _...,...__..-.,....,. .,._.-,_ -- .,_-.,._- _. __. _....-..--- .,._.__.__,. -... ..._—.._. nlNx-h1x 4 -R56J 44 -541145.29 II.IN1 I 11.1%I 71 G4.Nk Ir IHI nIN1 71(s.NV II.iNI illuxl",. Alex-f.1y 2 -k561,44 1111N1 UI165.$9 2 Il.lxl k547.R5 -IFI 67.R15 II.IN1 Ns97.P5 ibI67.611 (I(NiM MnS.1, 4 i61 P5.P5 .,l4t 145,29 n.INf 1 n,ryl -(mR,19 -16167.Pf1 111N1 C,44R.J9 16167.(* n1Mi15'. Ain.,,M1'x -I61A5,85 If,INI 141145,29 4 IFI(,,7.NII -X597.85 {},INI -[Ai 67.bn 9597.N5 IIAMI i1IN11^.5 s 16167.9n -6444.A9 tl.IN -16 1 167F ❑6 644R.J9 .INI E1JN ill: 6 1toll .9597.R5 16167.N,1 p.INI 959i.A5 -16167.0 II[N117: 7 wM] .644%.19 161671" 0INI 644A-?9 -16167.66 PI1111 e R IllNl -71f,4.R% .45115.29 11,1111 71M RX 45n5-24 II,i N11% 9 45r1<29 -7l..PA 11 SN1 -15115.24 11(>I-NP II IN; (I.ml% Maximum Reactions _J It) DIR1 .7164.99 4505.29 Il.(AI 7164,88 4505,>4 u.1NuII: l.nnlri,ul f'nn,lnlrnl Gm f'erdr�*r 16,,, r+of,� nn,i_,lund.Z ff.nl fh rh !h ( n,b. rule Ala%,1'NnS k547.Ns -I C,167fi11 ❑.nu htnx,41, I[l 7164.%N MINI -45115,_`4 � Non-Linear Convergence Results AIn.31. = Fa4A.5y II INI 56167.Ffi - _-- n1m.AI, 2 541145,29 r, U.INI I6k67(NI lxuf n.rer,r> hsrna r,fp.rna•n,rnr /;rnr hill,.nl, 4 S411d5,29 -16167.6U 11n1] ('unlArnurFnn — _ _=�('rrlet rnlua,rrr laltrml,r M11ax.TntSilm 5 II.1N1 -16167.66 II.INY ]"5'S 6 SI IMIIMNN%11! — __-- — I II INXNNNN1i Aln1 Vm 4 P49.?4 -1611,7.56 0.<NI $ Y, N ll MANNN}I 11,lPH:761% Kin"1{- 5 6449.79 -16167.6E 1)W l 8 II IIfHl11 mllll I}AMA1119924 Mill.I{. 7 6449.19 II.I1tl -Ih161.C6R 4 4',s N IIMKKNNII 1I,INNN17619 \tin.nl, 6 -541145.29 II IMI -16167.N1 5 A't. 8 03WMNNMMII [1.IN11N75824 nlin AS, I fl.IW UINI 11"1 6 Y,5 N 0.I0MMNNIIIt n.INN11176I9 Niln 4INI -45115,24 11,1111 7 15v 9 11 rINIII(kPIMII 0_INNNISA24 ob 9 Page 12 of 16 Project Date Project Date 1-11212-009-091 17:06:27 01/28110 U12S2-009-091 17:0627 01128110 Client Deolgnad by Client Dealpned by r'6nr1r: Cell Trees,Inc. rhnnrr Cell Trees,Inc. re.1,r rAx: R 1'r: R I!IXNNMMRiI (1.(ANN11961 .- ,Serrina -. Glrrarlmr !lnr�_�x_W._.._ (;ar�_,�_1Tlr KINNNNNN)1 11 iANNl396I Na. llelmirm 1-4 In ti'n R 0AMMIINMII (1,ilm3961 fi in __�_...._� -_ LI 92.167-I IA,._2fi6 i 2,4R.lI II,INAX] Maximum Tower Deflections-Service Wind Critical Deflections and Radius of Curvature-Design Wind .Srr,irxr klr+mir+n 17nr- (7nr, Tl, 7'ni.$)�� �£lrrari,xl .IMr'nnrnnrr (:.,r, !kj)rrrinn 7'ilr 7'nrsr Rndrvn nl N<r. lkJkrrinn lnmf _ in Cbmlx ° !md (5n+'nlnrr .-_'_........._..._..._.._._.._.�- �-_.�__-..__.._�_ _ �_.__ n �,.,__ 52.UII [114 I1.br:mdns � 4 m �IA.21I[, 2.476I� [!IRNN3 I � Inl S L'.41 [3l a n_Ilru+dr(s 4 18.112A 2�5R6 1!nINNI lul Sn,R[I {11 a A.--d-' 4 17.711 1.4341 u,IRllkl Inf 49,RII {3)4It @a[Iclrt< 4 17,4T1 21YQ1 11(NNMI Inf Critical Deflections and Radius of Curvature-Service Wind 4A50 4n,'P d+, 4 1,[K+4 z1641 If(ANNI lilt 47.sn rz1sA'xlf'x6-randwlnit+rml a 16.6IN] 2.31A5 u2NRA) hrr P.- F.7rmrirxr Aplxr+rrnn,Kr I:nr. !kllrninn Tih 2uisr Rndiue W 4LIR} (3)2 n.&mrehrs 4 I6 421 21010 (11xRN) Snf In,d ()mnrrar 45.RU 1314 n,IAmlc1. 4 15,9" 2,259u u.nINM1 Inf �r 445a (316 rt&nl b 4 15,529 2,2135 (1 IRKII lnr SJIra n.6q[12 u.iNNN1 [af 41.IX1 I?16 n,&a,= 4 E4,993 2.161It B,fNIIMI Id �+IM (1)A It.Bra inv R I i I3)4 11.13ran= R 5.1I[5 1!69n2 u.INNM} ;nf 421A7 1?i 61S,Br:vr[11 c 3 14 C.16 2.1299 I7.IxNNI InC 511.RU {3140.Brandr� R 4.945 0.69112 0.INNN) lnf 41.67 Andr v�2'alnadmiic 4 f4.519 2,1144 IAXW hrf 49,R11. { ' , 141 11.1m) n 4n5n 6 n.11a1- 4 [4,tf11 20734 (NNNI 1nf 11411.E3-1 - % 4.84E 39,IN) 6N.B-k 4 f3.565 28209 u,INxNI Inf 4N A 4.747 I1.h112 ❑(ffi nf 3Zsu 11E n.Bsacho 4 13.030 1.9684 tl.INANI Inf 4.17R1 .115,NIi4 A 61Pslda N"m A 4617 II,69n2 0(NNNI In Pier 36.IN) (3)6 A.B-d- 4 12,495 1.915A n.(NNAI Inf .g11u f31 2 A,Ftranchrs A 4.sfw4 1k69112 0.(HNNI lnf 35.3n (4)5,4r N 12-pe,id l Rfmpl Pip, 4 12.31E 1.9983 II,IXANI Inf 45 zu 131 4 A,Bnnd+rR A 4,449 fY.69[12 n.INNNI Inf 3450 13)6 11.Iltmrrh� 4 11.959 I.9611 ;!IAAN] Inf .W,SrI I31 6 A.gra+dl4 R 4.120 U.69(12 0.(NNAI Inf JS.fAI (316 n.Brzh( 4 11.424 LRI[1R 11 lK } Inf 41JMI {116 n.73ran(f14s R 4,171 U.69C KINMNI In! 71.Sn 3 6A.Branders 4 IuNss I75R2 I)mg) Inf 42,INI 131 6 1t.Brmdrt. % 4I171 n.69(12 n,INNMI Inl' 311(al (3)6 a.Brmdl c 4 Iu.353 l_1a57 it'N"' Inf 41.67 Amer-2'.IRndenlr x 4.(119 UW2 WINN) Inf IS,511 (1)A n.Brm)dr w 4 9.A17 L6512 u,[NXN) hd 40.sn 1?I 6 n.13ra1rdln A 3.9L2 n,6V',12 umX) Inf 27.41] (31 N n,Ilmd. 4 9.292 i.61N17 ndXMY) Inf ? , f 25.50 I3 J1 RA n.tradl. 4 R,746 E 5RI IPI,IINNXNRII Ihnlf V 7I laff3 60Bad 11(AA 24.01I 018 A,t3x.,], 4 11 31956 ?6r A7 n6911Z ANA 22.SU 75 .4411 M !f?75(! l ,s 76 I .iNl ) ? 3Pa � 5,5n [2' nd.1 NI-i Per A ?A26 II6wl2 WON) Inf 21 B na.Bral:d 4 7A411 IYNK. n.(NNIII h1f 34,5[1 (31 fi ll.B-dr(, N 3.127 I7,64A 12 WARM Inf 19!n (3)R A.Brsrchrs 4 6,fill! 1 tiagn n,(lmA1 In! 3101 33,IX7 1137fS 6F BIl..BBrraaud4reura A 3.178 n 1!6912 4(UtANNKANlI lnnf {11 R A.Bmdlo 4 6069 I.2R55 l!(MAXI Inf 1.Sn nLmi 7,19 ufi9()2 nC (3}10 R.Bads 4 5.533 I,z13r 11 OAM1 hd 15W (3)I0 A.AuLs 4 4.998 I,IBUr USNN [uf 11 2. R69112 2A sn (1S N II.[Ir.'nrrhr� N 2.731 0 69112 'l.INNNI Inf 271N) (3Y A n. rb-,:ss 2 (11I.lnNx(HMnNNNIIl IIInnnf 3It' 433 69112 S u 24N (3)A Bnr 2A4 11 691 12 22.511 (1)A A, 2.113 11.692 11 MINIrurff Base Plate Design Data 21.(NI (?)A0. 1.9A6 11,firM12 II fANNI [uf 19.50 Ms n.&aadl� N I.R117 u.69n2 a,xRNI Inf I A_INI 13S R n.B-Wdre� A I.6AA 11,69n2 n.INMNI Inf !'rn+r ASrmlrr A-I-A* A,,,.f Arnnf Arr1n1 Armai Cw1-11hr Rauh I6.5[1 f?1 NI O.Braldlxr H 1.539 u.69112 I].IN11R1 Sn I' 7ldrknru ufArmlmr ,3'ir dllnnn6fr .Ilio-hlr All 7111 Alh»rnM1lr Cmafiriml I Alf f31!d n.&mrhrs R [.390 U.69n2 0.1N%R) Snf Rnlrs Rnfin Rarin Rmin Rnrrn lwe RA !Tarr Riffrrrr T r, ('nrry,.r4sinrr sirr.rx ,Sl- i nr 'r Ihnn !b ksf ksi 1.7nA) 4 2.2SIN1 1AR851S9 193133.34 34,412 Bnll T r1.R4 2 Maximum Tower Deflections-Design Wind L " 371 0.32 30 .0.76. O.A4 V 1 1v� RISATower Job page 13of16 RISA Tower Job Pape The Outhouse The Outhouse to of 16 Project Date Project Dale U 1212-D09-091 17:06:27 01128110 U 1212-009-091 17:0627 01128i10 Client Designed by C11e^i Deef ned by I-A Ph..rn•: g Cell Trees.Inc. Cell Trees.Inc. ran, FAX Nrrriml 1;lr,rnin+I .}i-r-� Af... -.__ 4.17,„ �Rnr,u Af„ bAl„ Rl+fin M, Af.. M- A n n 1-Jr ire h f p t O.M. 49(dW,-Compression Checks - ------------------ -- __._- a_-...-- 7146.32 L<2"1.31 r029 01h, 212,0-4 11 11,IN10 47Er fpl 47.[I,SIIx- 161I A.511 26652-5_INl 11_061 0.Iw1 MA52.51 NI II INN) J4,492 Pole Design Data 1 4.1.192- 2725t1.81 2R07167 (1101 n.(wl ?057167 nrNlrl 41 4316 .liYffrl4 F:le1'nfhlrl .1is 1. l� .11-i' A2', pl', RR/m 41.9?7C.- 40603.INI 2Y49RItM 11,13M 11.,n 2949RII,(wl 11.IN41 1,• 39,1751 A'+ 19.1751-J ---- - --.- . 55R17,17 1n979.17 11.lx6 IIINI 1r9744,17 rowu lNYw 9R9-21MS5.N ILMIILI 7 51.17 94: 16,9169. 76(IRR,92 124R79.11 0.214 IIIII) 124A7R31 r11ww1 44.(IIR6 11,25N6 49.11,4(,. II.MA -E24491 29127URI I1.I0}t 14.25 R(,- II11622.Sf1 1-0164_l7 I1.299 (I.INI 14100.17 rl l4 Nl 47.05n1 3L.71Ni2 4.II.14 1L4914 -151A1,9i1 1116911w1 (IfN15 .117fw12- 12100(NJ 15622111X) 0.3(2 (1M 1142211IN' ulwwl td 492 29.1419 44.a92- 11,7911Y -191264 114277.g11 u1w16 2Y,1419- 15N1?).Sn 172412.50 g4L5 C.nn 172412.511 uiwNl 4L9116 2!5A15 41gW-- 12(Am -2227,11 ?54999.I* 009, 20Vi.- 499754,17 1R91M}5,Ix1 II499 DM IR9NSAw1 Immo ?9,1751 24,1752 14.1751. 12.1N6{1 -256o 4I1 17i414,14, IIYN17 2-11-11- 2214111.R1 411541R SI 11.55f1 rI 1N1 410918,11 0,1NNI i6,R1(,Y 21 a6(R 14R164. 126916 4 t92 35 196759.nn 0.011 214(69- 25969n_R1 42121M11 n-611_ 11 IN) 421212,.50 oIN91 34.2596 IR,9e94 15,2-<,4(_ I?.0%VI » 4q.IMI 4177521w1 a III I 1R.911w3- 29(d.41 IN1 4i11457.5n 11.6T1 11,1NI 44087,5d II!Nwl 1 L71 M 12 1FXI_1G 11,71N12- 11,2787 -7R07,59 4M797,INI 111111 16,15111- 1164711,R1 414911131 11.7i1 001 45R9"r1l II,f IINI 29.1419 11.741 R 2^,1414- 11,5761 -5234.14 459%7F.W II f111 11,791R- 177114w.11 4772Rolw1 11.7% (MN, 4772R11Iw1 fIINN1 26.5935 1 1.2334 26,5A15. I5.%719 .5546,54 VYMt.m1 Il.012 11.2154- 417NIf1.0 -1461117,511 I1,R42 Illlrl 49f,017.5(1 f11Nwl 2.SA"' N_67505 2111251, 14.l714 -5995.19 511DWI.W 11.012 N,675115- 459750,N1 Slil ls.Rl 0.R91 4111 11,115.91 111NN) 21,4669 6,1167 21:1(r.R_ 14,461w1 -b556.27 527211 IN) 4.1112 6.1167- 499R64.17 1.1 MI.t7 ,1.915 nnll 51*17.1.17 11000 t N.9INi4 1.55935 I N."ArR4- 14.7"1 _6459_14 54411A.1NI GAR! 1,SSA15.1 541 L45,INI SS4194.17 S1976 IIINI I!LOW,17 II INN) 16.1 Sul 16.15f];- It,WAI -7i4f175 56541Ni.1111 11,611 -" _---'•------- ---�^ ^^^--�--- 1 1,791 R U.791A. 15.?617 4572,19 5R6479.1NI 11.011 11,il%4 11,2314. 1565`12 -,NIn.7J 611712LM OJAI Pole Shear Design Data 4 675115 K 675R5- 15956R -Ro55.61 6285111 LL 1ui111 .5?•crinl+ F.klnuml ti:r A,11.1 V. Rmin .I""d 0. R.ai•1 el h'u. 1; I•, T, I. 6.1167- 16.2144 -FYV,61 649515.Iw1 u.1113 f{ lhlh- 1 _ ..- ii- 1.SSw15.( if,.5519 -AWA4 671H4n INI 0.1111 TP2PSIAxu.1x15 •1596.5� _ {9l1[wtml u.mlR 11,1%I491995,ft1 - ulwwl� -19,r,IINf 44,60%- iEW,79 t96521,(Al rl.(116 IIINI <19224.11 fl.o(XI 47.115111 47.115111- 41162.59 20 174 7.191 11(f 20 II[N1 5471"Al 11.INR1 44.492 Pole Bending Design Data 41.4)2- 49212 2W,9711 INI I11124 ll.Iw1 575R96.67 II INMI 4 t.911A .ti•r nrm 6?r,nrin„ .SI-e Af„, Or- Rmm ef„ 1Af„ Rerin 419W1- 54A9.15 212191,INI o,026 IIINI (IM3111.81 f}.mnl All, f t Y i, ,17S1_ 21741 INI 1110 6i519R31 0INNllhf (hJi A57_• 1 1 L1 1167- TP2Ax IR.u.i%75 21{41.29 259s12,5ll II1N19 (I.ENI 2195 22.Su (),INNI 6. 9745.12 212{.SI1,I111 11144 IIINI 666149.17 11.INNI 4Yhae6 Tower P•R• RISA To Yl3G'1' Jo4 The Outhouse page 15 of 16 RISA T Job The Outhouse 16 of 16 Pral.ct Dals Project D.I. U 1212-009-091 17:06 27 01/28110 U 1212-009-091 17:06:27 01128710 CII..t D.al d b Client Cell by r•rnnr, Cell Trees,Inc. gn. L rnnnr� Cell Trees,Inc. ,5nnrx F.fnvt.rn Gcr Aram! pl: Rnrin Arnml +T. Rnrin lirrirnr F.Innrir,n Rmin Rn+ii Ru+hi-- H4rrn Rnrin Co,nh. ,7fln,r, !'rirr,in-- Nn T. T. No. f'. A!°, 8l., 1'° T. .4rr., .Gm:S r Rnrin Rnrin f u, 01: .1i h:f ¢7: f 01_,_ cil 4"�.•..... !�: _.....__a� __--_ - 34.25X( 26 SR15- II,012 II aAA {1.IMMI n.I151 11.INIII 11,5112 LINNI d.li1-I:Iv 34,254 6_ IN 5,511 2279611Xr 101ts 0.IN7 69RO4.17 0j" 24.11252 117:M12 24.11252- oI112 6,550 VLIMM1 0.04 ojXNI 11565 I'mr ?LWM12- I11N17.111 213IIR(.110 ILW7 ILINI 71111112.5t] O,IXXI 21.466A 4.1[1-In 29,1419 21.4150- 0012 11,612 41,INMI f107 0 NMI 0.628 I.IMNI 291414- 11496-211 21 091N1 U.nsn nm 7615115,11f5 U,1MNs MINIM ✓ 4_ntirn✓ 26,5RR5 2R.51i15_ 12514.111 241t124M1 0.051 I11M1 79714111X1 ILIA" 1R,90A4- II.{}II 11.67i II,INIII i11159 fI1NKl II.6A9 LOW 4.111-in✓ 24s1252 1fi.15u1 1/ 24.0252_ U465,50 24R756fX1 0.054 "All 8/Igo 17 OXXX) Ifi.3501- 11.013 0.711 i00) lu" n,IX11 11.7511 I,IMX1 4,1141n 21.4668 13,M R ✓ 21.466A- 14188,90 253979011 007 0-IN) 86720R1? nINM1 11.7919- (MID 11.79) II,f1N1 11Lw IL.[ MNI 11806 LIXNI I A.9104 11,2334 1♦ 4.111.10✓ I 8.91184- 151116,711 25YD2,t1U 'IL059 ILIN) 9111?511,111 11.INMI Y I6.S511I 11.21?a- moll 0.842 O.INNI II,{75R nfNMi II ASY I_INN] 4.I1i.1n 16.?YH 15B16.f17 264425.(X, 0.060 0jil 9uM11n 67 n.nlMl B61505 ✓ 11.741E R.67305- 11011 0.991 u,1 (LIMPX1 R1157 (%INN) 0, I(w 4-10-Ia✓ 11,741R- 159111 N1 26964R[111 11.059 1)_IMI 977525,iN1 fI,INNI 6_1167 v I L2114 6,1167- ILn15 11915 ILIMNI 11.115E {11NNt [1951 I.IMMI I i,21?a. 15981AX) 274872nu 11nSA Imx1 1015758-11 41INM1 ?,55R15 ✓ 4.1 N-1n✓ 8675f1% 1.55µ15-1 11.013 11476 11,INN1 1015R 111XX1 I1992 I.INNI A E75U5- 1052,8t1 2MIX7951N1 11,1117 RIMI 1054725_(NI IL(R)II / 4_I11.1:, 6.11&7 v 6.1167- 161211.411 2N53 MINI 01156 RINI 109443331 03n) s5R1_S ?.SSM1iS-I 16195,4II 2911541.IM! 11.115E IL IX) 11149fi6_E7 0,IX111 Section Capacity Table Pole Interaction Design Data _ $rrrie>'r Eki r Cnny+nxar .tis Ciirirn7 !' Srrriror 67nnrirn Rnrin Rnrin Hain Rnrin Rnnn G-h dllnl,: (5iier+n ff frrm 717r Elrmrnt It, 1h - C.I-D. 65"N A'n 1: 4!„ A!, is T: Sr+tSr Sp-, 52.167-I Pu1r TP1R11Rs0.IA75- 1 -R563.44 E764411.10 99.2 �Pa45 Jr _ 1', {! bA! bl: OL Rn+ro Rnun SIN 11m, a_.�__-_-_�----__.,_ Pnle(LII 99.2 PMS L4 521C.1- II,INII II,fx19 II,IMK) II.IXIR 11,INN1 Il,illl LIMNI 411111 R..-MINI, 34.4 Pact 49 R6 v RA LILAC- 99.2 Pass 49611E6- [LIN" Uo29 UANMI 11.016 0(XM1 0.034 1100I gl0-IN 47.D501 {/ 47II143- II IX15 1I.t161 0IXNI I1.020 0.1011 01161 LIXXI 4.ln1 I¢ 44.492 v 44.492- 11.1111E II_1197 0.I1NI 11.024 ILIMNI o.1111 LIMA) 4_If1-I.� 41,9116 {/ 41 9316- IIIMI6 0.1}N (%("1 0.62E n-OINr 11,145 LINN) 4.11LI.6/ Pmgmu tlasinu 5-3_1 o-I10MR18 Fil.SJ M19 Pmiml tU 1212 Cdl Les.IrcIU 1212-iM)9-1191'De OuOiflit r(CA,55 Nlonnpinr,C. - 19.1755 119.178yFs1Fmm+siW]bc Tnn frhrpullinuu Nm Brand-ai 19-?751- IIoI17 11.I90 0.IXN1 I].I129 II,UIMI 11.IRK I.IXNI 4,I11.1n� 16,R169 ✓ ?6.8169- O.UII oZIA o.IMN1 (Kim 01NMI U,247 LINNI 4_IDA. ?4 2586 F/ 14.1596- 0.1111 U.299 IIINXI 0.1b5 IIAW I11i1 IA"I 4-111-I9✓ 3t.71M12 ✓ 11.7102- VAIII n,162 D[MR) 0.1147 II INKY II 775 LIVII 4,I11-Inr 29.1419 v 29,1419- 11.011 11.425 IIINXI orrSU nNK) 0.419 LIM" 4_1l1-1aS/ 26.tP15 TIA-222-G - 85 mph Exposure C Maximum Values -VX -Vz Mx - Mz Global Mast Shear(lb) Global Mast Moment (lb-ft) 0 50DO TWO 2DDDC 0 5000DO 1,—DD6 17 ............... --------- .......... -T I 0 > UJI I.Do 6 5000 10000 15000 20000 0 5DDDDG The Outhouse P'Ojec'U1212-009-091 r"" Cell Trees.Inc. Drawn by: App'd: Phone: ';Ode: TIA-222-G Dale:01128/10 IScale: NTS FAX: Path: . I Dwg No.E-4 D 'a i y C C_ O CI O O O O Cl) CNV 4 E ! _........ ...-....... � i Q I p I C] 7 m r, 1 C O O O 0 N n FOUNDATION NOTES 1. Plate thickness is 1.7500 in. 2. Plate grade is A572-50. 3. Anchor bolt grade is A615-75. -.......m..,.__t. __.,.....__._. 4. fc is 4 ksi, , 1 34.0000 in ° The Outhouse FIq"t U1212-009.091 c+1ea1:Cell Trees,Inc. Drawn by: aPPd: Phone: Code' TIA-222-G ca1e:01/28/10 scale: NTS FAX: Pam. owgNo.F-1 JOB NO.: U1212-009-091 DESIGNED: JSP DATE: 10/21/09 CHECKED: RNE Y n G In E >_ R S SHEET j of PROJECT: THE OUTHOUSE l/ Seismic Base Shear Calculations: Reactions From Wind: V„(kips): 16.2 Wt (kips): 6.9 Seismic Parameters: Per California Building Code, 2007 Edition (2006 IBC), ASCE 7-05 Structure Height 50 Occupancy Category II Fa= 1.00 Seismic Design Category= E Fv= 1.50 Is = 1.00 SMs= 1.75 Site Class= D SM,= 1.14 R= 1.50 SDS= 1.17 S5= 1.750 SD,= 0.76 Sa= 0.760 Seismic Base Shear: Cs(MiN) = 0.03 0.03 CS(MIN) = 0.8 x S1 1(R I Is) = 0A (if Si >= 0.6) Cs(MAx) = Soy I (Ta x (R 1 Is)) = 1.35 Ta = Cixh„ = 0.38 s 6 � CS - Sos l{ R I Is ) = 0.778 V = C$x W = 5.40 kips Total Seismic Shear(V.): 5.4 Kips Total Wind Shear: 16.2 Kips Base Shear From Wind Loadinq Governs JOB NO.: U1212-009-091 DESIGNED: JSP 1k 'ffECT0FZDATE: 10/21/09 CHECKED: RNE E n G I n E E R 5 SHEET V OF PROJECT: THE OUTHOUSE Unreinforced Access Port Analysis (3-Ports) Unreinforced Access Port: Port Width: 8 inches PORT WIDTH Port Height: 18 inches Pole Shaft Loading: EQUIV. MU: 110 kip-ft CIRCLE P": 4.4 kips I V,: 11.0 kips Properties Access Port: O D Pole Fla Outer©K: 21.5 in Thickness, Pale Thickness,TK: 0.1875 in 4 APoIeNoAccess• 12.5 In" POLE WeNoAccess: 707.8 in' 4S SPoleNoAccess• 66.0 In' TK Areinforced� 8.0 inL Ireinforced: 449.41in4 Sreinforced: 41.9 ins K: 1 E: 29000 ksi L: 50 ft Fy: 651 ksi rl r: 7.52 in r F'y: 52.9 ksi ~ KLIr: 79.8 Note: kc: 1.1 Section properities are base on an equivalent Fcr: 21.3 ksi 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 Mn: 245.3 kip-ft properties are conservative. Pn: 169.7 kip Vn: 210.5 kip Interaction Check: 0.53 OKAY JOB NO.: U1212-009-091 DESIGNED: JSP ECTORDATE: 10/21/09 CHECKED: RNE n G i n t= E R S SHEET 22 OF PROJECT: THE OUTHOUSE Reinforced Access Port Analysis Reinforced Access Port: Width,w: 9 inches Thickness, tf: 0.75 inches \_ Depth, d: 4 inches Projection, p: 0.5 inches T Pole Shaft Loading: EQUIV. M,,: 541 kip-fi CIRCLE--/ � P.:F 8 61 kips \� V : 16.2 kips �,\\ Properties @ Access Port: L1— T � Flat-Flat DO: 27.5 in Pole Thickness, t2:1 0.1875 in W AftleNoAccess: 16.1 in' IPoleNonccess: 1500.2 in' S%IeNoAccess• 109.1 in' Areinforced: 24.6 m` Ireinforced 2699-2 In' E: 29000 ksi o Sreinforced 189.4 In' Fy: 50 ksi K: 1 L: 50 €t Note: r: 10.46 in Section properities are base on an equivalent F'y: 50.0 ksi circular tube as shown in the illustration above. KL1r: 57.3 The outer diameter of the circle is equal to the c: 08 flat-flat diameter of the polygon thus the properties are conservative. Fcr: 39.3 ksi Mn: g969.1 kip-ft Pn kip vn: kip Interaction Check: OKAY JOB NO.: U1212-009-091 DESIGNED: JSP ECTDATE: 10/21/09 CHECKED: RNE E I� S I n E E R S SHEET 'V�2 OF PROJECT: THE OUTHOUSE Foundat 'ion Des 'ign JOB NO.: U1212-009-091 DESIGNED: JSP T4 0"' R DATE: 10/21/09 CiiECKED: RIVE E n G I r E E R S SHEET OF PROJECT: THE OUTHOUSE Drilled Pier Design Design Loads (Factored 1 Max. Shear,V 10.75 = 21.6 k Max. Down, P,,d,.,10.75= 11.5 k Max. Moment, M,10.75 1 722.7 k-ft Max. Uplift, P _ P,��10.75(opt-1)= 0.0 k Pier Properties: Pier Diameter, b: E!� ft Volume of Concrete: 310 ft3 Min, Pier Diameter, brr,;n (opt'I): ft Volume of Concrete: 11.5 yd' Top of Pier Elevation: 0.50 it Weight of Concrete: 46.5 k Pier Depth, d: 19.0 ft Min. Pier Depth,dmj,(opt'I): ft Max. Pier Depth,dmsx(opt'l): ft Soil Properties: Allow.Bearing Pressure: 3,000 psf Optional Parameters for Uplift: Factor of Safety: 2 113 increase for short term loads? No Skin Friction: 0 psf Factor of Safety: 2 Lateral Bearing, S: 220 pcf Top Length to Ignore: Ift Factor of Safety: 2 113 increase for short Max. Lateral Bearing (opt'l): 3,300 psf term loads? Top Depth to Ignore: 0.0 ft Combine wl Bearing: 113 increase for short term loads? No 112"deflection at tlo pier allowed: No 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: 21,600 ib Point of Application,h: 34.0 ft 51 max- 6,600 psf S 1,760 psf A=2.34"P/(Slb): 6.38 Required Pier Depth, dfegd: 18.9 ft Lateral bearing capacity OK. ' Title: Job# Dsgnr: Project Desc,' (�✓ E 0 ��V Project Notes E n G I n E E F2 S Parted.28,!A.W?G!i!, 52Phl Al Trees'In601212-0.09-091 The Outhouse(CA,55'.Monopine,-G,09-178)lEngineeringlEnercal6the outhouse.ec6 Concrete` cilumn 'ENERCALC,INC.-,1983-2009,Ver 6!1'A0 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 ft E= = 3,823.68 ksi End Fixity Top Free, Bottom Fixed Density = 145.0 pcf ACI Code Year ACI 318-05 R = 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 AsrMA6159ars used Type of Stirrups used: Spirals Min Reinf. = 0.50 % ypFy-stirrups Max.Reinf. = 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 Y Cover=3.Oin •, '� •#� :\ ue\e Column Reinforcing:15.0-#8 bars I "- ua r sa.a in "Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:44,969.4 Ibs"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 ft creating Mx-x,W=9.90 k Moment acting about X-X axis,W=340.0 k-ft DESIGN Sl1MMARY Maximum Stress Ratio 0.6405; 1 Maximum SERVICE Load Reactions.. Load Combination +0.90n+1.60W+1.60H Top along Y-Y k Bottom along Y-Y k Location of max.above base 19.50 ft Top along X-X k Bottom along X-X k At Pn=Pu,Load Contour location values are. .. pu= 46.593 k (p "Pn= 46.593 k Mux-Muy Angie- 0.0 deg Maximum SERVICE Load Deflections... Mu at Angle= 852.88 k-ft Along Y-Y -0.09590 in at 19.50 it above base Phi"Mn at Angle- 1,331.53 k-ft for load comUnaiios) vv Only Mu-x= 852.88 k-ft (p .Mn-x= 1,331.53 k-ft Along X-X 0.01n at 0.0 ft above base Mu-y- 0.0 01: r) "Mn-y= 0.0 k-ft for load combination Column Capacities... General Section Information.rp = 0,70 �j =0.8250 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 (p Pr,max:Usable Compressive Axial Capacity 5,608.33 k Concrete Area 2,290.22 inA2 (P Pr,min:Usable Tension Axial Capacity -497.70 k Governing Load Combination Results base fl ... . Pu ..l Load nal puLrpPn 'I.�a. . ........... Mu f.. *M ..I Governing Factored Dist.from Axial Load Analysis k Dist from , Bending Analysis k-ft Load C,=Nvtiation se ft ,�x"Mux cp Mnx Sy"Muy cp Mny at Mx M An le} . ......... _.__.. +1 40D 1950. 72.48 5,608.33 0.013 19,50 +1.20D+1.60Lr+0.50L+0,80W 19.50 62.12 62.12 1.000 19.50 426.44 1.365.75 0.312 Title: Job# �. Dsgnr: Project Desc.: -V, ��k ECTOR Project Notes: E M G I n E E F2 5 Pnn[e .29 JAI•;2G1C Sip?b-. :II Trees,IncW1212-009-091 The Outhouse(CA,55'Monopine,G,09-17811EngineednglEnercalcUhe outhouse.eefi 13 LConcrete Column ENERCALC,INC 198a-2009,Ver 6.1.00 .wMr.rr, KHEINSMUM .- Description: Drilled Pier Governing Load Combination Results _........ .. _ ........... ............ ........ __.... Governing Factored Dist.from Axial Load Analysis k Dist.from Bending Analysis k-ft Mu!cp*Mn Load Combination base ft Pu ( Pn Pu!(p Pn base ft 6 x*Mux cp Mnx sy*Muy (p Mny at Mx-My Angle ......._ -.. ...... . ......... .............,-.... +1.20D+0.50L+1.50S+Q.80V! 19.50 62.12 62.12 1.000 1950 426,44 1135575 0,312 +1.20D+0.50Lr+0.50L+1.60VW 19.50 62.12 62,12 1.000 1950 852.88 1,355.75 0,624 +1.20D+0.501-+0-50S+1.60W 19.50 62.12 62.12 1.000 19.5D 852.88 1,365.75 0.624 +0.90D+1.60W+1.60H 19.50 46.59 46.59 1.000 19.50 852.80 1,331.53 0.641 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Ax}s 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 Defection Distance D Only 0.0000 in 0.000 H 0.000 io 0.000 fi W Only 0.0000 in 0.000 ft 0,000 in 0.000 It Sketches Y s81 1 � 1 ♦� 1 R'. 9 �rre E a o � 3 o, or� Title: Job# Dsgnr: I Vk Project Desc.: V E C T to MR Project Notes n G I it E E F2 S Printed.28JAR2010.5WPM 0 Trees,IncM212-009-091 The Outhouse(CA,53monopine,G,09-178)1EngireeringlEnercalclthe cruthouse.ec6 Concrete Column ENERGALC,INC.1983-2009.Ver 6.1,00 MIT--TZM doltel Z43 lZillillik tilt—1 a Description Drilled Pier Interaction Diagram Concrete Column P-M Interaction Diagram 5,608.3, Allowable Moment (k-;ft) ----------- 4,486.7 7!: 3,925.8 ......... 3,365.0 1 _7 x 2,804.2 7 2,243.3 ........ 1,682.5 1,121.7 - 560.8 .. ........ 0.0 363.1 726.2 1,1389.3 1,452.5 1,815.6 2,178.7 2,541.8 2,904.9 3,268.0 3,631.1 JOB NO.: U1212-009-091 DESIGNED: JSP ECTORDATE: 10/21/09 CHECKI=Q: RNE E n G In E E FR S SHEET c OF PROJECT: THE OUTHOUSE Anchorage Embedment Design WN.,0- ANCHOR ROD COVER Vertical Bar Size: #8 Conc. Comp. Strength: 4500 psi i 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 a w Top Conc, Cover: 3 inches 2 Bolt Circle Dia.: 34 inches Horizontal Tie Size: #4 #Anchor Rods: 4 Anchor Rod Dia: 2.25 inches s (bar 1oc. factor): 1.0 � FRT.REINF yre(epoxy coating factor): 1.0 kys(bar size factor): 1.0 k (concrete type factor): 1.0 MIN SQE t coven eoL70IRcLeow, Bar Diameter: 1.0 in PER DIAMETER 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: 1507Q9 Ibs Transverse Reinforcment Design - =� �E� � IF — Transverse f'y 40 ksi Seismic Design Category: E Spacing at to of Pier in 6 P 9 P (� ) (L �—[C LLI ffp Spacing at bottom of Pier(in) 12 C m Ps min 0.01 P,actual Bottom of Pier 0.04 ID—ID ps actual Top of Pier 0.08 IIm Total Pier Depth (ft) 19.5 Top of Pier Depth(ft) 13.5 Bottom of Pier Depth (ft) 6 t. 5=f: f'z_I Ivt{T iSSJANCE - SCOT r',1!�-KAS &ASSC)CIATES, BY -e� D AT E Tl�e�e Mans have been reviewed for adY+eru nce to the is c,oc)Ocable coc4es and ueordinance.cJ gAPer�rr�itLpepd+ng .granted to rrcies. Rev ised �P+lali�i�iedk Prmit based on The i. stian e or granting of aotpUe construed to StrpauraliCalaulativf�ia applicable permit or approve any via!a"c"� o' the dt r.. ,,.rr,',t resumed to give authority to violate or can, el the provisions Project: The Outhouse ccdes small ba vaLitA3410B Job No: '= w 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 QptO F ESSIo �xC'H'4EC �9C General Criteria 2 �co �o FZ cz Q Seismic vs. Wind 3 No,62 rn z* crest a Cab. Mounts 4 ( KB-TZ 5 T�o F CALIF0 ` r ` `� CMU Wall Des. 9 , �D Y �V UP 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 Structural Design Criteria Project: The Outhouse LA3410B 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 particular job: 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 11. 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, i'y=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, Pm = 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 calos. 9. Foundations are designed according to 2007 CBC, Table 1804.2- 1600 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 STREET (N)ROYAL STREEt LEASE AREA y� EDUIPMEM CA4tiET v Sip 2'-7" B' 2'-11' d" 2'-11' 6- 2'-7' PER P1A.N �sr 3 6 7 9 D-I o-t o,1 (N)1'-6"CONCRETE 2500 PSI CONCRETE FOO7IN0 0PROPOSED SRCf WE 9 D-i URLfTY SUPPORT I a CAHAETs I r =: III 7 II FITT I F JRE I INITIAL II i BATTERYI I Qf5 I BTS BATFRY ILC-�-�_t(I -=F-- - II II 11 l a I 5 i >' III I/ CMU WALL PROPOSED ROYAL STREET TELCO I II / I I II i� PER PLAAI CABINETS MCUNTED ON WALL OF CMU ENCLOSURE 4 e I < I o W H I PROPOSTD ROYAL STREET EMERGENCY jl I I GENERATOR RECEPTACIE AND POWER PX%Et MOUNTED ON WALL Of CMU I I ENCLOSURE I I I I I I / I / o I z 4•_O' SCALE: CONCRETE EQUIPMENT PAD PLAN t se••�t•o- a 16 ar (N)CHAIN UNH PENCE LID 3 C-t a"A'CRNAL w CMu----------- WALL GROUT ALL CELL$ SOUR SPECIAL NSP£CHON Nor REQUIRED J4 HORIZONTAL BARS AT 24'O.C. 14 VERTICAL BARS AT 16'O.C. EQUIPMENT CABINET PER PLAN 5 14012'CC, 1 EACH wAY J RAISED EQUIPMENT PAD f4 DOWEL BARS AT 16"DC. \WITH 30"OVERLAP ° GRALE' _ 14 0 12'O.C, 6-HOON(TYP.) ° £ACM'HAY �S CON7. ° (TYP.} CONCRETE EQUIPMENT PAD SECTION SCALE: 2 N.rs CDG JOB: 09-6010 Connell Design Group SUBJECT LATERAL ANALYSIS Consulting Civil Engineers BY: is DATE 09/28/09 www.connelidesigngroup.com SHEET NO 3 of Eguipment Weight.- Weight Total Equipment (lbs) Quantity (fbs) BTS 2106 Cab. 1405 2 2,810 Batt. Cab. 2432 2 4,864 PPCIMisc 500 1 500 Misc 0 1 0 Total Wt. = 8,174 lbs Equipment Dimensions: W= 3 ft L = 14 ft Atrans =W x H = 21 ft2 H = 7 ft Along. = LxH = 98 ft2 Wind Load: (Please see Calc Sht. 3a) Design Wind Pressure= 20.0 psf Fw=A x P = 420 lbs Trans. 1,960 lbs Long. Seismic Load: (2007 C8C and ASCE 7-05) (Please see Calc Sht. 3b for Cs calculation). Cs = 0.505 Wp (at Ground Lev.) Cs x Wt. = V 0.505 8,174 4,126 lbs Transverse 0.505 8,174 4,126 Ibs Longitudinal Therefore: Seismic controls in the transverse direction. Seismic controls in the longitudinal direction. 1 a CDG JOB: 09-6010 Connell Design Group SUBJECT: Design Calcs Consulting Civil Engineers BY: JS DATE 09/28/09 www.connelldesigngroup.com SHEET NO 3a of 6.4 METHOD 1 -SIMPLIFIED PROCEDURE 6.4.2.1 Main Wind-Force Resisting System. Basic wind speed(mph)= 85 per 6.5.4 Importance factor I = 1.0 per 6.5.5 Exposure category= C per 6.5.6 Ht and exp. adjust factor a = 1.21 per Fig. 6-2 for Ht.= 15' Topo factor Kzt= 1.0 per Section 6.5.7.2-Fig, 6-4 ps30(psf)= 15.9 from Fig. 6-2 worst case for A,B,C,D Horiz. Surf. Ps.(psf)_ -118 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 I psso (6-1) ps= 19.2 psf Therefore, use p= 20 psf min. CDG JOB: 09-6010 Connell Design Group SUBJECT Seismic Loading Consuiting Civil Engineers BY: JS DATE 9/28/2009 www.conneildesigngroup.com SHEET NO 3b of Seismic Loading L2007 CBC) Site Data: 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: Soil Site Class= D (1613.5.5) Fa= 1.0 (Table1613.5.3(1)) Fy= 1.5 (fable 1613.5.3(2)) SMs= F,,Ss= 1 M3 (16-37,Maximum Considered Spectral Response) Sm„= F,,St = 1.049 (16-38,Maximum Considered Spectral Response) SAS=213 SMS= 1.262 (16-39,Design Spectral Response) So, =2/3 SMr = 0.699 (16-40,Design Spectral Response) Seismic Design Category = D (1613.5.6) 1 = 1 (Seismic Importance Factor) R= 2.5 (Table 12.2-1,Response modification Factor) ()o= 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) h„= 8 (Building Height,in feet) Ta = CTh„314 = 0.10 (Period of Vibration) ap = 1 (Table 13.6-1,Seismic Coeff.For Mech and Elect.Comp.) Determine Cs (Stu I 1 R)= 0.505 (CS Short Period) (12.8-2) Cs= (Sot!(R!I)T)= 2.939 (C,Max) (12.8-3) Cs=0.044 Sos I= 0.056 (C$Min) Cs=(0.5 S1)1(R11)= 0.140 SDC E or F,S1 >0.6G only CS= 0.505 (Ground Level) (12.8-2) Determine V_ V= Cs W(see Cale Sheet 3) Deg Min Sec Degrees Latitude: 33 35 13.3 33.5870 Longitude: 117 15 12.3 -1172534 CDG JOB: 09-6010 Connell Design Group SUBJECT: Design Calcs Consulting Civil Engineers BY: JS DATE 09/28/09 www.conne[idesigngroup.com SHEET NO 4 Of �W Batt. Cabinet Mountinq To Concrete Slab W = 2432 tbs (Sht. 3) V= 1228 lbs = W x 0.505 V Summing Moments, R2 = [W(1') +V(T)l i 2'. 3' R1 = [0.9xW(1')-V(3')]12 R2 = 3058 lbs. (Compression) R1 = •747 lbs (Tension) R1 ��----� R2 2' Number of mounting connections each side of new BTS Cab., N = 3 Use 1/2"dia. Hilti KB-TZ With 4"embed. (ES R-1917 LARR 26701 Spec next Pg.) Vallow= 1250 lbslbolt*2*N bolts = 7500 lbs O.K. Tallow= 2178 Ibslbolt*N bolts = 6534 lbs O.K. Interaction: V + R1 Vallow Tallow 1228 + 747 = 0.16 + 0.11 7500 6534 0.28 < 1.00 O.K. r CDG JOB: 09-6010 Connell Design Group SUBJECT: Design Calcs Consulting Civil Engineers BY: JS DATE 09/28/09 www,connelldesigngroup.com SHEET NO 4b of 1W Batt. Cabinet Mounting To Concrete Slab W= 1405 Ibs (Sht. 3) V= 709 Ibs = W x 0.505 V Summing Moments, R2 = [W(V)+V(T)j i 2' 3' R1 = [0.9xW(1')-V(3')]12 R2 = 1766 ibs (Compression) R1 = -432 Ibs (Tension) R1 R2 21 � Number of mounting connections each side of new BTS Cab., N = 2 Use 112"dia. Hilti KB-TZ With 4"embed. (ESR-1917 LARR 25701 Spec next Pg.) Vallow= 1250 Ibslbolt*2*N bolts = 5000 lbs O.K. Tallow = 2178 Ibslbolt*N bolts = 4356 Ibs O.K. Interaction: V + R1 Vallow Tallow 709 + 432 = 0.14 + 0.10 5000 4356 0.24 < 1.00 O.K. t� � CDG JOB: 09-6010 Connell Design Group SUBJECT: Cabinet Anchor Bolts Consulting Civil Engineers BY: is. DATE 09128l09 twvw.connelldesigngroup.com SHEET NO: 5 of Page 11 of 14 E$R-i 917 TA13LE 8—K8.'rz CARBON AND STA NLES.S STEEL ALLOWABLE M$MIC TENS04(AS€7 ,NORMAL-WEIGHT CRACKED CONCRETE,COATI MON B(Pounds)'-2' Convrete Conp+esslve StmnU0 NomirkV Embedment 're m2'5110ps1 flow 3,Ritll'PSI fa=4.000psi fc=#axDpal Anchor Depth 1L dsbmltr n3 Carbon Statrdess Carbon Stslnim Carbon Stglnless Carbon Slainkss steel steel steel s" Steel steel steel steel 8 2 4,goi3 iv x) 4 .xc o �4�2 io e 4409 ac v# ?n a 4 1441a o 10 2 1,0W 1,212 1.167 1,32.9 1,348 I'M i,#51 1,676 112 3 444 4 2.1 Ilk 2,207 2,396 2,413 2.'.755 2,702 379�-3 3 0A a,440 y ao 8 3 Ile ' 2,W1 2.0al 2„280 2.280 2.5 ? 2,032 9.224 :Ic c 3;244 sc 00 4 e 31 3,014 2,WS 3,3131 2,m 3,812 3,27'4 4A69 4,010 3t4 3�4 ' 2,735 S,M4 2.3 7 3,937 3,4 44; cv ors�6,2 �k 5 as r� 4 V� s 3.000 3.MO 4.272 4,272 4.M 4,W3 S,dY32 6 X2 >•orSt:4 tJf a dA5?3,1 ps1 a 0,i.*O5$9 LWO FOr pcaxW-nctt ax:sts:7 rem=0- #X#937 3trfies 54seaes rg for errtg`e3rex�s:u4ftifra a c4��estfti; �rw�tr n.Fuoti�r crams.c�taaat trJ teas�tA�l?78 ia5�dr�nrz.�rt #b F�SSrt aO�r x+ih S�eton 42:t 1`�.(3)is�i'a3ratl. t 14aeaes ara for rr=AvmgMAcorect--lq.For ay M. 'Ca &lmotBawesvd-..ere e.qt]n 318-45SettionO.4A!anvtpr,vsd'ed.onn'sarcfat3mrlo: �rart�r�_n5ait arm.For r,�ses tivti�ties fres�e af sst,^�rsm sretaryrres-nfexeertt5rt2 usn iY3 t�raY'>5.7,rss atnrrq+t recttxtk.�t l�t�ss �ac.R..txsatec3�t3a C +tt"aan h msy tse xr��. TABLE 10--4S-TZ CAR80 N AND STAINL5$S WEE1-ALLOWASLESP-I$ .IC SHEAR LOAD(ASO), �ntin cis}, Nominal ,t11 awabIs Steel Capaolty;St33mic Shear Ancbar l3i mater Carbon Steel Stainless steel 1i2 xz�fl 3$40 34ao aa � Ff r St ;lbf=4-45 N 'VsIrs ara for nwj%-xvb emWAh no edges dsslarim or spy r' 3a2mq dt e b wr ele lmkra revised by City cif Los Angeles ■ CDG JOB: 09-6010 Connell Design Group SUBJECT: Equipment Foundation Design Consulting Civil Engineers BY: is DATE 09/28/09 www.conneildesigngroup.com 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) Total Wt. = 74,518 ibs Base Shear., Equipment 7,674 (Sht 3) Total Wt. = 7,674 Ibs Cs = 0.605 (Sht 3) V= 3,874 Ibs Overturning Moment: M = 3,874 x 4'= 15,495 ft Ibs CDG Jos: 09-6010 Connell Design Group SUBJECT: Equipment Foundation Design Consulting Civil Engineers BY: is DATE 09128109 www.connelidesigngroup.com SHEET NO: 7 of Foundation Design Slab information: W= 20.0 ft t= 0.50 ft L = 20.0 ft Conc Step= 3,544 Ibs d= 2 ft Slab Wt= 30,000 Ibs b = 1.5 ft Edge Wt= 33,300 Ibs Slab Total= 66,844 Ibs Overturning: Overturning Moment M07= 15,495 ft-Ibs (previous Sheet) Resisting Moment MR= 76,740 ft-Ibs (Superstructure) 668,440 ft-Ibs (Foundation) Total = 745,180 ft-Ibs F.S. = 48.09 > 1.0 O.K. Sliding: Shear Force=V= 3,874 lbs (previous Sheet) Shear Force/ft= 194 Ibslft (V/L ) Soil allowable passive pressure = 150 psf/ft Soil/concrete friction value= 0.25 Ftg Edge depth = 2 fk (Passive Pressure) V1 = 600 Ibslft (Friction) V2 = 931 Ibslft Total = 1531 Ibslft F.S. = 7.9 > 1.0 O.K. Slab Reinforcement: ASPRVD = 0.20 in`/ft (#4 @ 12"o.c.ea.way) AsRQD 0.0018*12*6 = 0.13 inz/ft O,K. CDG JOB: 09-6010 Connell Design Group SUBJECT: Equipment Foundation Design Consulting Civil Engineers BY: JS DATE 09/28/09 www.conneildesigngroup.com SHEET NO: g of Foundation Design cons. Bearinq Capacity DL+ LL + E11.4 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 ft3 S = 1333.3 q = PIA +1- MIS = 226 +1- 12 e = Mot/P = 0.17 Kern dist. =W 16 = 3.33 OK gMiN = 215 psf >0 OK gMAx= 238 psf < 1500 Psf OK To specify your own Title8'CMU Wail Page: 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 filesltyp cmu wall Retain Pro 2007,16-Apr-2008,(c)1889.2008 www.retainpro.corrdsupport for latest release Cantilevered Retaining Wall Design Code: CBC2007 Registration#:RP-1171475 2007013 Criteria Soil Data Footing Dimensions7rn ths Retained Height = 0.00 ft Allow Soil Bearing 2,000.0 psf Toe Widih 00 ft Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Heel Width 00 Heel Active Pressure - 45.0 psf/ft Total Footing Width 00 Slope Behind Wall = 0.00: 1 Toe Active Pressure - 0.0 psf/ft Footing Thickness 0 in Height of Soil over Toe = 0.00 in Passive Pressure = 330.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width 00 in Soil Density,Toe 110.40 pcf Key Depth 00 in Key Distance from Toe00 ft Wind on Stem = 0.4 psf FootingIlSoil Friction = 0.300 Vertical component of active Soil height to ignore f c = 2,500 psi Fy00 psip for passive pressure = Q.00 in Footing Concrete Density 00 pcflateral soil pressure options: Min.As /o 18USED for Soil Pressure. Cover @ Top = 2,00 in 2.00 in USED for Sliding Desistance. USED for Overturning Resistance. Surcharge Loads 11ateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load - 30.0#17t Adjacent Footing Load - 0.0 lbs Used To Resist Sliding&Overturning ,.,Height to Top = 8.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 7.50 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 it AXial Load Applied to Stem Footing Type Line Load Axial bead Load = 0.0 Ibs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Poisson's Ratio 0.000 Axial Load Eccentricity = 0.0 in - Stem Weight Seismic Load l Fp/Wp Weight Multiplier = 0.370 g� Added seismic base force 176.5 lbs *Design Summary ^Stem Construction Top Stem Bar Lap/Emb Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning - 1.83 OK Wall Material Above"Ht" = Masonry Sliding - 7.09 OK Thickness - 8.00 Rebar Size - # 4 Total Bearing Load = 1,573 lbs Rebar Spacing = 16.00 ...resultant ecc. = 29.37 in Rebar Placed at - Center Soil Pressure @ Toe - 1,900 psf OK Design Data - 0.712 Soil Pressure @ Heel = 0 psf OK Totalfb/FB+fa1Fa = 06.5 2,000 psf Force @Section Ibs= 206.5 / Allowable = sf Moment....Actual ft-#= 946.1 Soil Pressure Less Than Allowable 1 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 Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 24.00 Lateral Sliding Force = 212.2 lbs 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 lbs Masonry Data psi= 1,500 Added Force Req'd = 0.0 lbs OK Fs psi= 24,000 ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Yes Load Factors Use Full Stresses = Yes Building Code CBC 2007 Modular Ratio'n' = 25.78 Dead Load 1.2Q0 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= JOB CDG CONNELL DESIGN GROUP SHEET NO. OF CONSULTING CIVIL ENGINEERS CALCULATED BY DATE 4685 MAcARTHUR COURT SUITE 480 NEWPORT BEACH, CA 92660 CHECKED BY DATE (949) 753-8807 FAX (949) 753-8833 SCALE s 1 s e j 1 f p l a CDG, LLC Title 8'CMU Wall-Reverse Loading Page: • 1 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:c:lprogram filesVp20071typ cmu walls.rp5 Retain Pro 2007, 16-Apr-2008,(c)1989-2008 www.retainpro.com/sapportforlatestrelease Cantilevered Retaining Wall Design Code: CBC2007 Registration#:RP-1171475 2007013 Criteria Soil Data Footing Dimensions &Strengths Retained Height = 0.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width - 5.33 ft Wall height above soil = 8.00 ft Equivalent Fluid Pressure Method Heel Width _ 0.67 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 Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Key Width = 8.00 in 24. in Soil Density,Toe 110.00 pcf Key Depth = Key Distance from Toe - 4.50 0 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.300 Soil height to i fc = 2,500 psi Fy = 60,000 psi Wore Vertical component of active g g Footing Concrete Density = 150.00 pcf lateral soil pressure options: for passive pressure = 0.00 in Min.As% = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Stm.= 2,00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf _._Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding$Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 Ibs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.000 Stem Weight Seismic Load ' Fp/Wp Weight Multiplier = 0.49� Added seismic base force 233.8 Ibs *Design Summary Stem Construction Top Ste Bar Lap/Emb i Wall Stability Ratios Design Height Above Ftg ft= 0.00 SI , Overturning = 7.15 OK Wall Material Above"Ht" = Masonry 'L7- to Sliding = 6.28 OK Thickness = 8.00 1 Rebar Size = # 4 Total Bearing Load = 1,573 Ibs Rebar Spacing = 16.00 ...resultant ecc. = 13.39 in Rebar Placed at = Center Soil Pressure @ Toe = 0 psf OK Design data Soil Pressure @ Heel = 557 psf OK Total 0.704 +fa/Fa =T Allowable = 2,000 Total Force @Section Ibs= 233.8 psf Moment....Actual ft-#= 935.2 , Soil Pressure Less Than Allowable ACI Factored @ Toe 0 psf Moment..-Allowable = 1,328.0 = ACI Factored @ Heel = 668 psf Shear..-Actual psi= 4.7 Footing Shear @ Toe - 23.5 psi OK Shear.....Allowable psi= 51.5 Footing Shear @ Heel = 0.0 psi OK Wall Weight = 84.0 Allowable = 75.0 psi Rebar Depth 'd' in= 3.75 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 24.00 Lateral Sliding Force = 239.4 Ibs LAP SPLICE IF BELOW in= less 100% Passive Force= - 1.031.3 Ibs HOOK EMBED INTO FTG in= 24.00 less 100% Friction Force = - 471.9 Ibs Masonry Data fm psi= 1,500 Added Force Req'd - 0.0 Ibs OK Fs 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 Black Type = Normal Weight Wind,W 1.300 Masonry Design Method = ASD Seismic, E LOCO Concrete Data fc psi= Fy psi= CDG , LLC Title 8'CMU Wall-Reverse Loading Page: !Lp 4685 MacArthur Court,Ste.480 Job# 09-6010 Dsgnr: JS Date: FES 9,2010 Newport Beach,CA 92660 Description.... 949-753-8807 This Wall in File:capro ram fileslrp20071t p cmu walls.rp5 Retain Pro 2007,16-Apr-2008.(c)1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CSC 2007 Registration#:RP-1171475 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 Speed Key: Not req'd, Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft 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 Weighs = 449.8 3.40 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: f � i I� I� V I II� �1 I/ I� �f 1� � I 1 I 1 239.41# Pp=1031.3# 556.99psf 8.in Mas wl#4 @ Win o/c Solid Grout,Spc Insp f r� I2,. r— __&_in_Mas.wL#4_@ 16 in�L 6" Solid-Grtrat- --� -2" #0@O.in I @Toe 2'-0" Designer select #090.inall horiz. einf. @ He§ee Appendix A 4'-6" 1'-6" 5'-4" 8" 6'-0" #4 DOWELS ® 1 6" O/C f ci CL PROPOSED SPLIT FACE CMU WALL f :5 CMU WALL REINF. (PER PLAN) z (SEE SECTION i A/—) M (N) CONC. SLAB Q ' a. to j FINISH GRADE s TREAS CD INF. (PER PLAN)STD. HOOK #5 CONT. (N) SPLIT FACE CMU WALL / _6n SLAB FOOTING l I MDETAIL � ' SCALE: 2 N.T.S. To specify your own Title : 8'CMU Wall Page: Jul 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:lcalculationstenercalc filesltyp cmu wall Retain Pro 2007,10-Apr-20os,(c)1889-2D08 www,retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration 9:RP•1171475 2007013 Footing Design Results Toe Heel Factored Pressure = 2,278 0 psf Mu':Upward = 0 0 ft-# Mu': Downward = 0 0 ft-4 Mu: Design — 0 384 ft-# Actual 1-Way Shear = 0.00 11.48 psi 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 Heel:Not req'd,Mu<S"Fr Key Reinforcing = None Spec'd Key: Not req'd,Mu<S"Fr Summa of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item ibs ft ft-# Ibs ft ft-# 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 Resistin Overturnin Ratio = 1.83 Key Weight =gl g 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: 4 CD G JOB: 09-6010 Connell Design Group SUBJECT: CMU Wall Design Consulting Civil Engineers BY: J5 DATE 0, 0 www.cannelldesigngroupmm SHEET NO: of l 8.ln Mas w/M(03'I BJn o!c Solid Grout,Spa Insp 2" 8.in Mas wl#4 Q 98.In do Solid Grout. 2'-0' Designer sefatt Z � #O*U.in all horiz.reinf. Q Heel See Appendix A 1'-6" 4'1 s,,a. TO RO GEOTECHNIM ENGINEERING INTERNATIONAL GEOTECHNICAL INVESTIGATION for METRO PCS MONOPINE AND EQUIPMENT ENCLOSURE THE OUTHOUSE - LA3410B 32310 RIVERSIDE DRIVE LAKE ELSINORE, CALIFORNIA \ APPROVED -PCR IT ISSUANCE SCQTT;�rtC"r AS &ASSOCIATES, IIN K;BY DATA These plans have been reviewed for adherance to the applicable codes and ordinance. Authorizallon is hereby granted to issue a building permit Pending ap,.�roval by all applicable City agencies. The i.ssuanPce pored antis of a granting permit based on approval of these plans s!iail not be C nstrued to ROY.Wig`MEETrQ(MWl.jj11I'AT101N applicable COISO 001 E+RCE, SU-ITE-200 pre,umod to give rt authority q�e VI FF"tNr9`L�f02et the provisions of such ccdas shd VG Ia. C I TY OF Li Prepared By: B U I LD I t TORO INTERNATIONAL b INDIGO PERMIT # IRVINE, CA 92618 (949) 559-1582 APF August 18, 2009 6 INDIGO IRVINE, CA 92618 TEL. (949) 559-1582 FAX. (949) 559-1583 0 TO RO G€UMCHNIM ENGINEERING INTERNATIONAL August 18, 2009 TI Project No. 07-128.97 Royal Street Communications, LLC 350 Commerce, Suite 200 Irvine, CA 92602 Attention: Mr. Mark Carney 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 the 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, pRpf ES S10H TORO INTERNATIONAL w o , a Info_?inA � EXP. 3/31/11 Hantoro Walujono, GE 2164 c Principal q OFCP Encl. 6 INDIGO IRVINE, CA 92618 TEL. (949) 559-1582 FAX. (949) 559-1583 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 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 Groundwatei.............................................................................................................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 Q TORO INTERNATIONAL i � r TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Section Page List of Figures res Figure1. 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 10 0 TORO INTERNATIONAL The Outhouse—LA341013 August 18,2009 Page: I 1.0 INTRODUCTION 1.1 General 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, LA34 I OB, 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-1,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 our 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. o TORO • INTERNATIONAL • Page: 2 117024'0(Y'W 117023'00"W IP02200"W 117°21-00"W W z w� Y r1• i t h .. O s.. „'� .'♦ �t. 'b 5.1� a.... fpJ V L A G U N ee Ye W Z C E1ur�e+' L A K E E L S I N S T R T E R E C R E A T v L A As zIP a — ` OL 117124'00'W 117-23'00"W 11702200"W WGS84 117°21'W'W m NN s Iwo 0 IBM 12Ys� +ate-..' ?•-'�'A i�fTfi6 800 08/10/09 TORO INTERNATIONAL Gearechrrieal F.rrgLaeerbrg SITE LOCATION MAP THE OUTHOUSE PROJECT NO. 07-128.97 FIGURE 1 '"c Outhouse—LA341013 August 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 oil 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 0 Preparation of this report presenting our findings, conclusions, and recommendations. 0 TORO INTERNATIONAL The Ouliiouse—I_A341 OR August 18,2009 Pagc: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 Pane: S 04 wa 4f' f� LEGEND TORO INTERNATIONAL •13-1- Approximate Location of Boring No. 13-1 �'�',urrhiiirallifr rucrrirr BORING LOCATION MAP THE OUTHOUSE PROJECT NO. 07-128.97 1 FIGURE 2 The Outhouse—LA34IOR August 18,2009 Page:6 3.0 SITE CONDITIONS 3.1 Geology 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 fine-grained 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-brained 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. 1 0 TORO INTERNATIONAL The OuthUUSC-I.A34101i Auaust IS.2009 Page:7 4.0 SEISMICITY 4.1 General 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. SU11 MARY OF FAULT PARAMETERS Approximato Source Type Maximum Slip Rate Fault"type Fault Name Distance (A,B,C) Magnitude (inmlyr) (SS;DS,BT) (kin) (Mw) 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 .lacinto Valley 36.0 B 6.9 12.00 SS San Jacinto-San Bernardino 40.0 B 6.7 12.00 SS Newport-Inglewood Offshore 41.5 B 6.9 1.50 SS San Jacinto-Anza 43.2 A 7.2 12.00 SS 0 TORO INTERNATIONAL The(fulliouse—LA34I OB August 18,2009 Page:S 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. a 0 TORO INTERNATIONAL The Outhouse—LA341011 August IS,2009 Page:9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General 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 nhonopine 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 of the 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/Rennovals 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 tills. 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 fill 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 fill, 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. i C) 1 � TORO 0 INTERNATIONAL 1'hc Outhousc—LA341013 August 18,2009 Page: 10 Fill Compaction. All till and backfill 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 maxiniuln dry density performed 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 Drainage. 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 bejetted. Existing soils maybe utilized for trench backfill provided they are free of organic materials and rocks over 3 inches in dimension. The backfill 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 1 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 l lie Outhouse—1.A341013 August 13.2009 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 pef 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-term 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 pef. 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: 0 During all grading operations, including fill placement and soil removals, if any a 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—LA34I OB AUgUst 18,2009 Pau: 12 6.0 REFERENCES 1. 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, i a M TORO n INTERNATIONAL A he Outhouse—LA34I OB Augusl 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 ofconditions 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 from 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. 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 focations(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 of care 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-fliglit-auger-drilling rig. Tile 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 from 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 f'or the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during geotechnical 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 GEOTECHNICAL ENGINEERING Project Name The Outhouse Site Number LA3410B Project Number 07-129.97 Site Address 32310 Riverside Dr,Lake Elsinore,CA Equipment Hollow Stem Flight Auger Drive Weight 140lbs Average Drop 30 inches Elevation (ft) 1272 (Assumed) Hole Diameter 6 inches 1 Eng/Geologist I 13W F = = GEOTECHNICAL DESCRIPTION c; :.; ALLUVIUM(?) R-I 5 1267 .,. It-1 27 102.7 12.1 SKI ra 5':Gray fine silty sand,damp,mediurn(lease 10 1262 R-2 40 108.1 17.7 S111 IC':,nine as betore except clamp to moist 15 1257 S-1 6 21.3 N11, 15':Dark brown fine sandy silt,darnp to rnoist,rnedium stiff 20 1252 S-2 y 21.8 NIL n 20':Brownish gray fine sandy sill,damp to moist,stiff 25 1247 S-3 S 27.8 CL aQ 25':Gray silty clay,moist,medium stiff n 30':Gay line sandy clay,damp to moist,stiff 30 1242 / S-4 13 21.5 CL l'otal Depth: 3 L5 feet; Groundwater was not Encountered BORING NO. B-1 Sheet 1 of 1 APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and D Density Moisture content was detennined 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 of the tests are shown in Table B-I. 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 B-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-1. EXPANSION INDEX TEST RESULTS Expansion Boring Number Depth (feet) Soil Description Index Expansion Classification Description B-1 0-5 Gray Silty Sand 2 Very Low 100 90 80 70 V s a� 60 Z T 50 a W m a c — - 40 S m a 30 - - 20 10 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Sample Depth Per eat Passing Baring No. Sample No. Soil Type 01) No,200 Sievc B-1 S-1 15 88.6 ML TORO INTERNATIONAL GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name:The Outhouse Project No.: 07-128.97 F ure:B-i 1 F 55000 - - - - 4000 w i a 3000Ix UJ ix to i i LLJ 2000 N i 1000 - - i 0 1 0 1000 2000 3000 4000 5000 NORMAL STRESS(psf) • Peak ♦ Relaxed Sample Depth Friction Angle C ollesion Boring fin. Condition (tt) (degrees) (pst) B-1 5 27 100 Peak 26 0 Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST ASTM D3080 Project Name:The Outhouse Project No.: 07-128.97 r; ure:s- Wind Tunnel Studies of Pine Tree Branches For Cell Trees, Inc. Test Number 0608 e � w K 97 .! r Y IS16 r By Jorge L. Martinez wo 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 C14 Jorge L. Martinez Director College Station, Texas January 2006 GENERAL INFORMATION Test Number: 0608 Test Dates: January 19-20, 2006 Tunnel Occupancy: I 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 4 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 5 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 1 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 6 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 7 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.I% 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 T. A Mensor 14500C digital barometer was used to read the atmospheric pressure, and it is accurate to within ±0.08487 ps£ 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. 8 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 I A was tested up to 120 mph (Fig. 10),no permanent damage was observed and some needles were lost. Run 3 —Branch l 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 313 was tested up to 120 mph(Fig. 18), no permanent damage was observed and some needles were lost. 9 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. 10 TAMU—LSW'I' Facility Diagram SCRFCN - I --- -----------_----------- MICA PREMn IINC 0 17 N�. f WC11[SNOP N4N uIcL 9 IP'[- liVLl ,unaN�.ccvq+�ssur aurauc c\a,u�O�rap iM+wxsrrtnvc Figure 1 —Wind Tunnel Layout. Comerp 4 Rpnlnvnl]t[' 12OC Ubserva nr W nnnw �Vor:pr GPnarntnrs r ❑bsenvU liUn Wlndow--� Air F low �iuoi•psrpn: ..gilts Test Section ADor, Dca'.cr1 in k nch (;()✓'nPr f Illp l Cuf'IPr•n � ntn l bservatwn W,no Dws (:nr��•no Figure 2—Position of the cameras about the test section.