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2012-11288 G (Plans)
RIGHT OF WAY NOTE: OWNER IS TO OBTAIN A CONSTRUCTION PERMIT FROM THE ENGINEERING DEPARTMENT AT LEAST 48 HOURS PRIOR TO WORKING IN THE PUBLIC RIGHT OF WAY. FAILURE TO DO SO WILL RESULT IN ISSUANCE OF A STOP WORK NOTICE AND DOUBLE PERMIT FEES. IT IS THE RESPONSIBILITY OF THE OWNER TO KNOW WHERE HIS /HER PROPERTY LINE IS. DRAINAGE NOTE: NO CONCENTRATED DRAINAGE FLOWS ARE PERMITTED OVER ADJACENT PROPERTY LINES. WATER IS TO DRAIN AWAY FROM STRUCTURES FOR A MINIMUM OF 5 FEET AT 2 PERCENT AND BE CONVEYED TO AN APPROVED DRAINAGE FACILITY. UTILITY NOTE: ALL UTILITIES SERVING THIS SITE SHALL BE INSTALLED UNDERGROUND. GENERAL NOTES: 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH 'THESE PLANS, THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, THE DESIGN CONSTRUCTION STANDARDS OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO ANY REQUEST FOR INSPECTION. 2. THE SOILS REPORT TITLED "PREL. GEOTECHNICAL INVESTIGATION FOR THE PROPOSED McDONALD'S RESTAURANT" PREPARED BY INLAND ENGINEERING TECHNOLOGIES JNC DATED 04- 17 -12, PROJECT# 11 -2456 SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. 3. SEPARATE APPROVALS AND PERMITS FOR ANY CONSTRUCTION WITHIN PUBLIC RIGHT -OF -WAY OR EASEMENTS SHALL BE REQUIRED IN CONJUNCTION WITH IMPROVEMENT PLANS. 4. WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFFSITE GRADING. 5. CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTIONS REQUIRED TO PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. ANYTHING DAMAGED OR DESTROYED SHALL BE REPLACED OR REPAIRED TO CONDITION EXISTING PRIOR TO GRADING. 6. THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE RE- ESTABLISHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR A LICENSED LAND SURVEYOR. 7. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE -HALF (1/2) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 A.M. NOR ON SATURDAYS, SUNDAYS AND CITY RECOGNIZED HOLIDAYS. 9. NO GRADING OPERATIONS SHALL COMMENCE UNTIL A PRE - CONSTRUCTION MEETING HAS BEEN HELD ONSITE WITH THE FOLLOWING PEOPLE PRESENT: CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CONTRACTOR AND PERMITTEE. THE PRE - CONSTRUCTION MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALLING (760) 633 -2770. 10. PRIOR TO HAULING DIRT OR CONSTRUCTION MATERIALS TO ANY PROPOSED CONSTRUCTION SITE WITHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM THE CITY ENGINEER FOR THE 0 OS PR P ED HAUL ROUTE. THE DEVELOPER SHALL COMPLY WITH ALL CONDITIONS AND REQUIREMENTS THE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE HAULING OPERATION. 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT, BUT PRIOR TO FINAL GRADING APPROVAL AND /OR FINAL RELEASE OF SECURITY, AN "AS GRADED CERTIFICATION" SHALL BE PROVIDED STATING: "THE GRADING UNDER PERMIT N0. --U2&--G HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED AS- GRADED PLAN ". THIS STATEMENT SHALL BE FOLLOWED BY THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION. 12. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER HIS DIRECTION HE SHALL INSPECT AND TEST THE EXCAVATION PLACEMENT AND COMPACTION OF FILLS AND BACKFILLS AND COMPACTION OF TRENCHES. HE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DETERMINE THE SUITABILITY OF ANY FILL MATERIAL. UPON COMPLETION OF GRADING OPERATIONS HE SHALL STATE THAT OBSERVATIONS AND TESTS WERE MADE BY HIM OR UNDER HIS SUPERVISION AND THAT IN HIS OPINION, ALL EMBANKMENTS AND EXCAVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE. 13. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PROVIDE POSITIVE DRAINAGE AND PREVENT PONDING OF WATER. HE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURE TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. 14. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION. ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED. LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 12 INCHES AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. 15. CUT AND FILL SLOPES SHALL BE CUT AND TRIMMED TO FINISH GRADE TO PRODUCE SMOOTH SURFACE AND UNIFORM CROSS SECTION. THE SLOPES OR EXCAVATION AND EMBANKMENTS SHALL BE SHAPED, PLANTED, AND TRIMMED AS DIRECTED BY THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS AND OTHER WASTE MATTER EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH ARE LIABLE TO BECOME LOOSENED SHALL BE REMOVED AND DISPOSED OF. THE TOE AND TOP OF ALL SLOPES SHALL BE ROUNDED IN ACCORDANCE WITH THE GRADING ORDINANCE. 16. ALL TREES, BRUSH, GRASS, AND OTHER OBJECTIONABLE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSED OF OFF THE SITE BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE FREE FROM UNSIGHTLY DEBRIS. APPROVAL OF LOCATION OF DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND CITY ENGINEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL. 17. THE REMOVAL OF ANY AND ALL CITY TREES SHALL BE CONSISTENT WITH THE CITY'S URBAN FOREST MANAGEMENT PROGRAM. TREES LOCATED WITHIN CITY STREET RIGHT -OF -WAY, ON CITY PROPERTY, OR WITHIN CITY EASEMENTS ARE REFERRED TO AS CITY TREES AND SHALL BE PROTECTED IN PLACE DURING CONSTRUCTION UNLESS SPECIFICALLY APPROVED OTHERWISE. NO GRADING, EXCAVATION, OR DISTURBANCE OF CITY TREE ROOT SYSTEMS SHALL OCCUR WITHIN THE CITY TREE DRIP LINE AREA (THE AREA FROM THE TRUNK OF A TREE TO THE OUTERMOST EDGE OF THE TREE CANOPY PROJECTION ON THE GROUND). IF A CITY TREE IS NOT CLEARLY LABELED TO BE REMOVED, IT MUST BE PROTECTED IN PLACE. EVEN IF APPROVED IMPROVEMENTS ARE IN CONFLICT WITH A CITY TREE, IT MUST NOT BE DISTURBED UNLESS THE PLAN IS REVISED DIAL TOLL FREE 1- 800 - 422 -4133 AT LEAST TWO DAYS BEFORE YOU DIG UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA CHANGE1 DESCRIPTION I APPROVED EROSION CONTROL 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT CileLJ AT 7&0_7%_(V54(,24 HOURS A DAY. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON (OCTOBER 1 TO APRIL 15). ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE ON OCTOBER 1 AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY EROSION CONTROL MEASURES WHEN RAIN IS IMMINENT. 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN -OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO AN INCOMPLETE GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS THAT ARE UNSAFE OR ARE POTENTIALLY UNSAFE. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40 %). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. STORMWATER POLLUTION CONTROL POST CONSTRUCTION BMP/ IMP NOTES: 1. FOR STORM WATER POLLUTION CONTROL PURPOSES, ALL RUNOFF FROM ALL IMPERVIOUS SURFACES INCLUDING ROOF DRAINS SHALL DISCHARGE ONTO GRASS AND LANDSCAPE AREAS PRIOR TO COLLECTION AND DISCHARGE ONTO THE STREET AND /OR INTO THE PUBLIC STORM DRAIN SYSTEM. 2. GRASS AND LANDSCAPE AREAS DESIGNATED FOR STORM WATER POLLUTION CONTROL SHALL NOT BE MODIFIED WITHOUT A PERMIT FROM THE CITY. 3. ALL IMPERVIOUS AREAS WITHIN THE SITE SHALL DRAIN TO APPROVED BMP /IMP FACILITIES AND /OR TO TURF OR LANDSCAPED AREAS WITH ADEQUATE GROUNDCOVER PRIOR TO DISCHARGE FROM THE SITE. ALL IMPERVIOUS AREAS MUST SLOPE TOWARD THE APPROVED BMP /IMP FACILITY AND /OR THE TURF /LANDSCAPED AREAS. 4. NO DRAINS SHALL BE INSTALLED IN HARDSCAPE, DRIVEWAYS, OR ANY OTHER IMPERVIOUS AREA UNLESS THE FLOW FROM THE DRAIN DISCHARGES TO AN ADEQUATE IMP /BMP. 5. DRIVEWAYS SHALL HAVE A MINIMUM 2% CROSS SLOPE TOWARD THE IMP /BMP AREA OR HAVE ANOTHER APPROVED DRAINAGE SYSTEM THAT IS DESIGNED TO COLLECT RUNOFF AND DISCHARGE IT TO AN ADEQUATE IMP /BMP. 6. ALL STORMWATER IMP /BMP FACILITIES SHOWN HEREON SHALL NOT BE MODIFIED OR ALTERED WITHOUT A PERMIT FROM THE CITY. 7. THE INSTALLATION OF ADDITIONAL IMPERVIOUS SURFACES NOT SHOWN ON THIS PLAN MAY REQUIRE THAT THIS PLAN BE REVISED OR THAT A SEPARATE ENGINEERING PERMIT BE OBTAINED. 8. ALL EXISTING AND PROPOSED TRASH ENCLOSURES SHALL BE FITTED TO COMPLY WITH STORM WATER BEST MANAGEMENT PRACTICE REQUIREMENTS. THE TRASH ENCLOSURES SHALL HAVE AN IMPERVIOUS, NON- COMBUSTIBLE ROOF THAT WILL NOT ALLOW RAIN WATER TO ENTER THE ENCLOSURE. THE ENCLOSURE SHALL BE LOCKABLE AND LOCKED WHEN NOT IN USE. A BERM SHALL BE INSTALLED AT ALL OPENINGS TO HOLD IN ANY LIQUIDS THAT ESCAPE FROM THE DUMPSTER AND TO PREVENT ANY FLOW OF STORM WATER THROUGH THE TRASH ENCLOSURE AREA. THE BERM CAN BE CONSTRUCTED WIDE AND FLAT TO ALLOW ROLLING OF THE DUMPSTER IN AND OUT. THE ENCLOSURE SHALL BE SELF CONTAINED OR MAY HAVE A DRAIN THAT DISCHARGES THROUGH AN ADEQUATELY SIZED OIL/ GREASE SEPARATOR AND IS THEN FILTERED THROUGH A CITY- APPROVED HYDROCARBON FILTER AND DISCHARGED INTO THE PUBLIC SANITARY SEWER SYSTEM, NOT TO PLANTERS OR THE STORM DRAIN SYSTEM. A SEPARATE BUILDING PERMIT MAY BE REQUIRED FOR THIS STRUCTURE. SAN DIEGUITO WATER DISTRICT NOTE: 1. WATER MAINS, LATERALS AND APPURTENANCES SHALL BE CONSTRUCTED ACCORDING TO THE STANDARD SPECIFICATIONS OF THE CURRENT WATER AGENCIES' STANDARDS COMMITTEE (WASC). 2. REVIEW OF THIS PLAN BY SAN DIEGUITO WATER DISTRICT DOES NOT CONSTITUTE REPRESENTATION AS TO THE ACCURACY OF, THE LOCATION OF, OR THE EXISTENCE OR NON- EXISTENCE OF, ANY UNDERGROUND UTILITY, PIPE OR STRUCTURE WITHIN THE LIMITS OF THIS PROJECT. 3. ALL EXISTING FACILITIES, WHICH MAY AFFECT FINAL DESIGN, I.E., LINE CROSSING, LINE PARALLELING OR PROPOSED CONNECTION SHALL BE FIELD VERIFIED. ALL EXISTING OR PROPOSED UTILITY CROSSING WITHIN 10 FEET OF PROPOSED WATER MAINS SHALL BE SHOWN ON IMPROVEMENT PLANS. ELECTRICAL AND SEWER TO CROSS UNDER WATER MAINS UNLESS GIVEN WRITTEN PERMISSION BY SAN DIEGUITO WATER DISTRICT. 4. CONTRACTOR AND OWNER ARE RESPONSIBLE TO RELOCATE AND /OR ADJUST TO GRADE ANY EXISTING WATER FACILITY (FIRE HYDRANT, METERS, VALVES, VALVE BOXES, ETC.) WHICH IS AFFECTED BY THEIR PROJECT. ALL AFFECTED WATER FACILITIES MUST MEET CURRENT WATER AGENCIES' STANDARDS COMMITTEE (WASC) STANDARDS. IF FACILITIES DO NOT MEET STANDARDS, THEN THEY SHALL BE UPGRADED TO CURRENT STANDARDS AT THE OWNER'S EXPENSE. 5. UTILITIES TO MAINTAIN MINIMUM 5 -FOOT SEPARATION WHEN PARALLELING WATER SERVICES. 6. MINIMUM HORIZONTAL SEPARATION OF 10 -FEET REQUIRED BETWEEN FIRE HYDRANTS AND SAN DIEGO GAS AND ELECTRIC VAULTS. 7. ALL WATER SERVICES TO BE CONSTRUCTED CLEAR OF DRIVEWAYS AND ALL OTHER TRAVELED WAYS. WATER METERS MUST BE IN FRONT OF THE PARCEL THEY ARE SERVING. 8. CALIFORNIA STATE LAW ASSEMBLY BILL AB -1953 IS REQUIRING THAT NO -LEAD BRASS BE USED IN THE CONSTRUCTION OR REPAIR OF ALL POTABLE WATER SYSTEM EFFECTIVE JANUARY 1, 2010. IN COMPLIANCE WITH THIS LAW, THE DISTRICT SHALL REQUIRE ALL MATERIALS TO BE NO -LEAD BRASS PARTS. 9. ALL COPPER TUBING USED FOR AIR RELEASES, BLOW OFFS, AND SERVICES SHALL BE PROVIDED WITH CATHODIC PROTECTION IN ACCORDANCE WITH WC -17 OR WC -18. LEUCAIDIA WASTE WATER DISTRICT SIGN Ch&t� v,tt Sheer' DATE /2/OSI- 13 DATE BENCHMARK SWS ENGINEERING, INC. STORMWATER POLLUTION CONTROL BMP NOTES RELATIVE TO TO CONSTRUCTION ACTIVITIES CONCRETE WATEROUT: CONTRACTOR SHALL ESTABLISH AND USE AN ADEQUATELY SIZED CONCRETE WASHOUT AREA TO CONTAIN WASHOUT WASTES ON SITE. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND THE LIKE INTO THE STORMWATER CONVEYANCE SYSTEM OR ANY RECEIVING WATER. CONTRACTOR SHALL POST A SIGN DESIGNATING THE WASHOUT LOCATION. CONSTRUCTION SITE ACCESS A STABILIZED CONSTRUCTION SITE ACCESS SHALL BE PROVIDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT TRACKING DIRT OFF SITE. THIS SHALL INCLUDE USING MATERIAL SUCH AS 3" CRUSHED ROCK AND /OR CORRUGATED STEEL PANELS /PLATES. CONSTRUCTION VEHICLES A SPECIFIC AREA AWAY FROM GUTTERS AND STORM DRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, AND ROUTINE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. EROSION CONTROL EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIVE SURFACES. SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. NO EXCAVATION AND GRADING ACTIVITIES ARE ALLOWED DURING WET WEATHER. DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES. REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY, LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST - GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE COMPLETE. WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED. ON -SITE CONSTRUCTION MATERIAL STORAGE STORED MATERIALS_ SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON -SITE. ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWATER STORMWATER FLOWS AND STORM DRAIN INLETS. STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. TRAINING CONTRACTORS' EMPLOYEES WHO PERFORM F RM CONSTRUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED TO BE FAMILIAR WITH THE CITY OF ENCINITAS STORMWATER POLLUTION CONTROL REQUIREMENTS. THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE. THE PROPERTY OWNER(S) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILITIES. WASTE MANAGEMENT 1 CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. NO SEEPAGE FROM ANY DUMPSTER SHALL BE DISCHARGED INTO STORMWATER. BERMS /DIKES SHALL BE PLACED AROUND ALL DUMPSTERS TO DIVERT THE NATURAL STORM RUNOFF. DUMPSITES SHALL BE CHECKED FREQUENTLY FOR LEAKS. DUMPSTER LIDS SHALL REMAIN CLOSED AT ALL TIMES. DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN STRUCTURES WITH IMPERVIOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY TRASH MATERIAL. MANY CONSTRUCTION MATERIALS, INCLUDING SOLVENTS, WATER -BASED PAINTS, VEHICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, WOOD, AND CLEARED VEGETATION CAN BE RECYCLED. NON- RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE. FOR INFORMATION ON DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE HOTLINE TOLL FREE AT (800) 714 -1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTERS CALL EDCO AT (760) 436 -4151. POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES. PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENTLY FOR LEAKS. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMDRAIN INLETS ON PERVIOUS SURFACES. ALL CONSTRUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SITE FOR MORE INFORMATION ON STORMWATER POLLUTION CONTROL MEASURES AND REQUIREMENTS PLEASE CONTACT THE ENGINEERING DEPARTMENT, CITY OF ENCINITAS AT (760) 633 -2770. NOTIFICATIONS: 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, HOWEVER: THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING UTILITIES OR STRUCTURES LOCATED AT THE WORK SITE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY EXCAVATION, FOR VERIFICATION AND LOCATION OF UTILITIES AND NOTIFICATION OF COMMENCEMENT OF WORK: A. SEWERS - CSD - (760)- 633 -2770 B. GAS & ELECTRIC - SDGE - (760)- 438 -6200 C. WATER - SAN DIEGUITO WATER DISTRICT -1- 800 - 227 -2600 D. TELEPHONE - SBC BELL - (760)- 489 -3411 E. CABLE TV - COX COMMUNICATIONS - (760)- 806 -9809 X -2233 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT. PHONE: (760)- 633 - 2770. 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION. PHONE: (760)- 633 -2770. ALL WORK PERFORMED WITHOUT BENEFIT OF INSPECTION WILL BE SUBJECT TO tSJ7l��,. �e 0 SC_•`Yr CIVIL ENGINEERING ♦ LAND PLANNING ♦ SURVEYING' PUBLIC WORKS 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 Fxp.123162013 Temecula, CA 92592 San Marcos, CA 92069 rF cIvI o��,Q P :951- 296 -3401 F :951- 581 -9451 P: 760- 144 -0011 F: 760- 144 -0046 l2. /31lZ \F C DATE: Oct 18, 12 12:07pm by:pam.smith S FILE: Z: \Projects \2011 \1 1 - 083 \PROD \Construct \GP \1 1 - 083GP -01 .dwg SCALE SPECIAL DISTRICT APPROVAL DESIPNSD AWL I PLANS P HORIZONTAL: VERTICAL: ICHAEL D PLANNING AND BUILDING SIGN DATE ARED UNDER SUPERVISION OF DATE: R.C.E. NO.: 59658 i TZER EXP.: 12 -31 -1 Z ENGINEERING DEP RECOMMEND 12,11% 14ASTH 7 /11&/ 13 DATE 3 r, OWNER EL CAMINO ENCINITAS, L.P., BOHRER REVOCABLE DECLARATION A CALIFORNIA LIMITED PARTNERSHIP OF TRUST DATED JUNE 1, 1987 BY: EL CAMINO ENCINITAS GROUP, INC BY: ROBERT J. BOHRER, TRUSTEE SITE ADDRESS GLORIA A. BOHRER, TRUSTEE 1271 ENCINITAS BLVD APN 2S*1- 371 -12 LEGAL DESCRIPTION PARCEL 5 OF PARCEL MAP NO. 3885 OWNER'S CERTIFICATE I (WE) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THE SITE. SIGNATUR A`a` DATE: 2 EL CAMINO ENCINITAS GROUP, INC SIGNATURE: DATE: R f�r BOHRER, TRUSTEE r SIGNATURE: - �f DATE: /9 zo / o ORIA A. BOHRER, TRUSTEE SWS N SOILS IITY MAP .J.T.S. I, YOGI PIRATHAPAN A REGISTERED CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME AND FOR AN UPDATE ON PREL. GEOTECHNICAL INVESTIGATIONFOR PROPOSED MCD'S RESTAURANT. PROJECT NO. 11 -2456. ONE COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN THE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCORPORATED THE GRADING PLANS AND SPECIFICATIONS. SIGNED: r1r® RCE NO.: 1- %34 EXP. DATE: 11 -2456 PROJECT #. INLAND ENGINEERING TECHNOLOGIES, INC. rec c�,� Sp, 41655 REAGAN WAY, SUITE EpF0A�1FCR MURRIETA, CA 92562 PHONE 951 - 894 -6464 STATEMENT OF ENGINEER OF WORK THE UNDERSIGNED ENGINEER AGREES THAT THE WORK PERFORMED BY THE ENGINEER SHALL COMPLY WITH THE GENERALLY ACCEPTED STANDARDS AND PRACTICES OF THE ENGINEER'S TRADE OR PROFESSION. THE ENGINEER FURTHER AGREES THAT THE WORK PERFORMED HEREIN SHALL BE IN ACCORDANCE WITH THE RULES AND REGULATIONS REQUIRED BY THE CITY OF ENCINITAS, TO THE EXTENT THAT THE ENGINEER CONTROLS SUCH PERFORMANCE. THE ENGINEER AGREES THAT ANY PLANCHECK OR REVIEW PERFORMED BY THE CITY OF ENCINITAS IN ITS CAPACITY AS A PUBLIC ENTITY FOR THE PLANS PREPARED BY THE ENGINEER IS NOT A DETERMINATION BY THE CITY OF ENCINITAS OF THE TECHNICAL SUFFICIENCY OR ADEQUACY OF THE PLANS OR DESIGN AND IT THEREFORE DOES NOT RELIEVE THE ENGINEER OF RESPONSIBILITY FOR THE PLANS OR DESIGN OF IMPROVEMENTS BASED THEREON. THE ENGINEER AGREES TO INDEMNIFY AND HOLD HARMLESS THE CITY OF ENCINITAS AND ITS OFFICERS, AGENTS, AND EMPLOYEES FROM PROPERTY DAMAGE OR BODILY INJURY ARISING SOLELY FROM THE NEGLIGENT ACTS, ERRORS, OR OMISSIONS OF THE ENGINEER AND HIS /HER AGENTS OR EMPLOYEES ACTING WITHIN THE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT AND ARISING OUT OF Tje& ( < P RMED BY THE ENGINEER. SIGNATUR _ DATE: MICHA SCHWEITZER SWS ENGINEERING, INC 261 AUTUMN DRIVE, SUITE 115 PHONE 760 - 744 -0011 RCE EXPIRES 09- 30 -1J4 EARTHWORK DATA STEEPEST EXISTING NATURAL SLOPE ON -SITE = 2 H 1 V MAXIMUM VERTICAL DEPTH OF CUT = 1 8.5 MAXIMUM VERTICAL DEPTH OF FILL - - r CUT = 97 C.Y. FILL = 581 C.Y. IMPORT = 484 C.Y. REMEDIAL = 678 C.Y. (' REMOVAL AND RECOMPACTION UNDER AND 3' OUTSIDE OF BUILDING AREAS) BMP PROJECT STATUS 7 S 1 IMPERVIOUS AREA PRIOR TO CONSTRUCTION: 27442 SQFT IMPERVIOUS AREA AFTER CONSTRUCTION: 24393 SQFT INCREASE IN IMPERVIOUS AREA: 0 SQFT IMPERVIOUS AREA REPLACED: 21.620 SQFT PRIORITY STORMWATER TREATMENT FACILITIES TO BE MAINTAINED BY AGENT. etc. IN ACCORDANCE WITH "MAINTENANCE AGREEMENT FOR PRIVATE STORMWATER TREATMENT AND STORMWATER POLLUTION CONTROL FACILITIES" RECORDED ON //- 27 -/2 AS DOC. #: 201;L- 073476C PARKS AND RECREATION ISAN DIEGUITO WATER DISTRICT I ENCINITAS FIRE DEPARTMENT Gj�cv:)__ IN dk�o .,I, AA Ialslrz-- I9r!!2JI1 *1 12- IGN ?A�rk/� e E_u DA E SIGN DATE N DATE SIGNATURE EXPIRES 2 YRS AFTER DATE ;TMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. APPROVED: TITLE SHEET FOR: 1271 ENCINITAS BLVD. CrLeWM 1t4Jr0&c McDONALD'S USA RESTAURANT LLC 11288 -G •2r, 0 0(5 APN: 2sq,- 371 -12 DATE PLANNING CASE NO: 12 -017 CDP /DR /MUP SHEET 1 OF 11 rn (0 0 N 0) U vi CO o� �o �o QI z� I �Q w L Z N O wo &�.t of Ld Ld z z (00 3F r wQw z (0o (n N 0- ENCiNf l'AS BLVD. ®f -' 'I i I i HORIZONTAL CONTROL & PAVING NOTES SYM l .1 O 3.5" AC OVER 6" AB MIN. OR PER SOILS ENGINEER'S SYM LENGTH RADIUS DELTA /BRG. DESCRIPTION RECOMMENDATIONS (PARKING STALL) L1 16.53' - N872328 "W 4 AC OVER 7" AB MIN. OR PER SOILS ENGINEER'S CI 7.85' 2.50' RECOMMENDATIONS (FIRE LANE) _ y L2 14.45 - 4" PCC W/ NO. 3 REBAR 0 24" O.C. OR 6" CURB PER SDRSD G -1 f d' . ° ° d. PER SOILS ENGINEER'S RECOMMENDATIONS (WALKWAY) - --"� �. ® 4 5" PCC W/ NO. 3 REBAR 0 18" O.C. OVER 4" AB MIN. OR f - �'•' 3.2 2.00 PER SOILS ENGINEER'S RECOMMENDATIONS (DRIVE THRU) L24 Q f . ° a 8 41 4 d (� /i 1 STRIPING AND SIGNAGE PER ARCHITECTURAL PLAN d d 1-2 ° L 13.04 CURB WHEEL STOPS PER ARCHITECTURAL PLAN `- - - - --I- d I d 1 i /° /L % Y`V 4/A � O7 TRUNCATED DOMES PER ARCHITECTURAL PLAN 6" CURB PER SDRSD G -1 / _ d ® SAWCUT 6" CURB PER SDRSD G -1 \ 1 L6 64.57 d 1 , A. d 14.03 CURB DATA CURB DATA CONT D 11 ♦ U � t °® 'I i I i i �I I °® SYM LENGTH .1 C C70 SYM LENGTH RADIUS DELTA /BRG. DESCRIPTION r L1 16.53' - N872328 "W 6" CURB PER SDRSD G-1 CI 7.85' 2.50' L = 180'00'00" ° L2 14.45 - S872328 "E 6" CURB PER SDRSD G -1 f d' . ° ° d. 1.5 6" CURB PER SDRSD G -1 \ L3 14.33 - f 6" CURB PER SDRSD G -1 c a i 3.2 2.00 A = 91'59'15" L24 Q f . ° a 8 41 4 d (� /i 1 ° ,/ Y i i° l � a/ �° ! d / d d 1-2 ° L 13.04 31.50 dL = 23'43'16" d I d 1 i /° /L % Y`V 4/A 8.08 - N2'18'30 0E 6" CURB PER SDRSD G -1 / _ d !° 4 dad 6" CURB PER SDRSD G -1 \ 1 L6 64.57 d 1 , A. d 14.03 20.00 A= 40'11'19" d L7 I 'd ° / d d ° a d d 4 d ad ra C7 ' a 2.50 A= 179573 1 " °d i.° °' dd 4 d d S02'3632"W ° C8 31.73 20.00 L = 90'5442" da d a L9 4.00 - S872328 "E 0" CURB C9 d 200.00 A = 03'4347" 6" CURB PER SDRSD G-1* L10 4.19 - C4 6" CURB PER SDRSD G -1 A 16 C10 17.49 20.00 L = 50'06'12" 6" CURB PER SDRSD G -1 L11 16.09 S872328 "E d d C11 d 3.00 L= 90'00'00" 6" CURB PER SDRSD G -1 L12 8.66 - S872326 "E 4" CURB PER MOD. SDRSD G -i C12 4.71 3.00 0 = 90'00'00" 6" CURB PER SDRSD G -1 L13 16.08 4. NO2'36'32 "E 4" CURB PER MOD. SDRSD G -1 C13 3.14 2.00 L = 90'00'O1" 6" CURB PER SDRSD G -1 L14 6.93 - N8723'20"W 4" CURB PER MOD. SDRSD G -1 C14 7.85 5.00 0 = 90'00'00" 6" CURB PER SDRSD G -1 L15 9.81 - NO2'03'20"W 6" CURB PER SDRSD G -1 C15 33.24 67.61 Y 6" CURB ER SDRSD G-1** 7 L16 L9 rn NO2'36'32 "E N C16 12.87 21.01 L = 35'05'51 " 6" CURB ER SDRSD G -1 L17 L3 - N872328 "W On CURB C17 - 2.52 A = 11755'35" 6" CURB PER SDRSD G -1 a4i -���� 8 16.37 - S0236'32"W 6" CURB PER SDRSD G -1 C18 4.55 1.77 { 6" CURB PER SDRSD G-1** EXISTING BUILDING L19 51.73 - N8723'00"W 10 CURB PER SHEET 6 C19 ° 2.83 = 142'45'13" 6" CURB PER SDRSD G -1 L20 17.93 - N8723'00"W • , ° ° e d� • 8 d. C20 257.31 F.F. 30.51 = 18'14'30" 6" CURB PER SDRSD G -1 L„ • 6.50 - S02'36'32"W 6" CURB PER SDRSD G -1 C21 17.50 29.24 L = 34'16'43" d ° d 4 L22 6.50 - S0236'32 "W 6" CURB PER SDRSD G -1 C22 .. �' / 1 145'59'31 " 6" CURB PER SDRSD G -1 L23 4.00 - ° On CURB C23 18.45 24.00 A = 44'03'19" 6" TYPE G C &G PER SDRSD G -2 }, 16.60 - S8725'07 "E - C24 18.53 24.00 d 6" TYPE G C &G PER SDRSD G -2 L25 16.79 - NO2'36'32 It 6" CURB PER SDRSD G -1 C25 f 9.00 A = 23'04'35" 6" TYPE G C &G PER SDRSD G -2 j L26 14.99 - N872328"W 6" CURB PER SDRSD G -i C26 31.79 60.00 0 = 30'2121" 6" TYPE G C &G PER SDRSD G -2 L27 20.62 - S02'3632"W 6" CURB PER SDRSD G -1 C27 2.31 dd A = 20'2259" 6" CURB PER SDRSD G -1 L28 9.00 - NO2'36'32"W 6" CURB PER SDRSD G -1 C28 13.51 10.04 Z� = 7709'34" 6" CURB PER SDRSD G -1 L29 ®t ° - NO2 3632"W On CURB C29 4.6 700 L = 3744'57" a r L30 13.00 - NO2'3632 "W 6" CURB PER SDRSD G -1 C30 5.02 2.00 = 144'1'53" 6" CURB PER SDRSD G -1 L31 9.00 - S02'36'3I "W 6" CURB PER SDRSD G -1 C31 5.90 3.00 =112. 52'33" 6" CURB PER SDRSD G -1 e,U L L1 !! *MOWN Mmmm. DESCRIPTION APPROVED DATE I BENCHMARK 67d I . ,'gyp FOUND WELL MONUMENT AT CENTERLINE INTERSE( AVENUE (NAVD88) ELEV 26SOM' SCALE HORIZONTAL: VERTICAL: SPECIAL DISTRICT APPROVAL PLANS PREPARED UN D. SCHWEI L48 _j_ L49 9.03 - S43'20'09 "E 6" TYPE G C &G PER SDRSD G -2* o -_ ._ __ - _ L50 7.47 - N8734'55"W 6" TYPE G C &G PER SDRSD G -2 i L51 6.50 = N87-3455V 0" CURB h U -cc L52 29.74 S8737'22 "E 6" TYPE G C &G PER SDRSD G -2 0 0 L53 6.80 - S64'32'47 "E 6" TYPE G C &G PER SDRSD G -2 SWS a L54 17.95 - N84'54'50 "E 6" CURB PER SDRSD G -1 7:� z 10 ZJ I L55 15.7 - Ni'9'58"W 6" CURB PER SDRSD G -1 cr) co L56 16.53 - N8723'28"W 6" CURB PER SDRSD G -1 N a \ u- \'. I 10 5 0 10 20 40 v SCALE IN FEET y GRAPHIC SCALE ° w z o SWS ENGINEERING, INC. z W¢w �E / CIVIL ENGINEERING ♦ LAND PLANNING ♦ SURVEYING LO O j z D S_ 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 'n N Temecula, CA 92592 San Marcos, CA 92069 No. 59658 * Ezp.12 -31 -2013 * P:951- 296 -3407 F: 951 -587 -9451 P: 760 -744 -0011 F: 760.744 -0046 CIV �. DATE: Jul 01, 13 4:17pm by:Preston.ayer TFOFCAI�F FILE:Z:\ Projects\ 2011 \11 - 083 \PROD \Construct \GP \11- 083GP- 02.dwg SIGNATURE EXPIRES 2 YRS AFTER DATE CHECKED BY: TS ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. SUPERVISION OF RECOMMENDED- APPROVED: HORIZONTAL CONTROL & DATE: 1 / A .Q^ / (� ` PAVING PLAN FOR: 1271 ENCINITAS BLVD. -AA. ✓•+r McDONALD'S USA RESTAURANT LLC 11288 -G R.C.E. NO.: 59658 MASIH MAHERni APN: 295- 371 -12 EXP.: 12 -31 -12 -718'1 13 7 - 6-1-3 DATE DATE PLANNING CASE NO: 17--017 CDP /DR /MUP SHEET 2 OF 11 SYM LENGTH RADIUS DELTA /BRG. DESCRIPTION SYM LENGTH RADIUS DELTA /BRG. DESCRIPTION `. \ L1 16.53' - N872328 "W 6" CURB PER SDRSD G-1 CI 7.85' 2.50' L = 180'00'00" 6" CURB PER SDRSD G -1 L2 14.45 - S872328 "E 6" CURB PER SDRSD G -1 C2 4.7 1.5 0 = 180'00'00" 6" CURB PER SDRSD G -1 \ L3 14.33 - S8723'28 1E 6" CURB PER SDRSD G -1 C3 3.2 2.00 A = 91'59'15" 6" CURB PER SDRSD G -i ` \ L4 14.33 - S872328 "E 6" CURB PER SDRSD G -1 C4 13.04 31.50 dL = 23'43'16" 6" CURB PER SDRSD G -i \. L5 8.08 - N2'18'30 0E 6" CURB PER SDRSD G -1 C5 793 10.00 0= 45'2735" 6" CURB PER SDRSD G -1 \ 1 L6 64.57 - S872328 "E 6" CURB PER SDRSD G -1 C6 14.03 20.00 A= 40'11'19" 6" CURB PER SDRSD G -1 L7 11.29 - S02.3632 nW 6" CURB PER SDRSD G -1 C7 7.85 2.50 A= 179573 1 " 6" CURB PER SDRSD G -1 L8 7.00 - S02'3632"W 6" CURB PER SDRSD G -1 C8 31.73 20.00 L = 90'5442" 6" CURB PER SDRSD G -1 L9 4.00 - S872328 "E 0" CURB C9 13.02 200.00 A = 03'4347" 6" CURB PER SDRSD G-1* L10 4.19 - S8723'28 "E 6" CURB PER SDRSD G -1 C10 17.49 20.00 L = 50'06'12" 6" CURB PER SDRSD G -1 L11 16.09 S872328 "E 6" CURB PER SDRSD G -1 C11 4.71 3.00 L= 90'00'00" 6" CURB PER SDRSD G -1 L12 8.66 - S872326 "E 4" CURB PER MOD. SDRSD G -i C12 4.71 3.00 0 = 90'00'00" 6" CURB PER SDRSD G -1 L13 16.08 - NO2'36'32 "E 4" CURB PER MOD. SDRSD G -1 C13 3.14 2.00 L = 90'00'O1" 6" CURB PER SDRSD G -1 L14 6.93 - N8723'20"W 4" CURB PER MOD. SDRSD G -1 C14 7.85 5.00 0 = 90'00'00" 6" CURB PER SDRSD G -1 L15 9.81 - NO2'03'20"W 6" CURB PER SDRSD G -1 C15 33.24 67.61 L = 28'09'58" 6" CURB ER SDRSD G-1** i L16 6.50 - NO2'36'32 "E 6" CURB PER SDRSD G -1 C16 12.87 21.01 L = 35'05'51 " 6" CURB ER SDRSD G -1 L17 4.00 - N872328 "W On CURB C17 5.18 2.52 A = 11755'35" 6" CURB PER SDRSD G -1 L18 16.37 - S0236'32"W 6" CURB PER SDRSD G -1 C18 4.55 1.77 z�, = 14729'20" 6" CURB PER SDRSD G-1** L19 51.73 - N8723'00"W 10 CURB PER SHEET 6 C19 7.04 2.83 = 142'45'13" 6" CURB PER SDRSD G -1 L20 17.93 - N8723'00"W 6" CURB PER SDRSD G -1 C20 9.72 30.51 = 18'14'30" 6" CURB PER SDRSD G -1 L21 6.50 - S02'36'32"W 6" CURB PER SDRSD G -1 C21 17.50 29.24 L = 34'16'43" 6" CURB PER SDRSD G -i L22 6.50 - S0236'32 "W 6" CURB PER SDRSD G -1 C22 7.93 3.11 1 145'59'31 " 6" CURB PER SDRSD G -1 L23 4.00 - S8725'07 "E On CURB C23 18.45 24.00 A = 44'03'19" 6" TYPE G C &G PER SDRSD G -2 L24 16.60 - S8725'07 "E 6" CURB PER SDRSD G -1 C24 18.53 24.00 0 = 44'14'46" 6" TYPE G C &G PER SDRSD G -2 L25 16.79 - NO2'36'32 It 6" CURB PER SDRSD G -1 C25 3.62 9.00 A = 23'04'35" 6" TYPE G C &G PER SDRSD G -2 j L26 14.99 - N872328"W 6" CURB PER SDRSD G -i C26 31.79 60.00 0 = 30'2121" 6" TYPE G C &G PER SDRSD G -2 L27 20.62 - S02'3632"W 6" CURB PER SDRSD G -1 C27 2.31 6.50 A = 20'2259" 6" CURB PER SDRSD G -1 L28 9.00 - NO2'36'32"W 6" CURB PER SDRSD G -1 C28 13.51 10.04 Z� = 7709'34" 6" CURB PER SDRSD G -1 L29 5.00 - NO2 3632"W On CURB C29 4.6 700 L = 3744'57" 6" CURB PER SDRSD G-1 L30 13.00 - NO2'3632 "W 6" CURB PER SDRSD G -1 C30 5.02 2.00 = 144'1'53" 6" CURB PER SDRSD G -1 L31 9.00 - S02'36'3I "W 6" CURB PER SDRSD G -1 C31 5.90 3.00 =112. 52'33" 6" CURB PER SDRSD G -1 L32 9.00 - S02'36'31 "W 6" CURB PER SDRSD G -1 02 15.7 30.00 A = 30'0'38" 6" CURB PER SDRSD G -1 tL33 15.99 - S87'23'28 0E 6" CURB PER SDRSD G -1 C33 5.7 2.00 A= 163'15'37" 6" CURB PER SDRSD G -1 1 L34 3.37 - NO2'36'31 "W 6" CURB PER SDRSD G -1 C34 22.1 42.00 0 = 30'926" 6" CURB PER SDRSD G -i L35 13.49 - N872329"W 6" CURB PER SDRSD G -1 C35 6.44 1 5.00 A = 73'4729" 6" CURB PER SDRSD G -1 9 ? ` L36 4.00 - N8723'29"W O" CURB DEEPENED CURB WITH 10" TOTAL DEPTH. PROVIDE CURB OPENINGS 0 10' O.C. PER DETAIL SHEET 6. J - L37 7437 - N872329"W 6" CURB PER SDRSD G -1 L38 9.46 - N01'53'09 "E 6" CURB PER SDRSD G -i 09 10.24 - NO1'52'38 "E 6" CURB PER SDRSD G -i L40 4.07 - S81'23'17"W On CURB L41 9.25 - S8731'09 "E 6" CURB PER SDRSD G -i L42 4.00 - S8739'23 "E 0" CURB L43 30.96 - N8731'09"W 6" CURB PER SDRSD G -1 L44 3033 - S8723'28 "E 6" CURB PER SDRSD G -1 L45 7.19 - N62'02'31"W 6" CURB PER SDRSD G -1 L46 1.60 - S872328 "E 6" TYPE G C &G PER SDRSD G -2 L47 99.00 - S02'36'32"W 6" TYPE G C &G PER SDRSD G -2 L48 12.18 - S872328 "E 6" TYPE G C &G PER SDRSD G -2 _j_ L49 9.03 - S43'20'09 "E 6" TYPE G C &G PER SDRSD G -2* o -_ ._ __ - _ L50 7.47 - N8734'55"W 6" TYPE G C &G PER SDRSD G -2 i L51 6.50 = N87-3455V 0" CURB h U -cc L52 29.74 S8737'22 "E 6" TYPE G C &G PER SDRSD G -2 0 0 L53 6.80 - S64'32'47 "E 6" TYPE G C &G PER SDRSD G -2 SWS a L54 17.95 - N84'54'50 "E 6" CURB PER SDRSD G -1 7:� z 10 ZJ I L55 15.7 - Ni'9'58"W 6" CURB PER SDRSD G -1 cr) co L56 16.53 - N8723'28"W 6" CURB PER SDRSD G -1 N a \ u- \'. I 10 5 0 10 20 40 v SCALE IN FEET y GRAPHIC SCALE ° w z o SWS ENGINEERING, INC. z W¢w �E / CIVIL ENGINEERING ♦ LAND PLANNING ♦ SURVEYING LO O j z D S_ 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 'n N Temecula, CA 92592 San Marcos, CA 92069 No. 59658 * Ezp.12 -31 -2013 * P:951- 296 -3407 F: 951 -587 -9451 P: 760 -744 -0011 F: 760.744 -0046 CIV �. DATE: Jul 01, 13 4:17pm by:Preston.ayer TFOFCAI�F FILE:Z:\ Projects\ 2011 \11 - 083 \PROD \Construct \GP \11- 083GP- 02.dwg SIGNATURE EXPIRES 2 YRS AFTER DATE CHECKED BY: TS ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. SUPERVISION OF RECOMMENDED- APPROVED: HORIZONTAL CONTROL & DATE: 1 / A .Q^ / (� ` PAVING PLAN FOR: 1271 ENCINITAS BLVD. -AA. ✓•+r McDONALD'S USA RESTAURANT LLC 11288 -G R.C.E. NO.: 59658 MASIH MAHERni APN: 295- 371 -12 EXP.: 12 -31 -12 -718'1 13 7 - 6-1-3 DATE DATE PLANNING CASE NO: 17--017 CDP /DR /MUP SHEET 2 OF 11 rn cn M O mg LINE \ f251,9- FCC 1 I. 254. T F U?`j\ 5h � ; 4i ` N S GRADING NOTES (D RETAINING WALL PER JpiQ� ALL PLANS 2� BUILDING WALL PER STRUCTURAL PLANS 3O COVERED TRASH ENCLOSURE PER ARCHITECTURAL PLANS ® EXISTING SIDEWALK TO REMAIN 50 EXISTING RETAINING WALL TO REMAIN © EXISTING MCDONALDS SIGN TO REMAIN O7 EXISTING FLAG POLE TO BE RELOCATED ® EXISTING 8' ELECTRIC EASEMENT TO SDG&E PER F/P #75- 019656, RECORDED 01 -28 -75 O9 EXISTING 10' WATERLINE EASEMENT TO SAN DIEGUITO IRRIGATION DISTRICT RECORDED 01- 23 -74, F/P #74- 017901, BK 1974, O.R. 10 CURB RAMP PER ARCHITECTURAL PLAN ii BIORETENTION SUBDRAIN PER DETAIL SHEET 6 12 ROOF DRAINS OUT SIDE THE BLDG WILL SURFACE DRAIN 13 APPROX. LOCATION OF EXISTING BUILDING BASEMENT -REFER TO SOILS REPORT FOR DEMO INSTRUCTIONS. 14 EXISTING 29.5' CONCRETE DRIVEWAY TO REMAIN. PROTECT IN PLACE 15 42" HIGH GUARD RAIL PER ARCHITECTURAL PLANS 16 FENCING PER ARCHITECTURAL PLANS 17 TYPE A BROW DITCH PER SDRSD D -75 18 EXISTING 10' SEWER EASEMENT TO LEUCADIA WASTEWATER DISTRICT BIORETENTION BASIN TABLE NOTE: MIN. SURFACE AREA IS AREA OF FLAT LEVEL PORTION OF BASIN. a5,>7 4 �PQIOA��t .� r► ���C�,-�ta��o� '1 f 1�iJJCq. PER I)CTAIL a CN S14C�r6 - PZovsnar CX56dLC RSP•2APoti/4*ssysrbcstogy =s FINISHED BOTTOM MIN. BASIN SURFACE TG OF EXCAVATION SURFACE AREA 1 254.9 255.08 251.65 301 2 254.6 254.88 251.35 91 3 252.4 252.69 249.15 387 NOTE: MIN. SURFACE AREA IS AREA OF FLAT LEVEL PORTION OF BASIN. a5,>7 4 �PQIOA��t .� r► ���C�,-�ta��o� '1 f 1�iJJCq. PER I)CTAIL a CN S14C�r6 - PZovsnar CX56dLC RSP•2APoti/4*ssysrbcstogy =s LINE DESCRIPTION I it I I I it {I ji I i1 ,I lil II II lil APPROVED I DATE ENCINITAS BLVD. (244.81 RIM l S ��_ - - 239.61 IE) (EJ -LAD SMH N0. 05 =47(" UTILITY NOTES Oi POINT OF CONNECTION - SEWER - PER SEPARATE PERMIT FOR CONTINUATION / INSTALL CLEANOUT /RISER PER SDRSD DWG SC -01 POINT OF CONNECTION - WATER - SEE PLUMBING PLANS FOR CONTINUATION AT THE BLDG. POINT OF CONNECTION - ROOF DRAIN - SEE PLUMBING PLANS FOR CONTINUATION AT THE BLDG. EXISTING 8" ACP PER SDWD WO -74 -2 SEWER TO REMAIN REMOVE EXISTING SEWER LATERAL AND CAP AT MAIN ©EXISTING 8" PUBLIC WATER TO REMAIN �� O7 EXISTING WATER LATERAL TO REMAIN ADJUST TO GRADE 05 SITE LIGHTING PER ELECT. PLANS \ O9 SEWER GREASE INTERCEPTOR PER PLUMBING PLANS © CURB DRAIN PER SDRSD D -27 ` 10 SEWER CLEANOUT PER SDRSD SC -01 8 CONNECT TO HOSE BIB PER PLUMBING PLANS - \ CONNECT TO EXISTING 8" SEWER - 25 • 9 T \ ` \ i2 EXISTING 10" STORM DRAIN TO REMAIN 25250. 1E) REMOVE EXISTING CATCH BASIN CONNECT TO EXISTING 10" STORM DRAIN PVC RISER WITH GRATE PER DETAIL SHEET 6 \ \ 1 16 24 "X24" PRECAST CONCRETE CATCH BASIN WITH PARKWAY GRATE \ 36 "X36" PRECAST CONCRETE CATCH BASIN WITH PARKWAY GRATE ��, `'I I, j 18 CONNECT TO EXISTING 8" WATER `4 \_ DEVELOPER /OWNER TO INSTALL BACKFLOW PREVENTOR PER WAS STD. WR -01 RIPRAP J 4 1 �l Aft t k t II � jai �I tt WATER DATA* 1 21 CONTRACTOR TO POTHOLE EXISTING SEWER AND WATER AT ALL ANTICIPATED UTILITY CROSSINGS, AND POINTS O NOT USED O OF CONNECTION AS SHOWN. VERIFY LOCATIONS AND ELEVATIONS OF EXISTING UTILITIES PRIOR TO CONSTRUCTION. NOT USED ® S87'2326 "E NOTIFY ENGINEER OF WORK OF ANY POTENTIAL CONFLICTS OR DISCREPANCIES 1 ' r 2 EXISTING 1 2 ' WATER METER TO REMAIN 1 � 20.53' S87'23'00 "E I© 2" PVC (SCH40) EXISTING PUBLIC WATER LINE EASEMENT NO236'32 "E 33.63' i ® EXISTING SDG &E EASEMENT 26.81' 314" PVC (SCH40) �. N87'23'28 "E 1.4' 2" PVC (SCH40) 32.99' 4" PVC (SDR -35) ® 2.0% 9 N47'36'32 "E 5.00' 4' PVC (SDR -35) ® 2.0% 10 S8732'19 "E 36.14' 4" PVC (SDR -35) 0 4.50% 11 S47'27'41 E 8.04' 4" PVC (SDR -35) 0 4.50% 25.68' 4" PVC 13 4 1 �l Aft t k t II � jai �I tt WATER DATA* SYM DELTA /BRG LENGTH DESCRIPTION O NOT USED O NOT USED 2 NOT USED ® S87'2326 "E 3.67' 2" PVC (SCH40) 50 SO236'34 "W 36.59' 2' PVC (SCH40) 20.53' S87'23'00 "E 81.01' 2" PVC (SCH40) O7 NO236'32 "E 33.63' 2" PVC (SCH40) ® N75'1033 "E 26.81' 314" PVC (SCH40) 9 N87'23'28 "E 1.4' 2" PVC (SCH40) *PRIVATE WATER SYSTEM SEWER DATA* SYM DELTA /BRG LENGTH DESCRIPTION 1 N45'0'0 "W 21.21' 4" PVC (SDR -35) ® 4.50% 2 S2'27'41 "W 73.31' 4' PVC (SDR -35) 04.50% 3 S47'2741 "W 14.53' 4" PVC (SDR -35) 04.50% 4 S02'26'32 "W 20.53' 4" PVC (SDR -35) 0 2.0% 5 S022632 "W 2.07' 4" PVC (SDR -35) 020% 6 N87'2328 "W 69.01' 4" PVC (SDR -35) 015.07. 7 N5536'12 "E 5.81' 4" PVC (SDR -35) 015.07. 8 502'36'32 "W 32.99' 4" PVC (SDR -35) ® 2.0% 9 N47'36'32 "E 5.00' 4' PVC (SDR -35) ® 2.0% 10 S8732'19 "E 36.14' 4" PVC (SDR -35) 0 4.50% 11 S47'27'41 E 8.04' 4" PVC (SDR -35) 0 4.50% STORM DRAIN* SYM DELTA /BRG LENGTH DESCRIPTION �l S814527 "W 33.82' 4" PVC 02 N6378'24 0E 52.68' 10" PVC �3 N7034'00 "E 61.58' 10" PVC ® S87'19'08 0E 10.00' 10" PVC �5 N6913'25 "E 9.72' 10" PVC © N351927 "E 11.67' 10" PVC �7 N0145'33 "E 26.63' 8" PVC S422328 "E 12.07' 8" PVC �9 S19'0556 "E 22.21' 8" PVC 10 NOT USED 11 SO454'40 "E 21.92' 8" PVC 12 N023952 "E 25.68' 4" PVC 13 NOT USED 14 S1926'00 "E 11.52' 4" PVC 15 N872328 "W 12.00' 4" PVC 16 N1926'00 "W 3.13' 4" PVC 17 S8737'04 7E 68.34' 4" PVC 18 S01'4945 "W 6.01' 4" PVC 19 N872328 "W 4.69' 3" PVC 20 N2'46'9 "E 1 38.9' 4" PVC *PRIVATE STORM DRAIN SYSTEM \ *PRIVATE SEWER SYSTEM NOTES 11 1. THE LOCATIONS OF UNDERGROUND STRUCTURES AND UTILITIES SHOWN HEREON HAVE BEEN OBTAINED FROM w. AVAILABLE RECORDS FOR THE BENEFIT OF THE CONTRACTOR. THE DEPICTION OF UTILITIES SHOWN ON THESE PLANS DOES NOT CONSTITUTE A GUARANTEE OF THEIR EXACT LOCATION, DEPTH, SIZE, OR TYPE. EXACT j ltt ; LOCATION, DEPTH, TYPE AND SIZE SHOULD BE VERIFIED BY POTHOLING PRIOR TO CONSTRUCTION. THE 1 CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONARY MEASURES TO PROTECT ALL UNDERGROUND ;E. 1 AND /OR OVERHEAD STRUCTURES AND /OR UTILITIES WHETHER OR NOT THEY ARE SHOWN HEREON. ALL DAMACFS CAIISFD RY THE CONTRACTOR SHAI I RF RFPAIRFD TO THE APPROPRIATE SPFCIFICATIONS AND AT T O 15 236.38 TO g-96 263 1E I I I y ( '1 $ . a.. a. a I BENCHMARK FOUND WELL MONUMENT AT CENTERLINE INTERSECTI, AND SHIELDS AVENUE (NAVD88) ELEV JGO• t4j� /f f 256.36 I�'ffG f f 255.361IE'' f r f 25f. TG- v°i / I / KLMUVAL. I D BUILDING EPAR E T. T I TP PERT HI IUE S lilt CIVGIN[CttING NIVU s � PLANNING AND BUILDING DEPARTMENT. THE PROPERTY OWNER SHALL BE RESPONSIBLE FOR z THE REMOVAL IN A TIMELY MANNER OF ANY GRAFFITI POSTED ON SUCH WALL. vai 6 P EXISTING BUILDING `t� j!, I I \ x 257.31 F.F. i 1 SCALE HORIZONTAL: VERTICAL: o zz"'0 10 5 0 10 20 40 - z ®'t SCALE IN FEET W GRAPHIC SCALE SWS ENGINEERING, INC. ?¢z (` \�/J(` �OFESS /q�i 010 -F -- J W J D SC,yc; CIVIL ENGINEERING • LAND PLANNING • SURVEYING N a 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 N0. 59658 N *�Fxp.12 -31 -2013 * Temecula, CA 92592 San Marcos, CA 92069 I � CIVk� ��Q P: 951- 296 -3407 F:951- 587 -9451 P: 760 -744 -0011 F: 760 -744 0046 - - o CALF DATE: Jul 01, 13 4:30pm by:Preston.ayer - - -- -- 285'± MH TO MH ' FILE:Z:\ Projects\ 2011 \11 - 083 \PR0D \Construct \GP \11- 083GP- 04.dwg (RIM 25779±) SIGNATURE EXPIRES 2 YRS AFTER DATE SPECIAL DISTRICT APPROVAL DESI PHS P S TS GNED BY: DRAWN BY: CHECKED BY: ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. PLANS PREPARED UNDER SUPERV ION OF RECOMMEND AP ROV : UTILITY PLAN FOR: 1271 ENCINITAS BLVD. DATE: 7 4 c McDONALD'S USA RESTAURANT LLC 11288 -G R.C.E. NO.: 59658 MASIH MAHER tf4l ?iQ /1 3 7- g. APN: 295 - 371 -12 CHAEL D. SCHWEIT R EXP.: 12 -31 -12 DATE DATE PLANNING CASE NO: It -0 CDP /DR /MUP i SHEET 4 OF 11 r i 11 i 'i i ii �I �I i RIG'® WAY e %^ .<. A _ .1 : ®I�i I C/�I�71 IIV�.1 CVIL.V11'4%J ------- - - - - -- BENCHMARK FOUND WELL MONUMENT AT CENTERLINE INTERSEC AND SHIELDS AVENUE (NAVD88) ELEV ISIO S' , Y i I ' SCALE HORIZONTAL: VERTICAL: 257.31 F.F. \� If , h i ------------------ SWS' 'f Cp i NOTE: BMP DRAWING NUMBERS REFER TO THE CALIFORNIA STORMWATER QUALITY ASSOCIATION'S BEST MANAGEMENT PRACTICES HANDBOOK. CONSTRUCTION. CONCRETE WASHOUT • CONTRACTOR SHALL ESTABLISH AND USE AN ADEQUATELY SIZED CONCRETE WASHOUT AREA TO CONTAIN WASHOUT WASTES ON SITE. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND THE LIKE INTO THE STORMWATER CONVEYANCE SYSTEM OR ANY RECEIVING WATER. CONTRACTOR SHALL POST A SIGN DESIGNATING THE WASHOUT LOCATION. CONSTRUCTION SITE ACCESS • A STABILIZED CONSTRUCTION SITE ACCESS SHALL BE PROVIDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT TRACKING DIRT OFF SITE. THIS SHALL INCLUDE USING MATERIAL SUCH AS GRAVEL AND /OR CORRUGATED STEEL PANELS /PLATES. CONSTRUCTION VEHICLES • A SPECIFIC AREA AWAY FROM GUTTERS AND STORMDRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, AND ROUTINE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. EROSION CONTROL • EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIVE SURFACES. SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. • NO EXCAVATION AND GRADING ACTIVITIES ARE ALLOWED DURING WET WEATHER. • DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES. • REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. • TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST - GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. • PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE COMPLETE. • WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED. ON -SITE CONSTRUCTION MATERIAL STORAGE • STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON -SITE. • ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE; AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWATER FLOWS AND STORMDRAIN INLETS. STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. TRAINING • CONTRACTORS' EMPLOYEES WHO PERFORM CONSTRUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED TO BE FAMILIAR WITH THE CITY OF ENCINITAS STORMWATER POLLUTION CONTROL REQUIREMENTS. THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE. THE PROPERTY OWNER(S) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILITIES. WASTE MANAGEMENT • CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. \ NO SEEPAGE FROM DUMPSTERS SHALL BE DISCHARGED INTO STORMWATER. BERMS /DIKES SHALL BE PLACED AROUND DUMPSTERS TO DIVERT THE NATURAL STORM RUNOFF. DUMPSTERS SHALL BE CHECKED FREQUENTLY FOR LEAKS. DUMPSTER LIDS SHALL REMAIN CLOSED AT ALL TIMES. DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN STRUCTURES WITH IMPERVIOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY TRASH MATERIAL. • MANY CONSTRUCTION MATERIALS, INCLUDING SOLVENTS, WATER -BASED PAINTS, VEHICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, WOOD, AND CLEARED VEGETATION CAN BE RECYCLED. NON- RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE. FOR INFORMATION ON DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE HOTLINE TOLL FREE AT (800) 714 -1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTERS CALL EDCO AT (760) 436 -4151. • POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES. PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. • PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENTLY FOR LEAKS. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMDRAIN INLETS ON PERVIOUS SURFACES. • ALL CONSTRUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SITE SWS ENGINEERING, INC. QRQFESS/� CIVIL ENGINEERING ♦ LAND PLANNING ♦ SURVEYING ��� o scy��G 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 N 20 40 3 Q N0. 59658 Temecula, CA 92592 San Marcos, CA 92069 10 5 0 1 I ¢ * EzP.12 -31 -2013 * P :951- 296 -3407 F:951- 587.9451 P: 760.744 -0011 F: 760.744 -0046 ------------------ SCALE IN FEET 0 DATE: Jul 01, 13 4:18pm by:Preston.ayer GRAPHIC SCALE URE EkOfk Ppt a?0 ,' fr)] ,- a�\eROD \Construct \GP \11- 083GP- 05.dwg SPECIAL DISTRICT APPROVAL DESIGNED BY: DRAWN BY TS CHECKED BY: PHS HS ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. PLANS PREPARED UNDER SUPE V) ON OF RECOMMENDED J AP=iaAko EROSI N CONTROL PLAN FOR: 1271 ENCINITAS BLVD. -, _ McDONALD'S USA RESTAURANT LLC 11288 -G la4v R.C.E. NO.: 59658 MASIH MAHER � k� 71 tt i 13 �{ '7 • $ (�_ APN: 295 - 371 -12 ICHAEL D. SCHWEI R EXP.: 12 -31 -12 DATE DATE PLANNING CASE NO: it-oil CDP /DR /MUP SHEET 5 OF 11 Z11 rn 0 0 N U v `O 0 I U 0 �o ¢� z� I U� =Q w �- C5 (n o -wo of o� zz :2(0 6�r` wQw 1n o t3nNa DESCRIPTION SYMBOL SE -1 SILT FENCE PER SHEET 6 0 SE -8 GRAVEL BAG BARRIER PER SHEET 6 OC�O�O WM -1 MATERIAL DELIVERY STORAGE WM -5 SOLID WASTE MANAGEMENT WM -6 HAZARDOUS WASTE MANAGEMENT Q WM -8 CONCRETE WASTE MANAGEMENT cwra WM -9 SANITARY /SEPTIC WASTE MANAGEMENT TR -1 STABILIZED CONSTRUCTION ENTRANCE SEE SHEET 6 NOTE: BMP DRAWING NUMBERS REFER TO THE CALIFORNIA STORMWATER QUALITY ASSOCIATION'S BEST MANAGEMENT PRACTICES HANDBOOK. CONSTRUCTION. CONCRETE WASHOUT • CONTRACTOR SHALL ESTABLISH AND USE AN ADEQUATELY SIZED CONCRETE WASHOUT AREA TO CONTAIN WASHOUT WASTES ON SITE. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND THE LIKE INTO THE STORMWATER CONVEYANCE SYSTEM OR ANY RECEIVING WATER. CONTRACTOR SHALL POST A SIGN DESIGNATING THE WASHOUT LOCATION. CONSTRUCTION SITE ACCESS • A STABILIZED CONSTRUCTION SITE ACCESS SHALL BE PROVIDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT TRACKING DIRT OFF SITE. THIS SHALL INCLUDE USING MATERIAL SUCH AS GRAVEL AND /OR CORRUGATED STEEL PANELS /PLATES. CONSTRUCTION VEHICLES • A SPECIFIC AREA AWAY FROM GUTTERS AND STORMDRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, AND ROUTINE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. EROSION CONTROL • EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIVE SURFACES. SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. • NO EXCAVATION AND GRADING ACTIVITIES ARE ALLOWED DURING WET WEATHER. • DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES. • REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. • TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST - GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. • PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE COMPLETE. • WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED. ON -SITE CONSTRUCTION MATERIAL STORAGE • STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON -SITE. • ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE; AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWATER FLOWS AND STORMDRAIN INLETS. STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. TRAINING • CONTRACTORS' EMPLOYEES WHO PERFORM CONSTRUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED TO BE FAMILIAR WITH THE CITY OF ENCINITAS STORMWATER POLLUTION CONTROL REQUIREMENTS. THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE. THE PROPERTY OWNER(S) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILITIES. WASTE MANAGEMENT • CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. \ NO SEEPAGE FROM DUMPSTERS SHALL BE DISCHARGED INTO STORMWATER. BERMS /DIKES SHALL BE PLACED AROUND DUMPSTERS TO DIVERT THE NATURAL STORM RUNOFF. DUMPSTERS SHALL BE CHECKED FREQUENTLY FOR LEAKS. DUMPSTER LIDS SHALL REMAIN CLOSED AT ALL TIMES. DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN STRUCTURES WITH IMPERVIOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY TRASH MATERIAL. • MANY CONSTRUCTION MATERIALS, INCLUDING SOLVENTS, WATER -BASED PAINTS, VEHICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, WOOD, AND CLEARED VEGETATION CAN BE RECYCLED. NON- RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE. FOR INFORMATION ON DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE HOTLINE TOLL FREE AT (800) 714 -1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTERS CALL EDCO AT (760) 436 -4151. • POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES. PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. • PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENTLY FOR LEAKS. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMDRAIN INLETS ON PERVIOUS SURFACES. • ALL CONSTRUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SITE SWS ENGINEERING, INC. QRQFESS/� CIVIL ENGINEERING ♦ LAND PLANNING ♦ SURVEYING ��� o scy��G 31045 Temecula Parkway, Suite 203 261 Autumn Drive, Suite 115 N 20 40 3 Q N0. 59658 Temecula, CA 92592 San Marcos, CA 92069 10 5 0 1 I ¢ * EzP.12 -31 -2013 * P :951- 296 -3407 F:951- 587.9451 P: 760.744 -0011 F: 760.744 -0046 ------------------ SCALE IN FEET 0 DATE: Jul 01, 13 4:18pm by:Preston.ayer GRAPHIC SCALE URE EkOfk Ppt a?0 ,' fr)] ,- a�\eROD \Construct \GP \11- 083GP- 05.dwg SPECIAL DISTRICT APPROVAL DESIGNED BY: DRAWN BY TS CHECKED BY: PHS HS ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. PLANS PREPARED UNDER SUPE V) ON OF RECOMMENDED J AP=iaAko EROSI N CONTROL PLAN FOR: 1271 ENCINITAS BLVD. -, _ McDONALD'S USA RESTAURANT LLC 11288 -G la4v R.C.E. NO.: 59658 MASIH MAHER � k� 71 tt i 13 �{ '7 • $ (�_ APN: 295 - 371 -12 ICHAEL D. SCHWEI R EXP.: 12 -31 -12 DATE DATE PLANNING CASE NO: it-oil CDP /DR /MUP SHEET 5 OF 11 Z11 rn 0 0 N U v `O 0 I U 0 �o ¢� z� I U� =Q w �- C5 (n o -wo of o� zz :2(0 6�r` wQw 1n o t3nNa i rn W 0 N !v V cD 00 U W O Q! a z� a! 0 O cD W z'� o —L o z of 0 wiz o 3,, D r- WQw z N',', N d CD B CURB CUT BACK O„ CURBS NIGH GUR DE VARIES 4 5 6" WID N o 2.0' 0.5' -5.0' 2.0' PER PLAN ALL TOP OF WALL PER KEYSTONE <Oyy TO MB SB� 1 0 P� WALL PLANS COBBLE STONE pG z DEEPENED E WITH CURB PER PLAN CURB &GUTTER PER PLAN RETAINING WALL GARB A��ly _ DEPTH PER SHEET 2. PROVIpOTAL SEALED JOINT PER KEYSTONE 6" N IGN r� CURB D.C. PLANS _ BEGINNINGNATGLOW POINT 1.590 OBLIQUE VARIES VARIES VARIES EXISTING _� W GROUND NOTE ! j BEGIN CURB OPENINGS AT LOW POINT, PLACE ®10 O.C. GRAVEL BAGS OVERLAP ONTO CURB CONCRETE STRUCTURAL SECTION PER PLAN AC PER PLAN RETAINING WALL PER STRUCTURAL PLANS L r_ N.T.S. CURB OPENING 4 BIORETENTION BASIN DETAIL 7 N. T S. THIS 4" CONC SIDEWALK N.T.S. SECTION E —E E SECTION A —A A 3 FT (0.9 M) MIN. m 49.5' m RUNOFF o OUTSIDE OF 1ST DRIVE-THRU 6" CURB INDOW TO OUTSIDE OF 2ND 3 �� CO WINDOW TOP OF CURB GAP BETWEEN BAGS THREE LAYERS OF GRAVEL BAGS VARIES 3.6' 0.5' -8.3' 16' 1.0' (0 ACTS AS SPILLWAY WITH ENDS OVERLAPPED TOP OF WALL DEEPENED CURB & GUTTER WITH PER KEYSTONE FINISH SURFACE N.T.S. 10' WALL PLANS PROVIDE CURB PER C OPEN GRAVEL BAG DETAIL 1 O.C. BEGINNING AT LOW POINT RETAINING WALL PER KEYSTONE PLANS VARIES EXISTING N.T. S. COARSE AGGREGATE CLASS 'B' " - - -! GROUND SHAKER PLATES TRAVELED CURB DETAIL AT DRIVE 5 WAY AC PER PLAN -"��' l____�� i ' THRU WINDOWS MIN. / IL _ ____ J iJ 8" MIN. BIORETENTION BASIN PER DETAIL 7 N.T.S. EXISTING GROUND THIS SHEET NDS ATRIUM POLYETHYLENE GRATE FILTER FABRIC WITH U.V. INHIBITORS OR APPROVED EQUAL PROFILE SECTION B —B B (LANDSCAPE AREAS) SLOPE TO DRAIN SLOPE TO DRAIN TRAVELED WAY COMPACTED SOIL PIPE (MATERIAL PER PLAN) 16' MIN SHAKER PLATE w ELBOW (MATERIAL PER PLAN) a PIPE (MATERIAL PER PLAN) RETAINING WALL CRUSHED STONE PLAN PER KEYSTONE TOP OF WALL PLANS NOTE: CONSTRUCT SEDIMENT PER KEYSTONE BARRIER AND CHANNELIZE RUNOFF CURB & GUTTER WALL PLANS 8 TO SEDIMENT TRAPPING DEVICE PER PLAN ° N.T.S. EXISTING NDS ATRIUM POLYETHYLENE GRATE VA_ RIES GROUND WITH U.V. INHIBITORS OR APPROVED STABILIZED CONSTRUCTION ENTRANCE 2 EQUAL (LANDSCAPE AREAS) SLOP_ E_TO DRAIN SLOPE TO DRAIN & CONSTRUCTION ROADWAY AC PER PLAN COMPACTED SOIL PIPE (MATERIAL PER PLAN) U) TEE (MATERIAL PER PLAN) - PIPE (MATERIAL PER PLAN) 1. SET POSTS AND EXCAVATE 2. STAPLE THE FILTER N.T.S. CRUSHED STONE A 6 INCH BY 6 INCH FABRIC TO THE FENCE. TRENCH UPSLOPE FROM AND SECTION C —C G' ALONG THE LINE OF POSTS. C a8 N.T.S. 6' MAX. 0 2' MIN. 3 MAX. RISER WITH GRATE 6 n VARIES 3 2.0' 1.2' -7.0' 2.0' z 100 -YEAR TOP OF CATCH WSEL BASIN (TG) 3" MULCH 4" WQ 2" PONDING �- //� 6" o STORAGE OVER TG / DEEPENED CURB WITH ID-" TOTAL DEPTH PER SHEET 2. PROVIDE m CURB OPENINGS @ O.C. � _ �- 2:1 MAX �t- �� - -��� i 3. EXTEND THE FILTER FABRIC 4. BACKFILL AND COMPACT 10' BEGINNING AT LOW POINT 8„ i 4 - _�- *24" MIN. ENGINEERED V SEE.UTIL7Y PLAN G SOIL -SEE BELOW N i FOR INLET SIZEI G INTO THE 6" x 6" TRENCH. THE EXCAVATED SOIL. i. '• 2 -3" OF 3/8" GRAVEL VARIES r_ .: i _ FILTER FABRIC IMPERMEABLE LINER 4" DIA PERFORATED PVC PIPE (HOLES DOWN) PRO ON ALL SIDES FI BASIN CLEANOUT AT UPSTREAM MIRAFl NT100 OR 7,.n,,,- — APPRO E APPROVED EQUAL} BIORETENTION BASIN PER DETAIL 7 OF SUBDRAIN, SLOPE ®1 SLOPE BOTTOM OF EXCA 1" DIA. WASHED DRAIN INC. S S ENGINEERING, I THIS SHEET N.T.S. TO DRAIN AT 1% TOWARD SUBDRAIN ROCK WRAPPED IN MIRAFl 140N FILTER FABRIC. OVERLAP TOP 6" MIN. NOTE: THE SILT FENCE SHOULD BE SUPPORTED BY A WIRE MESH IF THE FILTER FABRIC SECTION D —D D ESS� 0 scy� ENGINEERING *FLOW THRU PLANTER "ENGINEERED SOIL" LAYER SHALL BE MIN. 4" DEEP "SANDY LOAM: SOIL DOES NOT HAVE SUFFICIENT STRENGTH AND BURSTING STRENGTH CHARACTERISTICS (AS RECOMMENDED BY THE FABRIC MANUFACTURER) CIVIL • LAND PLANNING • SURVEYING ��- f WITH NO MORE THAN 5% CLAY CONTENT. THE MIX SHALL CONTAIN 50 -60% SAND, 20 -30% �`� � �'� 31045 Temecula Parkway, 203 261 Autumn Drive Suite H5 ' ' Y> COMPOST OR HARDWOOD MULCH, AND 20 -30% TOPSOIL, FREE OR STONES, STUMPS, A ROOTS, OR SIMILAR OBJECTS, AND ALSO FREE OF NOXIOUS WEEDS. p.1 31-20 Temecula, CA 92592 San Marcos CA 92069 * P'1 -so,a * �9T * *3/4" CRUSHED ROCK LAYER SHALL BE A MINIMUM OF 12" BUT MAY BE DEEPEDNED TO INCREASE /V1 P: 951 - 296 -3407 F: 951-587.9451 P: 760.744 -0011 F: 760 - 744.0046 k, hx ��Q FOF CAL \F� THE FILTRATION AND STROAGE ABILITY OF THE DETAIL. N. T. S: N.T.S. SILT FENCE DETAIL 3 FATE` May r ect 13 11\11 bYPR0D\Co" FILE:Z:\ Projects\ 2011 \11 - 083 \PROD \Construct \GP \11— D83GP- 06.dwg BIORETENTION BASIN 7 [MIGN'DYG�L D• SC.(•�k1t%11'�FI� SIGNATURE EXPIRES 2 YRS AFTER DATE CHANGE DESCRIPTION APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL DESIGNED BY: DRAWN BY CHECKED BY: ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. PHS PHS TS low rAL=; _. _ _ FnuNQ Wi1L AlouuntslJT �T GENTE11t�.tWE I1�TERsec- ow (3F Tuavrit PLANS PREPARED UNDER SUPERV�jON OF RECOMMEND D: DETAILS FOR: 1271 ENCINITAS BLVD. M AvtrtavE Atja s>~eWS AvE. (NAU>,ts) ELEV -q1 HORIZONTAL: VERTICAL: DATE: 7 / /3 ��— R.C.E. NO.: 59658 VROV MA IH AHER to McDONALD'S USA RESTAURANT LLC 11288 -G CHAEL D. SCHWEITZER EXP.: 12 -31 -12 0716113 DATE - DATE APN:295- 371 -12 PLANNING CASE NO: 12 -07 CDP /DR /MUP SHEET 6 OF 11 i rn W 0 N !v V cD 00 U W O Q! a z� a! 0 O cD W z'� o —L o z of 0 wiz o 3,, D r- WQw z N',', N d McDONALD'S ENCINITAS ANCHOR RETAINING WALL PLANS 1.0 SCOPE OF WORK 1. THE WORK SHALL CONSIST OF FURNISHING AND CONSTRUCTING ANCHOR WALL BLOCK AND MIRAGRID GEOGRID REINFORCED SOIL RETAINING WALL SYSTEMS IN ACCORDANCE WITH THIS TECHNICAL SCOPE OF WORK AND IN REASONABLY CLOSE CONFORMITY WITH THE LINES, GRADES AND DIMENSIONS SHOWN ON THE GRADING PLAN BY SWS ENGINEERING, INC. 2. WORK INCLUDED: A. FURNISHING ANCHOR WALL SEGMENTAL CONCRETE FACING AND CAP UNITS AS SHOWN ON THE CONSTRUCTION DRAWINGS. B. FURNISHING MIRAFI STRUCTURAL GEOGRID REINFORCEMENT AS SHOWN ON THE CONSTRUCTION DRAWINGS. C. STORING, CUTTING AND PLACING STRUCTURAL GEOGRID REINFORCEMENT AS SPECIFIED HEREIN AND AS SHOWN ON THE CONSTRUCTION DRAWINGS. D. PLACEMENT AND COMPACTION OF UNIT WALL FILL AND BACKFILL WITHIN THE GEOGRID REINFORCED AREAAS SPECIFIED HEREIN AND AS SHOWN ON THE CONSTRUCTION DRAWINGS. E. ERECTION OF ANCHOR WALL SEGMENTAL CONCRETE UNITS AND PLACEMENT OF STRUCTURAL GEOGRID. 2.0 REFERENCE DOCUMENTATION 1. SWS ENGINEERING, INC., GRADING PLAN, DATED MAY 1, 2012. 2. INLAND ENGINEERING TECHNOLOGIES INC., PRELIMINARY GEOTECHNICAL INVESTIGATION, PROJECT NO. 11 -2456, DATED APRIL 17, 2012. 3. INLAND ENGINEERING TECHNOLOGIES INC., SEGMENTAL RETAINING WALL SOIL DESIGN PARAMETERS, PROJECT NO. 11 -2456, DATED MAY 18, 2012. 4. INLAND ENGINEERING TECHNOLOGIES INC., FOUNDATION PLAN REVIEW, PROJECT NO. 11 -2456, DATED JUNE 11, 2012. 5. WHERE SPECIFICATIONS AND REFERENCE DOCUMENTS CONFLICT, THE ENGINEER SHALL MAKE FINAL DETERMINATION OF THE APPLICABLE DOCUMENT. 3.0 SPECIAL PROVISIONS 1. RED ONE ENGINEERING, INC. (RED ONE) ASSUMES NO LIABILITY FOR INTERPRETATION OF SUBSURFACE CONDITIONS, SUITABILITY OF SOIL DESIGN PARAMETERS AND SUBSURFACE GROUNDWATER CONDITIONS MADE BY OTHERS. 2. THE OWNER SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL FEDERAL, STATE AND LOCAL REQUIREMENTS FOR THE EXECUTION OF THE WORK, INCLUDING LOCAL BUILDING INSPECTION AND CURRENT OSHA EXCAVATION REGULATIONS. 3. PRIOR TO UNDERTAKING ANY GRADING OR EXCAVATION OF THE SITE, THE CONTRACTOR SHALL CONFIRM THE LOCATION OF THE PROPOSED RETAINING WALLS AND ALL UNDERGROUND FEATURES, INCLUDING UTILITY LOCATIONS WITHIN THE AREA OF CONSTRUCTION. 4. RED ONE HAS COMPLETED ENGINEERING DESIGN OF THE PROPOSED RETAINING WALL(S), INCLUDING INTERNAL STABILITY AND LOCAL EXTERNAL STABILITY WHERE APPLICABLE, BASED UPON THE INFORMATION PROVIDED TO US AS OUTLINED ABOVE. RED ONE ASSUMES THAT OTHERS HAVE DETERMINED THE SUITABILITY OF PLACING RETAINING WALLS AT THE LOCATIONS PROVIDED TO US, INCLUDING GEOTECHNICAL SUITABILITY AND SITE GLOBAL STABILITY. 4.0 GENERAL NOTES 1. THIS SET OF SEGMENTAL RETAINING WALL PLANS ARE BASED ON THE GRADING PLANS REFERENCED IN SECTION 2.0. IF OTHER PLANS ARE PRODUCED THAT CONTAIN DIFFERENT INFORMATION THAN THAT REFERENCED, THIS PLAN MAY NEED TO BE REVISED AND /OR THE WALLS MAY NEED TO BE REDESIGNED. 2. THIS SET OF SEGMENTAL RETAINING WALL PLANS ARE BASED SPECIFICALLY ON THE WALL BEING CONSTRUCTED WITH ANCHOR VERTICA BLOCK AND THE MIRAFI MIRAGRID 8XT REINFORCEMENT PRODUCTS. ABSOLUTELY NO SUBSTITUTIONS ALLOWED, 3. LOCATION OF THE SEGMENTAL RETAINING WALL IN RELATION TO PROPERTY LINES, UTILITY EASEMENTS, WATERSHED EASEMENTS, OR ANY OTHER TYPE OF EASEMENTS ARE THE RESPONSIBILITY OF THE OWNER OR THE SITE CIVIL ENGINEER, THE ENGINEER OF RECORD ASSUMES NO LIABILITY FOR THE LOCATION OF THE SEGMENTAL RETAINING WALL, OR IF CONSTRUCTION OF THE PROPOSED SEGMENTAL RETAINING WALL ENCROACHES ANY PROPERTY LINES OR EASEMENTS. 4. IT IS IMPERATIVE THAT THE SITE SURVEYING OF THE SEGMENTAL RETAINING WALL BE DONE BY THE SITE CIVIL ENGINEER OR SURVEYOR AND MUST BE BASED ON COMPUTER GENERATED SITE /GRADING PLANS AND NOT PROFILE PLANS DONE BY THE ENGINEER OF RECORD. SURVEYING OF THE SEGMENTAL RETAINING WALL MUST TAKE INTO ACCOUNT THE DESIGN BATTER INDICATED ON THE ENCLOSED PLANS AND DETAILS. FAILURE TO TAKE INTO ACCOUNT WALL BATTER FOR SEGMENTAL RETAINING WALL SURVEYING WILL PRODUCE INCORRECT LOCATIONS OF ALL TOP OF WALLS AND SHALL BE CORRECTED AT NO COST TO THE ENGINEER OF RECORD OR THE SEGMENTAL RETAINING WALL CONTRACTOR. 5. WALL GEOMETRY, LOCATIONS, SLOPES AND SURCHARGE LOADS FOR THE SEGMENTAL RETAINING WALLS WERE MEASURED FROM THE SITE GRADING PLAN REFERENCED ABOVE. IF CONDITIONS VARY IN THE FIELD FROM THOSE SHOWN ON THIS PLAN, THE ENGINEER OF RECORD MUST BE NOTIFIED PRIOR TO CONSTRUCTION OF THE SEGMENTAL RETAINING WALLS TO REVIEW THE DESIGN AND /OR PLANS. MODIFICATIONS TO THE DESIGN AND /OR PLANS MAY BE REQUIRED AFTER THE REVIEW, AND MAY TAKE UP TO TEN BUSINESS DAYS TO COMPLETE. 6. IF THERE ARE DISCREPANCIES BETWEEN ANY INFORMATION ON THESE PLANS AND INFORMATION IN THE PROJECT SPECIFICATIONS, THE MORE RESTRICTIVE INFORMATION TAKES PRECEDENCE. 5.0 MATERIAL NOTES 1. CONCRETE RETAINING WALL UNITS: "ANCHOR VERTICA RETAINING WALL UNITS" AS MANUFACTURED BY SIERRA BUILDING PRODUCTS UNDER LICENSE FROM ANCHOR WALL SYSTEMS. 2. GEOSYNTHETIC REINFORCEMENT: MIRAGRID 8XT, AS SHOWN ON THE DRAWINGS. 3. LEVELING PAD BASE A. AGGREGATE BASE: CRUSHED STONE MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D448: SIEVE SIZE PERCENT PASSING 1 INCH 100 314 INCH 75 TO 100 NO. 4 0 TO 60 NO. 40 0 TO 50 NO. 200 0 TO 5 B. BASE THICKNESS: 61NCHES (MINIMUM COMPACTED THICKNESS). C. COMPACTION: MINIMUM OF 3 PASSES WITH A VIBRATING BASE COMPACTOR. THE VIBRATING BASE COMPACTOR SHOULD HAVE A MINIMUM WEIGHT OF 200 POUNDS AND A MINIMUM VIBRATION FREQUENCY OF 1600 CYCLES PER MINUTE. 4. DRAINAGE AGGREGATE: CLEAN CRUSHED STONE MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D448: SIEVE SIZE PERCENT PASSING 1 INCH 100 314 INCH 75 TO 100 NO. 4 0 TO 60 NO. 40 0 TO 50 NO. 200 0 TO 5 5. REINFORCED FILL: SOIL FREE OF ORGANICS AND DEBRIS AND CONSISTING OF EITHER GP, GW, SP, SW, SM OR SC TYPE, CLASSIFIED IN ACCORDANCE WITH ASTM D2487 AND THE USCS CLASSIFICATION SYSTEM AND MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D448: SIEVE SIZE PERCENT PASSING 1 INCH 100 NO. 4 20 TO 100 NO. 40 0 TO 60 NO. 200 0 TO 35 A. THE PLASTICITY INDEX (PI) SHALL BE LESS THAN 20. B. MAXIMUM PARTICLE SIZE FOR BACKFILL IS ONE (1) INCH. C. UNSUITABLE SOILS ARE ORGANIC SOILS AND THOSE SOILS CLASSIFIED AS CH, CL, OH,,MH, OL, OR PT. D. ALL WALL BACKFILL MATERIALS SHALL ALSO HAVE THE MINIMUM ENGINEERING PROPERTIES SHOWN IN SECTION 15.2 ITEM A. E. TEST RESULTS OF ALL PROPOSED BACKFILL MATERIALS. WHETHER ON -SITE OR IMPORTED, SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION. 6. IMPERVIOUS MATERIAL: CLAYEY SOIL OR OTHER SIMILAR MATERIAL WHICH WILL PREVENT PERCOLATION INTO THE DRAINAGE ZONE BEHIND THE WALL, 7. DRAINAGE PIPE: PERFORATED OR SLOTTED PVC OR CORRUGATED HDPE PIPE MANUFACTURED IN ACCORDANCE WITH D3034 AND /OR ASTM F405. 8. CONSTRUCTION ADHESIVE: EXTERIOR GRADE ADHESIVE AS RECOMMENDED BY THE RETAINING WALL MANUFACTURER, 6.0 FOUNDATION SOIL NOTES 1. EXCAVATE FOUNDATION SOIL AS REQUIRED FOR FOOTING OR BASE DIMENSION SHOWN ON THE DRAWINGS, OR AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER. 2. THE OWNER SHALL RETAIN THE SERVICES OF A GEOTECHNICAL ENGINEER TO EXAMINE FOUNDATION SOIL TO ENSURE THAT THE ACTUAL FOUNDATION SOIL STRENGTH MEETS OR EXCEEDS THAT INDICATED ON THE DRAWINGS. UNSUITABLE SOILS ARE DEFINED AS ANY SOIL THAT DOES NOT HAVE SUFFICIENT BEARING CAPACITY OR WILL CAUSE EXCESSIVE WALL SETTLEMENT. REMOVE SOIL NOT MEETING THE REQUIRED STRENGTH. OVERSIZE RESULTING SPACE SUFFICIENTLY FROM THE FRONT OF THE BLOCK TO THE BACK OF THE REINFORCEMENT, AND BACKFILL WITH SUITABLE COMPACTED BACKFILL SOILS. 3. THE OWNER SHALL RETAIN THE SERVECES OF A GEOTECHNICAL ENGINEER TO DETERMINE IF THE FOUNDATION SOILS WILL REQUIRE SPECIAL TREATMENT OR CORRECTION TO CONTROL TOTAL AND DIFFERENTIAL SETTLEMENT. 4. FILL OVER- EXCAVATED AREAS WITH SUITABLE COMPACTED BACKFILL, AS RECOMMENDED BY THE PROJECT GEOTECHNICAL ENGINEER. 7.0 BASE COURSE NOTES 1. PLACE BASE MATERIALS TO THE DEPTHS AND WIDTHS SHOWN ON THE DRAWINGS, UPON UNDISTURBED SOILS, OR FOUNDATION SOILS PREPARED AS DIRECTED BY THE PROJECT GEOTECHNICAL ENGINEER, A. EXTEND THE LEVELING PAD LATERALLY AT LEAST 6 INCHES IN FRONT AND BEHIND THE LOWERMOST CONCRETE RETAINING WALL UNIT. B. PROVIDE AGGREGATE BASE COMPACTED TO 6 INCHES THICK (MINIMUM). 2. COMPACT AGGREGATE BASE MATERIAL TO PROVIDE A LEVEL, HARD SURFACE ON WHICH TO PLACE THE FIRST COURSE OF UNITS, 3. PREPARE BASE MATERIALS TO ENSURE COMPLETE CONTACT WITH RETAINING WALL UNITS. GAPS ARE NOT ALLOWED. 8.0 ERECTION NOTES 1. EXCAVATION SUPPORT, IF REQUIRED, IS THE RESPONSIBILITY OF THE CONTRACTOR, INCLUDING THE STABILITY OF THE EXCAVATION AND ITS INFLUENCE ON ADJACENT PROPERTIES AND STRUCTURES. 2. GENERAL: ERECT UNITS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS, AND AS SPECIFIED HEREIN. 3. PLACE FIRST COURSE OF CONCRETE WALL UNITS ON THE PREPARED BASE MATERIAL. CHECK UNITS FOR LEVEL AND ALIGNMENT. MAINTAIN THE SAME ELEVATION AT THE TOP OF EACH UNIT WITHIN EACH SECTION OF THE BASE COURSE. 4. ENSURE THAT FOUNDATION UNITS ARE IN FULL CONTACT WITH NATURAL OR COMPACTED SOIL BASE. 5. PLACE CONCRETE WALL UNITS SIDE -BY -SIDE FOR FULL LENGTH OF WALL ALIGNMENT. ALIGNMENT MAY BE DONE BY USING A STRING LINE MEASURED FROM THE BACK OF THE BLOCK. GAPS ARE NOT ALLOWED BETWEEN THE FOUNDATION CONCRETE WALL UNITS. 6. PLACE 12 INCHES (MINIMUM) OF DRAINAGE AGGREGATE BETWEEN, AND DIRECTLY BEHIND THE CONCRETE WALL UNITS. FILL VOIDS IN RETAINING WALL UNITS WITH DRAINAGE AGGREGATE. PROVIDE A DRAINAGE ZONE BEHIND THE WALL UNITS TO WITHIN 9 INCHES OF THE FINAL GRADE. CAP THE BACKFILL AND DRAINAGE AGGREGATE ZONE WITH 9 INCHES OF IMPERVIOUS MATERIAL, 7. INSTALL DRAINAGE PIPE AT THE LOWEST ELEVATION POSSIBLE, TO MAINTAIN GRAVITY FLOW OF WATER TO OUTSIDE OF THE REINFORCED ZONE, SLOPE THE MAIN COLLECTION DRAINAGE PIPE, LOCATED JUST BEHIND THE CONCRETE RETAINING WALL UNITS, 1 PERCENT (MINIMUM) TO PROVIDE GRAVITY FLOW TO THE DAYLIGHTED AREAS. DAYLIGHT THE MAIN COLLECTION DRAINAGE PIPE TO AN APPROPRIATE LOCATION AWAY FROM THE WALL SYSTEM AT EACH LOW POINT OR AT 150 FOOT (MAXIMUM) INTERVALS ALONG THE WALL. 8. REMOVE EXCESS FILL FROM TOP OF UNITS AND INSTALL NEXT COURSE. ENSURE DRAINAGE AGGREGATE AND BACKFILL ARE COMPACTED BEFORE INSTALLATION OF NEXT COURSE. 9. CHECK EACH COURSE FOR LEVEL AND ALIGNMENT. ADJUST UNITS AS NECESSARY WITH REINFORCEMENT SHIMS TO MAINTAIN LEVEL, ALIGNMENT, AND SETBACK PRIOR TO PROCEEDING WITH EACH ADDITIONAL COURSE. 10. INSTALL EACH SUCCEEDING COURSE. BACKFILL AS EACH COURSE IS COMPLETED. PULL THE UNITS FORWARD UNTIL THE LOCATING SURFACE OF THE UNIT CONTACTS THE LOCATING SURFACE OF THE UNITS IN THE PRECEDING COURSE. INTERLOCK WALL SEGMENTS THAT MEET AT CORNERS BY OVERLAPPING SUCCESSIVE COURSES. ATTACH CONCRETE RETAINING WALL UNITS AT EXTERIOR CORNERS WITH ADHESIVE SPECIFIED. 11. INSTALL GEOSYNTHETIC REINFORCEMENT IN ACCORDANCE WITH GEOSYNTHETIC MANUFACTURER'S RECOMMENDATIONS AND THE SHOP DRAWINGS. a. ORIENT GEOSYNTHETIC REINFORCEMENT WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL FACE. b. PRIOR TO GEOSYNTHETIC REINFORCEMENT PLACEMENT, PLACE THE BACKFILL AND COMPACT TO THE ELEVATION OF THE TOP OF THE WALL UNITS AT THE ELEVATION OF THE GEOSYNTHETIC REINFORCEMENT. c. PLACE GEOSYNTHETIC REINFORCEMENT AT THE ELEVATIONS AND TO THE LENGTHS SHOWN ON THE DRAWINGS. d. LAY GEOSYNTHETIC REINFORCEMENT HORIZONTALLY ON TOP OF THE CONCRETE RETAINING WALL UNITS AND THE COMPACTED BACKFILL SOILS. PLACE THE GEOSYNTHETIC REINFORCEMENT WITHIN ONE INCH OF THE FACE OF THE CONCRETE RETAINING WALL UNITS, PLACE THE NEXT COURSE OF CONCRETE RETAINING WALL UNITS ON TOP OF THE GEOSYNTHETIC REINFORCEMENT. e. THE GEOSYNTHETIC REINFORCEMENT SHALL BE IN TENSION AND FREE FROM WRINKLES PRIOR TO PLACEMENT OF THE BACKFILL SOILS. PULL GEOSYNTHETIC REINFORCEMENT HAND -TAUT AND SECURE IN PLACE WITH STAPLES, STAKES, OR BY HAND - TENSIONING UNTIL THE GEOSYNTHETIC REINFORCEMENT IS COVERED BY 6 INCHES OF LOOSE FILL. f. THE GEOSYNTHETIC REINFORCEMENTS SHALL BE CONTINUOUS THROUGHOUT THEIR EMBEDMENT LENGTHS. SPLICES IN THE GEOSYNTHETIC REINFORCEMENT STRENGTH DIRECTION ARE NOT ALLOWED. g. DO NOT OPERATE TRACKED CONSTRUCTION EQUIPMENT DIRECTLY ON THE GEOSYNTHETIC REINFORCEMENT. AT LEAST 6 INCHES OF COMPACTED BACKFILL SOIL IS REQUIRED PRIOR TO OPERATION OF TRACKED VEHICLES OVER THE GEOSYNTHETIC REINFORCEMENT. KEEP TURNING OF TRACKED CONSTRUCTION EQUIPMENT TO A MINIMUM. h. RUBBER -TIRED EQUIPMENT MAY PASS OVER THE GEOSYNTHETIC REINFORCEMENT AT SPEEDS OF LESS THAN 5 MILES PER HOUR, TURNING OF RUBBER -TIRED EQUIPMENT IS NOT ALLOWED ON GEOSYNTHETIC REINFORCEMENT. 9.0 BACKFILL PLACEMENT NOTES 1. PLACE REINFORCED BACKFILL, SPREAD AND COMPACT IN A MANNER THAT WILL MINIMIZE SLACK IN THE REINFORCEMENT. 2. PLACE FILL WITHIN THE REINFORCED ZONE AND COMPACT IN LIFTS NOT EXCEEDING 6 TO 8 INCHES (LOOSE THICKNESS) WHERE HAND - OPERATED COMPACTION EQUIPMENT IS USED, AND NOT EXCEEDING 12 INCHES (LOOSE THICKNESS) WHERE HEAVY, SELF PROPELLED COMPACTION EQUIPMENT IS USED. A. ONLY LIGHTWEIGHT HAND - OPERATED COMPACTION EQUIPMENT IS ALLOWED WITHIN 4 FEET OF THE BACK OF THE RETAINING WALL UNITS. 3. MINIMUM COMPACTION REQUIREMENTS FOR FILL PLACED IN THE REINFORCED ZONE: A. COMPACT TO 90 PERCENT OF THE SOIL'S STANDARD MAXIMUM DRY DENSITY (ASTM D1557) FOR THE ENTIRE WALL HEIGHT.. B. VERIFY COMPACTION REQUIREMENTS WITH THE PROJECT GEOTECHNICAL ENGINEER. C. UTILITY TRENCH BACKFILL: COMPACT UTILITY TRENCH BACKFILL IN OR BELOW THE REINFORCED SOIL ZONE TO 95 PERCENT OF THE SOIL'S STANDARD MAXIMUM DRY DENSITY (ASTM D1557), OR AS RECOMMENDED BY THE PROJECT GEOTECHNICAL ENGINEER, D. MOISTURE CONTENT: AT OR 3 PERCENTAGE POINTS ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL WALL HEIGHTS. E. THESE NOTES MAY BE CHANGED BASED ON RECOMMENDATIONS BY THE PROJECT GEOTECHNICAL ENGINEER. 4. AT THE END OF EACH DAY'S OPERATION, SLOPE THE LAST LEVEL OF COMPACTED BACKFILL AWAY FROM THE INTERIOR (CONCEALED) FACE OF THE WALL TO DIRECT SURFACE WATER RUNOFF AWAY FROM THE WALL FACE. A. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THE FINISHED SITE DRAINAGE IS DIRECTED AWAY FROM THE RETAINING WALL SYSTEM. B. IN ADDITION, THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT SURFACE WATER RUNOFF FROM ADJACENT CONSTRUCTION AREAS IS NOT ALLOWED TO ENTER THE RETAINING WALL AREA OF THE CONSTRUCTION SITE. 5. ANY STRUCTURAL FILL PLACED MUST BE KEPT FROM FREEZING, REQUIRING THE USE OF FROST BLANKETS AND GOOD WINTER CONSTRUCTION PRACTICES. GENERALLY, WINTER CONSTRUCTION REQUIRES THE IMPORT OF NON -FROST SUSCEPTIBLE SOILS, TYPICALLY CLEAN SAND AND /OR GRAVEL. ANY STRUCTURAL FILL FOUND TO BE FROZEN ON SUBSEQUENT DAYS OF CONSTRUCTION MUST BE REMOVED AND REPLACED PRIOR TO PLACING ADDITIONAL FILL, 10.0 CAP UNIT INSTALLATION NOTES 1. APPLY ADHESIVE TO THE TOP SURFACE OF THE UNIT BELOW AND PLACE THE CAP UNIT INTO DESIRED POSITION. 2. CUT CAP UNITS AS NECESSARY TO OBTAIN THE PROPER FIT. 3. BACKFILL AND COMPACT TO TOP OF CAP UNIT. - 11.0 WALL CONSTRUCTION TOLERANCE NOTES 1. WALL CONSTRUCTION TOLERANCES: A. VERTICAL ALIGNMENT: PLUS OR MINUS 1 -1/4 INCHES OVER ANY 10 -FOOT DISTANCE, WITH A MAXIMUM DIFFERENTIAL OF 3 INCHES OVER THE LENGTH OF THE WALL, B. HORIZONTAL LOCATION CONTROL FROM GRADING PLAN: B.1. STRAIGHT LINES: PLUS OR MINUS 1 -1/4 INCHES OVER ANY 10 -FOOT DISTANCE, WITH A MAXIMUM DIFFERENTIAL OF 3 INCHES OVER THE LENGTH OF THE WALL. B.2. CORNER AND RADIUS LOCATIONS: PLUS OR MINUS 12 INCHES. B.3. CURVES AND SERPENTINE RADII: PLUS OR MINUS 2 FEET. C. IMMEDIATE POST CONSTRUCTION WALL BATTER: WITHIN 2 DEGREES OF THE DESIGN BATTER OF THE CONCRETE RETAINING WALL UNITS. D. BULGING: PLUS OR MINUS 1 -1/4 INCHES OVER ANY 10 -FOOT DISTANCE. 12.0 UTILITY NOTES 1. UTILITY INFORMATION MAY NOT HAVE BEEN PROVIDED TO THE ENGINEER OF RECORD FOR THE PREPARATION OF THESE PLANS, AND THEREFORE MAY NOT BE INCLUDED. IF UTILITIES ARE LOCATED WITHIN THE PROPOSED REINFORCED ZONE THE ENGINEER OF RECORD MUST BE NOTIFIED PRIOR TO CONSTRUCTION OF THE SEGMENTAL RETAINING WALLS TO REVIEW THE DESIGN AND /OR PLANS. MODIFICATIONS TO THE DESIGN AND /OR PLANS MAY BE REQUIRED, AND MAY TAKE UP TO TEN BUSINESS DAYS, 2. UTILITIES MUST BE PROPERLY DESIGNED (BY OTHERS) TO WITHSTAND ALL FORCES FROM THE SEGMENTAL RETAINING WALL UNITS, REINFORCED SOIL MASS, AND SURCHARGE LOADS (IF ANY). 3. STORM DRAINS ARE PRONE TO LEAKING, THEREFORE, IF A JOINT IN A STORM DRAIN IS LOCATED WITHIN 100 FEET OF THE RETAINING WALL THE STORM WATER PIPE MUST BE WATER TIGHT. NEOPRENE O -RINGS MUST BE INSTALLED AT ALL STORM PIPE JOINTS AS A MINIMUM. 4. WATER LINES, INCLUDING IRRIGATION SYSTEMS, MUST BE WATER TIGHT WITHIN 100 FEET OF THE RETAINING WALL. LEAKAGE BEHIND A RETAINING WALL WILL INCREASE THE HORIZONTAL PRESSURE AGAINST THE WALL LEADING TO WALL FAILURE. 13.0 FIELD QUALITY CONTROL NOTES 1. INSTALLER IS RESPONSIBLE FOR QUALITY CONTROL OF INSTALLATION OF SYSTEM COMPONENTS. OWNER TO EMPLOY A QUALIFIED INDEPENDENT THIRD PARTY TO VERIFY THE CORRECT INSTALLATION OF SYSTEM COMPONENTS IN ACCORDANCE WITH THESE SPECIFICATIONS AND THE DRAWINGS. 2. THE OWNER, AT THEIR EXPENSE, WILL RETAIN A QUALIFIED PROFESSIONAL TO PERFORM QUALITY ASSURANCE CHECKS OF THE INSTALLER'S WORK. 3. CORRECT WORK WHICH DOES NOT MEET THESE SPECIFICATIONS OR THE REQUIREMENTS SHOWN ON THE DRAWINGS AT THE INSTALLER'S EXPENSE. 4. PROJECT GEOTECHNICAL ENGINEER TO PERFORM COMPACTION TESTING OF THE REINFORCED BACKFILL PLACED AND COMPACTED IN THE REINFORCED BACKFILL ZONE. A. TESTING FREQUENCY (OR AS DIRECTED BY PROJECT GEOTECHNICAL ENGINEER) B. ONE TEST FOR EVERY 2 FEET (VERTICAL) OF FILL PLACED AND COMPACTED, FOR EVERY 50 LINEAL FEET OF RETAINING WALL. C. VARY COMPACTION TEST LOCATIONS TO COVER THE ENTIRE AREA OF THE REINFORCED SOIL ZONE, INCLUDING THE AREA COMPACTED BY THE HAND - OPERATED COMPACTION EQUIPMENT, 14.0 STATEMENT OF SPECIAL INSPECTIONS 1. SPECIAL INSPECTION IS REQUIRED IN ACCORDANCE WITH IBC SECTION 1704.5. 2. THE SPECIAL INSPECTOR'S RESPONSIBILITIES INCLUDE VERIFYING THE FOLLOWING: A. UNIT DIMENSIONS. B. CONCRETE UNIT COMPRESSIVE STRENGTH AND WATER ABSORPTION. C. FOUNDATION PREPARATION. D. UNIT PLACEMENT, INCLUDING ALIGNMENT AND INCLINATION. E. GEOSYNTHETIC REINFORCEMENT TYPE AND PLACEMENT. F. BACKFILL PLACEMENT AND COMPACTION. G. DRAINAGE PROVISIONS. 3. TYPE AND EXTENT OF SPECIAL INSPECTION: A. SPECIAL INSPECTION SHALL BE PERFORMED ON A CONTINUOUS BASIS. 4. TYPE AND EXTENT OF EACH TEST: A. MODULAR UNIT DIMENSION SHALL BE VERIFIED ONCE PER WALL PRIOR TO THE START OF CONSTRUCTION. B. CONCRETE UNIT SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3,000 PSI AND A MAXIMUM WATER ABSORPTION OF 7PERCENT. C. FOUNDATION PREPARATION SHALL BE INSPECTED FOR COMPLIANCE WITH THE ANCHOR RETAINING WALL DESIGN PARAMETERS AND GEOTECHNICAL ENGINEER OF RECORD RECOMMENDATIONS ONCE PER WALL PRIOR TO PLACEMENT OF CONTROLLED FILL. D. ANCHOR UNIT ALIGNMENT AND INCLINATION SHALL BE VERIFIED BY SURVEYED WALL HORIZONTAL LOCATION PRIOR TO CONSTRUCTION AND CORRECT BLOCK PLACEMENT AGAINST THE LOWER BLOCK'S ALIGNMENT DEVICE DURING CONSTRUCTION. E. GEOSYNTHETIC REINFORCEMENT TYPE SHALL BE VERIFIED PRIOR TO CONSTRUCTION WITH AN INSPECTION OF THE GEOSYNTHETIC REINFORCEMENT DELIVERED TO THE SITE FOR WALL CONSTRUCTION. PLACEMENT OF GEOSYNTHETIC REINFORCEMENT SHALL BE CONTINUALLY OBSERVED DURING WALL CONSTRUCTION FOR COMPLIANCE WITH THE ANCHOR RETAINING WALL PLANS. F. BACKFILL SOIL SHALL BE VERIFIED IN COMPLIANCE WITH THE ANCHOR RETAINING WALL PLANS AND SOIL DESIGN PARAMETERS PRIOR TO AND PERIODICALLY DURING CONSTRUCTION. BACKFILL SOIL COMPACTION SHALL BE CONTINUOUSLY VERIFIED COMPACTED TO AT LEAST 90 PERCENT OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D 1557 FOR EVERY 2040 YARDS OF BACKFILL PLACED. G. ALL DRAINAGE PROVISIONS SHALL BE VERIFIED IN COMPLIANCE WITH THE ANCHOR RETAINING WALL PLANS AND THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER OF RECORD AS CONSTRUCTED AND PRIOR TO BACKFILL. 5. SEISMIC OR WIND RESISTANCE: A. THERE ARE NO ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR SEISMIC OR WIND RESISTANCE PER CBC 1705. 6. STRUCTURAL OBSERVATIONS: A. THERE ARE NO REQUIRED STRUCTURAL OBSERVATIONS PER CBC 1709, 7. SPECIAL INSPECTION NOTES A. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE SOILS ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT THE FOUNDATION EXCAVATIONS, THE SOILS EXPANSIVE CHARACTERISTICS AND BEARING CAPACITY CONFORM TO THE SOILS REPORT. 15.0 ANCHOR WALL DESIGN NOTES 1. IT IS THE RESPONSIBILITY OF THE OWNER OR OWNER'S REPRESENTATIVE TO VERIFY THE SOIL STRENGTH DESIGN PARAMETERS ARE REPRESENTATIVE OF THE SOILS AVAILABLE FOR WALL CONSTRUCTION. IF THE SOIL STRENGTH PARAMETERS ARE FOUND TO BE INCONSISTENT WITH THOSE ASSUMED BY THE ENGINEER OF RECORD, THIS DESIGN IS NO LONGER VALID AND IT IS THE RESPONSIBILITY OF THE OWNER OR OWNER'S REPRESENTATIVE TO NOTIFY THE ENGINEER OF RECORD SO THE RETAINING WALL SYSTEM CAN BE REDESIGNED. FAILURE TO NOTIFY THE ENGINEER OF RECORD MAY RESULT IN FAILURE OF THE RETAINING WALL. 2. SOIL DESIGN PARAMETERS A. REINFORCED SOIL: PHI = 32 DEGREES C= 0 PSF GAMMA = 130 PCF RETAINED SOIL: PHI = 32 DEGREES C= 0 PSF GAMMA = 130 PCF FOUNDATION SOIL: PHI = 32 DEGREES C= 200 PSF GAMMA = 130 PCF 3. HORIZONTAL SEISMIC COEFFICIENT: 0.31G MM MMM 4. REINFORCED BACKFILL SHALL MEET SOIL CLASSIFICATION AND GRADATION AS STATED IN SECTION 5.5 THIS SHEET. 5. GEOTECHNICAL PARAMETERS USED FOR DESIGN SHALL BE CONFIRMED BY GEOTECHNICAL ENGINEER PRIOR TO WALL CONSTRUCTION. 6. LATERAL EARTH PRESSURES ARE DETERMINED USING COULOMB EARTH PRESSURE THEORY 7. INTERNAL STABILITY OF WALLS A. MINIMUM FACTOR OF SAFETY ON GEOGRID STRENGTH= 1.50 B. MINIMUM FACTOR OF SAFETY ON GEOGRID PULLOUT= 1.50 C. PERCENT COVERAGE OF GEOGRID = 100% 8. EXTERNAL STABILITY A. MINIMUM FACTOR OF SAFETY AGAINST BASE SLIDING = 1.50 B. MINIMUM FACTOR OF SAFETY AGAINST OVERTURNING = 2.00 C. MINIMUM FACTOR OF SAFETY AGAINST SOIL BEARING OVERSTRESS = 2.00 D. UNIFORM SURCHARGE =AS SHOWN ON STRUCTURAL CALCULATIONS E. BACKFILL SLOPE = AS SHOWN ON SITE PLAN AND STRUCTURAL CALCULATIONS 9. GLOBAL STABILITY (TO BE CONFIRMED BY GEOTECHNICAL ENGINEER) A. MINIMUM FACTOR OF SAFETY AGAINST STATIC GLOBAL STABILITY= 1.50 B. MINIMUM FACTOR OF SAFETY AGAINST SEISMIC GLOBAL STABILITY = 1.15 16.0 PROJECT CODES THIS PROJECT SHALL COMPLY WITH THE 2010 CALIFORNIA BUILDING CODE AND CAL TRANS GUIDELINES. 17.0 ANCHOR RETAINING WALL PLAN SHEET INDEX SHEET 7. ANCHOR WALL NOTES SHEET 8. ANCHOR WALL PLAN VIEW SHEET 9. ANCHOR WALL PROFILE SHEET 10. ANCHOR WALL DETAILS SHEET 11. ANCHOR WALL SECTIONS ANCHOR RETAINING WALL DESIGNED FOR INTERNAL AND EXTERNAL STABILITY ONLY. GEOTECHNICAL ENGINEER OF RECORD TO CONFIRM SITE GLOBAL STABILITY. ���` prepared by Qc�" ZZ 1295 distribution way No. 68429P*i i vista, ca 92081 t rTi phone 760.410.1665 up. 9/30/13 facsimile 760.509.0078 * * matt @red1engineering.com TFOF C \P engineering Inc CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL LtJ1UNtL nT� LKAWN 11TH l HtI:KtL nn ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. MM MMM MMM DESCRIPTION, wF /IoNyr%rWT LS �CI�A IO I 'Il1TE9lSEL110u OFTuR1JCCtAVE AU RECORD FROM ELEVATIONS S6.N6� DATUMi NAVD88 HORIZ❑NTAL� VERTICAL PLANS PREPARED UNDER SUPERVISI ❑N ❑F DATES 3 i - R.C.E. N ❑J 68429 MA THE M. MERRITT EXP.i 09 -30 -13 REC❑MMENDEDI APPR E I � �� � MASIH MAHER A W�- aIf(A- - _. 7/ 9/ f 3 7.8.0 DATE DATE ANCHOR RETAINING WALL PLAN FOR, 1271 ENCINITAS BLVD. McDONALD S USA RESTAURANT LLC APN PLANNING CASE NOf TPM /TM /CDP /DR /MUP /MIN /EIA, etc, 11288 -G SHEET 7 OF 11 R:\2 Completed projects\2012 \McDonalds Encinitas \Construction Drawings \C501- 00ONNO.dwg, SHEET 1, 7/3/2013 10:58:01 AM I R:\2 Completed projects\2012 \McDonalds Encinitas \Construction Drawings \C501- O003PO.dwg, SHEET 2, 7/3/2013 10:58:11 AM 266 264 262 260 258 256 254 252 250 248 246 244 1 +00 1 +10 1 +20 1 +30 1 +40 1 +50 1 +60 1 +70 1 +80 1 +90 2 +00 2 +10 2 +20 2 +30 2 +40 2 +50 2 +bU 2 +/U z+au 266 264 262 260 258 256 254 252 250 248 246 244 2 +80 266 264 262 260 258 256 254 252 250 248 246 244 1 +00 2 +90 3 +00 3 +10 3 +20 3 +30 3 +40 3 +50 3 +60 1 1 +10 1 +20 1 +30 1 +40 1 +50 1 +60 1 +70 266 264 262 260 258 256 254 252 250 248 246 244 266 264 262 260 258 256 254 252 250 248 246 244 3 +70 LEGEND 4" CAP UNIT 8" CAP UNIT VERTICA BLOCK VERTICA PRO BLOCK MIRAFI GRID 3XT FINISH GRADE TOP OF WALL BOTTOM OF WALL GRID LENGTH POINT OF CURVE POINT OF TANGENT O TW BW GL PC PT prepared by ', 1295 distribution way No. 68429 vista, ca 92081 m phone 760.410.1665 Exp. 9/30/13 facsimile 760.509.0078 * * e matt @red1engineedng.com' Q' 9TFGFC �\ Engine Ing Ino CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL DESMM ED BYE DRAWN BYE CHECKED BYE ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. tiC 2-li-f� 2- k�k DESCRIPTIONS WELL time E-ur PLANS PREPARED UNDER SUPERVISI ❑N RECOMMEND DI AP R❑ DI ANCHOR RETAINING WALL PLAN FORS 1271 ENCINITAS BLVD. LOCATIONI UrrFaSEtt►Ou oF7vRNER AVE- HORIZONTAL OF DATE, r� (aQ,� tA►LLS1Nrlb AVE. ^ �y McDONALD'S USA RESTAURANT LLC 11288 -G RECORD FROK VERTICALS R.C.E. NO.t 86 429 MASIH MAHER i - APN I -AY - 7/003 ELEVATIONi cASOM MA THE ` M. MERRITT EXP,1 09 -30 -13 I ___.... --- DATE DATE DATE PLANNING CASE NOt 2 Ofd TPM /TM /CDP /DR /MUP /MIN /EIA, etc, SHEET 9 OF 11 R:\2 Completed projects\2012 \McDonalds Encinitas \Construction Drawings \C501- 00OPPO.dwg, SHEET 3, 713/2013 10:58:25 AM STEP I - PLACE REINFORCEMENT PRIMARY PLACE ADDITIONAL REINFORCEMENT ON THE NEXT COURSE OF SO THAT LITTLE OR NO OVERLAP STRENGTH SEGMENTAL UNIT IMMEDIATELY ABOVE THE SPECIFIED PLACEMENT OCCURS IN THE RADIUS AREA. IF DIRECTION ELEVATION IN A MANNER THAT ELIMINATES GAPS LEFT BY THE PREVIOUS OVERLAP OCCURS, PLACE 2 TO 3 L INCHES OF SAND BETWEEN THE LAYER OF IOREINFORCEMENT AT THE SPECIFIED REINFORCEMENT REINFORCEMENT LAYERS. ELEVATION. w 2 TO 3 INCHES OF SOIL FILL C REQUIRED BETWEEN OVERLAPPED REINFORCEMENT r ' FOR PROPER SOIL AND '� 'x� ' r � � MINIMUM INSIDE RADIIIS REINFORCEMENT L 7 FT. TO FACE INTERACTION. <, aI- t STEP 2 - LAY THE NEXT COURSE OF BLOCK. MAKE A MARK ON THE BACK OF THE BLOCKS IN THE AREAS THAT ARE NOT REINFORCED. BACKFILL AND COMPACT THAT COURSE. � STEP 3 - PLACE REINFORCEMENT IN THE AREAS WHERE THE MARKS SHOW GAPS IN THE LOWER REINFORCEMENT PATTERN. CONTINUE NORMAL WALL CONSTRUCTION, REPEATING THESE STEPS AS NEEDED. AnchorTM Vertica° Retaining Wall A OUTSIDE CURVE DETAILS 10 OT TO SCALE BEVELED UNIT DIRECTION BEVELED UNIT } —I1"- i L AnchorTM Vertica® Retaining Wall B NSIDE CURVE DETAILS 10 NOT TO SCALE 4" CAP UNIT AnchorTM Vertica® Retaining Wall E SOMETRIC BLOCK VIEWS 10 NOT TO SCALE r g J —� 8.44" �- SECTION A —A 20 +-} 8 FRONT VIEW SIDE VIEW BEVELED UNITS 8" CAP UNIT MINIMUM OUTSIDE RADIUS 5 FT. TO FACE nchorTM Vertica® Retaining Wall C A INIMUM INSIDE /OUTISDE RADIUS DETAIL 10 INTS }�— 14.5" Toe VIEW 12 8 FRONT VIEW SIDE VIEW BEVELED UNITS AnchorTM Vertica® Retaining Wall F -WAY BLOCK VIEWS 10 NOT TO SCALE NOTES: 1. STRUCTURAL BACKFILL IS TO BE PLACED IN 8- TO 24 -INCH (TYPICAL) LIFTS 2. STRUCTURAL BACKFILL MUST BE MANIPULATED INTO ALL VOIDS BETWEEN BLOCKS TO ENSURE ADEQUATE BOND BETWEEN BLOCK AND CONCRETE MASS. STRUCTURAL BACKFILL DEPTH PER DESIGN ENSURE VOID AREAS BETWEEN UNITS ARE FILLED COMPLETELY STRUCTURAL BACI L DEPTH MIRAFI140N FILTER FABRIC 201 - 2_0 YPICAL) DIA. 9' GRAVEL LEVELING PAD AnchorTM Vertica® Retaining Wall D EVELING PAD STEP DETAIL 10 NOT TO SCALE EXTEND GEOSYNTHETIC REINFORCEMENT TO WITHIN 2" OF LOWER BLOCK FACE NOTCH jam— 9" MIN. chorTM Vertica® Retaining Wall G An INFORCEMENT CONNECTION DETAIL 10 JNOTTOSCALE RAILING PER PLANS BY engineering Ina CHANGE N ❑. DESCRIPTION APPROVED DATE BENCHMARK OTHERS AND BY SPECIAL DISTRICT APPROVAL DESIGNED BYI I DRAWN BYI I CHECKED BYI ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT SEPARATE PERMIT SET POSITION OF SLEEVE SLEEVE-ErTM 1224R LID t-b1 IMMEDIATELY BEHIND TOP DESCRIPTION, \JELL MDUUaEI L❑CATI ❑NI LuTe4SEC.T1aU of TU Ilfc (-liar AULWELt AJF. RECORD FR ❑MI ELEVATI ❑NI jT2 S DATUMi H❑RIZ❑NTAU VERTICALI PLANS PREPARED UNDER SUPERVISI ❑N ❑F DATEi % /$� /� ` R.C.E. NO., 68429 MATtrHEWN, MERRITT EXP.I 09 -30 -13 RECOMMEND E APPR ❑V I . /� �� (( fit/ MASIH MAHER f�LPIaI �4JIIt1 - �` DATE DATE MOST VERTICA UNIT. _ FRONT SLEEVE HALF SHEET 10 OF 11 CAP UNIT SLEEVE -ITS"' 1224R REAR SLEEVE HALF (12 "0 X 24 ") DEEP FILL SLEEVE WITH �f�y STRUTS CONCRETE, SET 1� FENCE POST. CUT THE GEOGRID CANTILEVER BASE AROUND THE ANCHOR UNIT SLEEVE -ITTM SYSTEM AS NECESSARY VERTICAL LEG I REINFORCED BACKFILL ZON GEOGRID —_ �� REINFORCEMENT STRAIGHT UNIT CAP UNIT VERTICAO WITH ANCHORPLEXTM (�K J TYPICAL FIRST -POUR SECTION 10 (NOT TO SCALE) *FENCING SYSTEMS APPROVED FOR USE WITH THE SLEEVE -ITTM 1224R ARE LIMITED TO THE FOLLOWING HEIGHTS: CHAIN LINK - UP TO 8 -FT, PRIVACY - UP TO 6 -FT (WOODEN, PVC, METAL). POST SIZE 4 "X4" MAX. 'AIL OF FENCE POST INSTALLATION USING SLEEVE -ITTM 1224 Y NOT TO SCALE No. 68429 Z Exp. 9/30/13 prepared by 44-', one r� 1295 distribution way vista, ca 92081 phone 760.410.1665 facsimile 760.509.0078 matt@redlengineering.com c � engineering Ina CHANGE N ❑. DESCRIPTION APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL DESIGNED BYI I DRAWN BYI I CHECKED BYI ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. t-b1 DESCRIPTION, \JELL MDUUaEI L❑CATI ❑NI LuTe4SEC.T1aU of TU Ilfc (-liar AULWELt AJF. RECORD FR ❑MI ELEVATI ❑NI jT2 S DATUMi H❑RIZ❑NTAU VERTICALI PLANS PREPARED UNDER SUPERVISI ❑N ❑F DATEi % /$� /� ` R.C.E. NO., 68429 MATtrHEWN, MERRITT EXP.I 09 -30 -13 RECOMMEND E APPR ❑V I . /� �� (( fit/ MASIH MAHER f�LPIaI �4JIIt1 - �` DATE DATE ANCHOR RETAINING WALL PLAN FORI 1271 ENCINITAS BLVD. MCDONALD'S USA RESTAURANT LLC APN PLANNING CASE N01 !2 ° ®f� TPM /TM /CDP /DR /MUP /MIN /EIA, etc. 'I'IZHH- SHEET 10 OF 11 R: \2 Completed projects\2012 \McDonalds Encinitas \Construction Drawings \C501- 00ODSO.dwg, SHEET 4, 7/3/2013 10:58:47 AM ANY FENCE OR GUARDRAIL WITHIN 3' OF TOP FACE OF WALL WILL REQUIRE SLEEVE -IT 1224R CAP UNIT PER PROFILE EXTEND TOP GEOGRID LAYER TO BACKCUT. IF PLACED IN FILL, EXTEND 4' PAST DESIGN GRID LENGTH. A AnchorTM Verticao Retaining Wall A TYPICAL REINFORCED WALL SECTION I I JNOT TO SCALE ANY FENCE OR GUARDRAIL WITHIN Y OF TOP FACE OF WALL WILL REQUIRE SLEEVE -IT 1224R CAP UNIT PER PROFILE STRUCTURAL BACKFILL( *) SEE J /10 BIORETENTION BASIN W VERTICA® BLOCK s PER GRADING PLAN d SEE E /10 AND F /10 O is W20: P- T -O" a (TYPICAL). 5 W F Cs � —_�-- ____ Iie�llh 6" MINIMUM COMPACTED 4" PVC SDR 35 SUBDRAIN GRAVEL LEVELING PAD 6" OUTLET LOCATION PER PROFILE SEE D /10 2`0„ WIDTH PER t� PROFILE *STRUCTURAL BACKFILL SHALL BE PERVIOUS CONCRETE WITH AT LEAST 25% VOIDS AND A MIN. COMPRESSIVE STRENGTH OF 1500 PSI. AnchorTM Vertica® Retaining Wall B NCHORPLEX WALL SECTION I I NOT TO SCALE ANY FENCE OR GUARDRAIL WITHIN Y OF TOP FACE OF WALL WILL REQUIRE SLEEVE -IT 1224R CAP UNIT PER PROFILE F 20 �W C7 w Z P4 12" WIDE DRAINAGE COLUMN - CRUSHED ROCK Q !I(� i i t i t, 6" MINIMUM COMPACTED GRAVEL LEVELING PAD SEE D /10 i 6" 2 _g11 FG PER GRADING PLAN 4" PVC SDR 35 SUBDRAIN OUTLET LOCATION PER PROFILE AnchorTM Verticao Retaining Wall C SINGLE BLOCK GRAVITY WALL �j prepared by 1 1 NOT TO SCALEi 1295 distribution way No 68429 vista, ca 92081 u� phone 760.410.1665 * Exp. 9/30/13 * facsimile 760.509.0078 on, matt @red1engineering.com englr>leering Irlo CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE SPECIAL DISTRICT APPROVAL DES MM ED BYE DRAWN MMM BYE CHECKED BYE ENGINEERING DEPARTMENT APPROVALS CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. 14 A 2 DESCRIPTION, WUL Plo meuT PLANS PREPARED UNDER SUPER ISI ❑N RECOMMENDED APPR❑ a ANCHOR RETAINING WALL PLAN FORT L❑CATIONi 11JTER0,6110U OF T40 LVE ❑F p AUD 51►IE1011vt HORIZONTALS DATE, 2/3/1 IV. A,^ / D� 1271 ENCINITAS BLVD. RECORD FROMi VERTICALS °�^° McDONALD'S USA RESTAURANT LLC 11288 -G R.C.E. N ❑,� 68429 MASIH MAHER `t�'� ,�' ELEVATION, OsCOA� Val 17 7e'(3 APN DATUMS NAVD88 MAT4HEWVW MERRITT EXP.i 09 -30 -13 DATE DATE PLANNING CASE NO, I2'DI'j TPM /TM /CDP /DR /MUP /MIN /EIA, etc. SHEET 11 OF 11 R:\2 Completed projects \2012 \McDonalds Encinitas \Construction Drawings \C501- 00ODSO.dwg, SHEET 5, 7/3/2013 10:58:53 AM