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2016 12373 G (Plans)
RIGHT OF WAY NOTE OVER IS TO OBTAIN A OWSTRUCAON PERMIT FROM THE ENGINEERING DEPARTMENT AT LEAST 48 HOURS PRIOR TO WRKING IN THE PUBLIC RIGHT OF WAY. FAILURE 70 DO SO HILL RESULT IN ISSUANCE OF A STOP WORK NOTICE AND DOUBLE PERMIT FEES IT IS THE RESPONSIBILITY OF INE OWNER TO KNOW WHERE HIS/HER PROPERTY LINE IS DRAINAGE NOTE NO CONCE117RA)ED DRAINAGE FLOWS ARE PLRMIIIED OVER ADJACENT PROPERTY LINES WATER lS 70 DRAIN AWAY FROM STRUCTURES FOR A MINIMUM OF 5 FEET -AT 2 PERCENT AND BE CONVEYED TO AN APPROVED DRAINAGE FACILITY. UTILITY NOTE ALL UALIAES SERVING THIS RIF SHALL BE INSTALLED UNDERGROUND. GENERAL NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH ]HEST PLANS, THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, THE DESIGN CONSTRU0770N 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 ENGNEER PRIOR TO ANY REQUEST FOR INSPE017011 2 THE SOILS REPORT TIRED U4947ED GEOTECHNICAL INVESTI04710N AND GRADING PLAN RENEW FOR PROPOSED SINGLE FAMILY RESIDENCE 1265 SAXONY ROAD, ENCINITAS CALIFORNIA- PREPARED BY ADVANCED GEO7ECHNICAL SOLU77ONS, INC DAIED APRIL 6, 2015, REPORT / 1309- 01-9-3 9/ALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL GRADING SHALL BE DONE IN ACCORDANCE NI7H THE RECOMMENDA710NS AND SPECIRCA71ONS CONTAINED IN SAID REPORT. 3. SEPARATE APPROVALS AND PERMITS FOR ANY CON57006N WITHIN PUBLIC RIGHT- OF-WAY OR EASEMENTS SHALL BE REQUIRED IN CONAIN001V WITH IMPROVEMENT PLANS 4. WRITIEN PERMISSION SHALL BE OBTAINED FOR ANY OFFS17E GRADING. 5. CONTRACTOR SHALL TAKE ANY NECESSARY PRECAU7700 REQUIRED TO PR07ECT ADJACENT A%PERAES DURING GRADING OPERAAONS. ANYIHING DAMAGED OR DE57ROYED SHALL BE REPLACED OR REPAIRER TO COND177ON 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 CHl4L ENGINEER 0? A LICENSED LAND SURVEYOR. 7 7HE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DENCES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STA7F AND FEDERAL SAFETY AND HEALTH STANDARDS LAWS AND REGULATONS 8 GRADING AND EQUIPMENT OPERA77NG WITHIN ONE -HALF (112) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCIED BENCEN THE HOURS OF 5:30 P.M. AND 730 A.M. NOR ON SA7URDAYS, SUNDAYS AND CITY RECOGNIZED HOLIDAYS 9 NO GRADING OPERA TONS SHALL COMMENCE UNAL A PRE- CONSIRUCTON MEETNG HAS BEEN HELD ONSITE WITH 771E FOLLOWING PEOPLE PRESENT CITY INSPECTOR, CINL ENGINEER, SOILS ENGINEER, GRADING CONIRACTOR AND PERY177EE. 711E PRE- 0007RUC770N MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALLING (760) 633 -2770. 10 PRIOR TO HAULING DIRT OR CONSIRUCAON MATERIALS TO ANY PROPOSED CONSIRUCAON SITE NIHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RE5S`W APPROVAL IROM THE CITY ENGINEER FOR THE PROPOSED HAUL ROUTE THE DEVELOPER SHALL COMPLY WITH ALL 000177ONS AND REQUIREMENTS INE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE HAULING OPERAAON. 11. UPON FINAL COMPLE77ON OF THE WORK UNDER THE GRADING PERMIT, BUT PRIOR TO FINAL GRADING APPROVAL AND /OR FINAL RELEASE OF SECURITY, AN "AS GRADED 6ERTF`0AT0N" SHALL BE PRUNDED STAWG "THE GRADING UNDER PERMIT NO 12373 -G HAS BEEN PERFORMED IN SUBSTANAAL CONFORMANCE WITH THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED AS- GRADED PLAN'. THIS STATEMENT SHALL BE FOLLOWED BY THE DAIS AND SIGNATURE OF THE CHNL ENGINEER WHO CER77RES SUCH GRADING OPERAAON, 12. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER HIS DHRECTON HE SHALL INSPECT AND IFST THE EXCAVATON PLACEMENT AND COMPACAON OF FILLS AND BACKRLLS AND COMPAC17ON OF TRENCHES HE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DEIERMINE THE SUITABILITY OF ANY FILL M47FRHAL. UPON COMPL0001 OF GRADING OPERAAONS HE SHALL STALE THAT OR ERVABONS AND TESTS WERE MADE BY HIM OR UNDER HIS SUPERWSHON AND 11AT IN HIS OPINION, ALL EMBANKMENTS AND EXCAVAPONS ARE ACCEPTABLE FOR THEIR INTENDED USE 13 THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PRO14DE POSIAVE DRAINAGE AND PREVENT PONDHNG OF WATER. HE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERAES OR FINISHED WORK ON THE SIZE AND SHALL TAKE RfYEDIAL MEASURE TO PREVENT EROSION OF FRESH[ Y GRADED AREAS UN71L SUCH AME AS PERMANENT DRAINAGE AND EROSION C01117ROL MEASURES HAVE BEEN INSTALLED. 14. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND RLL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIRCATON ALL VEGETABLE MATTER AND OB ,FCAONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED. LOOSE FILL AND ALLUNAL SOILS SHALL BE REMOVED TO SUITABLE RRM N47URAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED 70 A DEPTH OF 12 INCHES AND 7NfN COMPACTED 70 A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE FILL IN STRICT ACCORDANCE NTH SPE67RCATONS. 15. CUT AND FILL SLOPES SHALL BE CUT AND )RIMMED TO FINISH GRADE TO PRODUCE SMOOTH SURFACE AND UNIFORM CROSS SEC77ON. 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 CONDHTON. ALL 57ONES, ROOTS AND OTHER W4S7T MATTER EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH ARE LIABLE TO BECOME LOOSENED SHALL BE REMOVED AND DISPOSED OF THE 70E AND TOP OF ALL SLOPES SHALL BE ROUNDED IN ACCORDANCE NTH THE GRADING ORDINANCE 16. ALL TRf£S, BRUSH, GRASS, AND OTHER OBJ£CAONARE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSD OF OfF THE SITE BY 771E CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED NTH A NEAT AND FINISHED APPEARANCE FREE FROM UNSlGH7LY DEBRIS APPROVAL OF LOCAAOAI OF DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND CITY ENGINEER PRIOR 70 THE DISPOSAL OF ANY SUCH MATERIAL 17 THE REMOVAL OF ANY AND ALL CITY TREES SHALL BE CONSISTENT WITH THE CITKS URBAN FOREST MANAGEMENT PROGRAM. TREES LOCATED WTHIN 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 CONSIRUCAON UNLESS SPECIRCALLY APPROVED OTHERWISE. NO GRADING, EXCAV,40114 OR DISTURBANCE OF CITY IRFT ROOT SYSTEMS SHALL OCCUR NIIHIN THE CITY 7REE DRIP LINE AREA (THE AREA fROM THE TRUNK OF A TREE 70 THE OUTERMOST EDGE OF THE 7REE CANOPY PRO✓ECTON ON THE GROUND). IF A CITY TREE IS NOT CLEARLY LABELED TO BE REMOVED, IT MUST BE PROTECIED IN PLACE. EVEN IF APPROVED IMPROVEMENTS ARE IN CONRICT NTH A CITY TREE, IT MUST NOT BE DISTURBED UNLESS THE PLAN IS RENSED 70 ADDRESS THE TREE REMOVAL N0. I DESCRIPTION STORMWATER POLLUTION CONTROL POST CONSTRUCTION BMP/IMP NOTES 1. FOR STORM W47ER POLLUTON CONTROL PURPOSE S ALL RUNOFF FROM ALL IMPERVIOUS SURFACES INCLUDING ROOF DRAINS SHALL DISCHARGE ONTO GRASS AND LANDSCAPE AREAS PRIOR TO COLLEC77ON AND DISCHARGE ONTO THE STREET AND /OR INTO THE PUBLIC STORM DRAIN SYSTEM. 2 GRASS AND LANDSCAPE AREAS DESONA7E0 FOR STORM WA7FR POLLUTON CONTROL SHALL NOT BE MODIFED W97HOUT A PERMIT fROM THE CITY. J. ALI IMPERVIOUS AREAS WITHIN THE SITE SHALL DRAIN TO APPROVED BMP/IMP FACIZ177ES AND /OR TO 71JRF OR LANDSCAPED AREAS NTH ADEQUATE GWOUNDCOWR PRIOR TO DISCHARGE FROM THE 97E. ALL IMPERVOUS AREAS MUST SLOPE TOWARD THE APPROVED BMP/lMP FAGUTY AND /OR THE IURFMI149SCAPED AREAS 4. NO DRAINS SHALL BE INSTALLED IN HARDSCAPE, DRIVEWAYS, OR ANY OTHER IMPERVIOUS AREA UNLESS THE fZOW fROM THE DRAIN DISCHARGES TO AN ADEQUATE IMP /BMP. 5 DRNEWAYS SHALL NAVE A MINIMUM 2% CROSS SLOPE TOWARD 771E 1UP/BMP AREA OR HAUL- ANOTHER APPROVED DRAINAGE SYSTEM THAT IS DESIGNED TO COLLECT RUNOFF AND DISCHARGE IT TO AN ADEQUAIF IMP /BMP. 6. ALL STORMW ER IMP/BMP FACILIAES -NON V HEREON SHALL NOT BE MODIFIED OR ALTERED WITHOUT A PERMIT fROM THE CITY. 7 THE INSTALLATION OF ADD177ONAL IMPERVOUS SURFACES NOT SHOWN ON 7HIS PLAN MAY REQUIRE THAT THIS PLAN BE RENSFD OR THAT A SEPARATE ENGINEERING PERMIT BE OBTAINED. 8. ALL EXIS77NO AND PROPOSED TRASH ENCLOSURES SHALL BE R7TIED TO COMPLY WITH STORM WATER BEST MANAGEMENT PRA06F REQUIREMENTS 7HE IRASH ENCLOSURES SHALL HAVE AN IMPERVOUS, NON- COMBUSABLE 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 ROW OF STORM WA7ER THROUGH THE IRASH ENCLOSURE AREA 711E BERM CAN BE CONSTRUCTED NIOE AND RAT TO ALLOW ROLLING OF THE DUMPSIER IN AND OUT 7HE ENCLOSURE SHALL BE SELF CONTAINED OR MAY HAVE A DRAIN THAT DISCHARGES THROUGH AN ADEQUATELY SIZED 0/21 GREASE SEPARATOR AND IS 771EN RL7ERED THROUGH A CITY- APPROVED H)DROCARBON FILTER AND DISCHARGED INTO 771E PUBLIC SANITARY SEWER SYSTEM, NOT TO PLAN7ERS OR 771E S705Y DRAIN SYSTEM. A SEPARAIE BUILDING PERMIT MAY BE REQUIRED FOR THIS STRUCIURE. 1. W,47ER MAINS, LA7ERALS AND APPUR)ETNANCE5 SHALL BE CONSTRUCTED ACCORDING TO 7HE STANDARD SPECIRCAAONS OF THE CURRENT WATER AGENCIES' STANDARDS COMMfTIEE (WASC). 2 RENEW OF THIS PLAN BY SAN DJEGUITO WATER DISTRICT DOES NOT CONSATUTE REPRESENTAAON AS TO THE ACCURACY OF, THE LOCAAON OF OR THE EXISTENCE OR NON - EXISTENCE OF ANY UNDERGROUND U77LITY, PIPE OR STRUCTURE W9THTN 7HE LIMl7S OF THIS PROJECT. 3. ALL EXISANG FACILIAES, WHICH MAY AFFECT R7NAL DESIGN, l.E., LINE CROSSING LINE PARALLELING OR PROPOSED CONNECAON SHALL BE RECD VERIFIED. ALL EXISANG OR PROPOSED UTUTY CROSSING WITHIN 10 fZET OF PROPOSED WA767? MAINS SHALL BE SHOWN ON IMPROVEMENT PLANS. ELECTRICAL AND SEVER )0 CROSS UNDER W47ER MAINS UNLESS GIVEN WRITTEN PERMISSION BY SAN DIEGUITO WA7ER DISTRICT. 4 CONTRACTOR AND OWNER ARE RESPONSIBLE FD R£LOCAIE AND /OR ADJUST TO GRADE ANY EXISANG WATER FACILITY (FIRE HYDRANT METERS, VALVES VALVE BOXES, ETC) NHICH IS Af7EC7ED BY THEIR PROJECT. ALL AFMCASD WAIER FACILITES MUST MEET CURRENT WATER AGENCIES' STANDARDS COMMNIEE (WASC) STANDARDS TF FACILIAES DO NOT MEET STANDARDS, THEN THEY SHALL BE UPGRADED TO CURRENT STANDARDS AT THE OWNERS E, VPENSE. 5 UAUAES TO MAINTAIN MINIMUM 5 -FOOT SLARATON WHEN PARALLELINO WATER SERNCES 6 MINIMUM HORIZONTAL SEPARATON OF 104EET REQUIRED BEIWFEN FIRE HYDRANTS AND SAN DIEGO GAS AND ELECTRIC VAUL IS 7 ALL WATER SERNCES TO BE CONSLYU070 CLEAR OF DRIVEWAYS AND ALL OTHER IRA VELED WAYS NA 7b? METERS MUST BE IN fRONT OF THE PARCEL 7HEY ARE SERVNG 8 CALIFORNIA STATE LAW ASSEMBLY BILL AB -1953 IS REQUIRING THAT NO -LEAD BRASS BE USED IN THE OWSIRU001V OR REPAIR OF ALL POTABLE W47FR SYSTEM EFFECAVE JANUARY 1, 2010. IN COMPLIANCE WITH THIS LAW, THE DISTRICT STALL REQUIRE ALL MATERIALS TO BE NO -LEAD BRASS PARTS 9. ALL COPPER ASINO USED FOR AIR RfTEASES, BLOW OFFS, AND SERNCES SHALL BE PRONDED NTH CATHODIC PRO7FC77OV IN ACCORDANCE WITH WV-17 OR WU -18. WORK TO BE DONE 771E IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO THESE PLANS AND THE SPECYFICAAONS AND STANDARD DRAWNGS OF TN£ CITY OF ENCINITAS SPECIFICATIONS WA7ER AGENCIES' STANDARDS (WAS) FOR POTABLE WATER AND SEVER FACILITES. COIVSTRUC17ON SPECIFHCAAONS DESIGN GUIDELINES STANDARD DRAWINGS AND APPROVED M4 7ERIALS (LATEST VERSION). 2012 01010 OF THE SAN DIEGO REGIONAL STANDARDS (SORSD) CALIFORNIA BUILDING CODE 771E PROJECT SHALL COMPLY WITH 7HE 2013 CALIFORNIA BUILDING CODE, WHICH ADOPTS THE 2012 CALIFORNIA BUILDING CODE. AS - OVILT F46 S09¢0 EXPfQ-3o /7 STORMWATER POLLUTION CONTROL NOTES: RELAAVE TO CONS7RU0ON AC77W77ES C6NCRE7F WASHOUT - CONTRACTOR SHALL ESTABLISH AND USE AN ADEQUATELY SIZED CONCRETF WASHOUT AREA TO CONTAIN W45 OUT WASTES ON 517E. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND 7HE LIKE INTO THE STORMWA75? CONVEYANCE SYSTEM OR ANY RECE WNG WATER. CONTRACTOR SHALL POST A 51011 DESGNAINC THE WASHOUT IOCAAOW C007RUC7701V S7E" ACCESS - A STABILIZED C60TRUC770N SITE ACCESS SHALL BE PROWDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT ]RACKING DIRT OFF SITE THIS SHALL INCLUDE USING MATERIAL SUCH AS GRAVEL AND /OR CORRUGATED STEEL PANELSAATES CONSTRUCRON VEHICLES - A SPECIRC AREA AWAY FROH GUTTERS AND STORM DRAIN SHALL BE DESGNAIED FOR CON57RUC77ON VEHICLES PARKING VEHICLE REFUELING AND ROU77NE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE Off -SITE EROSORY CONTROL - EROSION C0117ROL MUST BE PRUNDED FOR ALL EROSIVE SURFACES SLOPED SURFACES ESPECYALL'Y SHALL BE PROTE07ED AGAINST EROSOV BY INSTALLING FROSON RESISTANT SURFACES SUCH AS LROSOV CONTROL MA 75 ADEQUATE GROUND COVER VEGETABON, AND BONDED RBER MATRIX. - NO EXCAVATON AND GRADING ACI7WIES ARE ALLOWED DURING WET WFAIHER.- - DIVERSION DIKES SHALL BE CONS)RUCIED 70 CHANNEL RUNOFF AROUND THE 601157RUC770N SITE CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CUNIROL MEASURES - REMOVE EXISANG V£GETAAON ONL Y 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. - 7EMPORARY VEGETAAON MUST BE PLANTED ON SLOPES OR WHERE CONSIRUCDON 15 NOT TMMEDTAIELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVEN70 BY PLAN00 FAST - GROWING ANNUAL AND PERENNIAL ORASSES TO SHIELD AND BIND 7HE SOIL. - PLANT PERMANENT WCWTATON AS SOON AS POSSIBLE, ONCE- EXCAVATON AND GRADING ACANAES ARE COMPLETE. - NA7FR USACE FOR DUST CONTROL SHALL BE MINIMIZED. ON -577F CONSIRUC770111 MATERIAL STORAGE - STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUC75 NHLRE THEY WILL STAY DRY OUT OF THE RAIN. 007RACTOR SHALL PROVDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON- -S77F. - ELIMINAIF OR REDUCE POLLUTION OF STORMWA7ER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY fROM CONCENTRATED STORMWAITR FLOWS AND STORMDRAIN INLETS STOCKPILES SHALL BE COVERED OR PRO)EC7ED WITH SOIL STABILHZAAON MEASURES AND PRONDED W771 A TEMPORARY SEDIMENT BARRIER AROUND 111E PERIMETER AT ALL TUES. )RAINING - CONTRACTORS' EMPLOYEES WHO PERFORM CVNS7RUCA0N IN THE CITY OF ENCINITAS SHALL BE TRAINED 70 B£ FAMILIAR WITH THE CITY OF ENCINITAS S)ORMWA7ER POLLUAON CONIROL REQUIREMENTS THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE NURKING ON 577E. THE PROPERTY OWNERS) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILIAES WASIf MANAGEMENT - CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER[ Y DISPOSING OF ALL WASTE AND UNUSED CONS7000N MATERIALS DUMPING OF UNUSED OR WAS7E PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS S7RI07Z Y PROI11B17F0. - NO SEEPAGE IROM DUMPS7ER SHALL BE DISCHARGED INTO STORM&7ER. BEANS/DIKES SHALL BE PLACED AROUND DUMPSTERS TO DIVERT THE NA7URAL STORM RUNOFF. DUMPS)E'S SHALL BE CHECKED fRf QU EN)LY FOR LEAKS. DUMPS7ER LIDS SHALL REMAIN CLOSED AT ALL WES. DUMPSTERS 97HOLIT LIDS SHALL BE PLACED WITHIN SIRUCIURES WITH IMPERVOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY ]RASH MATERIAL. - MANY CONSTRUCAON MATERIALS, INCLUDING SOL VENTS W47ER -8450 PAINTS, 6HICLE FLUIDS, BROKEN ASPHALT AND CONCRETE, NUOD, AND CLEARED VEGETAAON CAN BE RECYCLED. NON- RECYCLABLE MATERIALS MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WA57E FOR INFORMAAON ON DISPOSAL OF HAZARDOUS MAIERTAL, CALL THE 714 -1195 FOR INFORMA)ION ON LANDFILLS AND TO ORDER DUMP57ERS CALL - POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE 517E - PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED fREQUENAY FOR LEAKS. CONTRACTOR SHALL PROVDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY fROM STORMDRAHN INLE75 ON PERNOUS SURFACES. - ALL CONS7001ION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, CUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTNELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTON SITE - FOR MORE INFORMA77ON ON STORMWA7ER POLLUAON CONIROL MEASURES AND REQUIREMENTS PLEASE CONTACT 771E ENGINEERING DEPARTMENT, CITY OF ENCINITAS AT (760) 6-U 2770. NOTIFICATIONS 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UNITY PIPES AND STRUCTURES SHOW ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS TO 771E BEST OF OUR KNOWLEDGE THERE ARE NO EXISANG UAUAES EXCEPT AS SHOWN ON THESE PLANS, HONEVER.• 7HE CON7RACTOR lS REQUIRED TO TAKE DUE PRECAUAONARY MEASURES TO PROTECT ANY EXISANG UALIAES OR STRUCTURES LOCATED AT THE WORK SITE IT IS IHf CONTRACTORS RESPONSIBILITY TO CONTACT 7HE FOLLOWING OWERS OF SAID UAUAES OR STRUCTURES PRIOR TO ANY EXCAVATOR; FOR VERIFICAAON AND LOCATION OF UAUAES AND N077RCA77ON OF COMMENCLXMENT OF 006K- A. SEVERS - LND - (760) - 753 -0155 B. GAS & fYCIRIC - SOGE - (760) -438 -6200 C. WRIER - SAN DTEGUITO WATER DISTRICT -1 -800 - 227 -2600 D. 7FLEPH6NE - SBC BELL - (760) -489 -3411 E CABLE TV - COX 000UNICA77ONS- -(760) -806- 9809 X -2233 2. CONTRACTOR SHALL NOAFY THE CITY LNGINEERS OFRCE 48 HOURS PRIOR TO BEGINNING ANY WURK ON THIS PROJECT. PHONE • (760) -633 -2770 3 7HE CONTIACTOR SHALL GIVE 24 HOURS NO/ICE ON CALLS FOR INSPECTOR! PHONE (760)633 -2770. ALL WORK PERFORMED WITHOUT BENERT OF INSPEC77ON WILL BE SUBJECT TO REJECAON AND REMOVAL. PERVIOUS / IMPERVIOUS AREA: IMPERVOUS AREA PRIOR TO CONSTRUC77ON 0 SF IMPERVOUS AREA AFTER CONSTRUCTION 4,767 SF (2,846 SF DRIVEWAY) INCREASE IN IMP£RVOUS AREA 4,767 SF IMPERVOUS AREA REPLACED 0 SF COUNTY OF SAN DIEGO D.E.H. Z -7,/ zz - t CAI 3?7r 11 -3-LS of 404MW K4W WE BY DEflzat4- LSTp- oe1i4L DALE REVISIONS REFERENCES BENCH MARK DESIGNED BY- SM5J DRAM BY- WSJ CHECKED BY- A.K APPROVED DA 7E DESCRIPTOV..• 25' CITY OF ENCINITAS BRASS DISC PLANS PREPARED UNDER, SUPERNSON Of: 6 PONT Na LNC -06 ts. LOCATION- SUUINWST CORNER OF CONCRETE PEDESTAL fOF UTU7Y 80423 L 8 1 NEST SDE OF CITY 7RAIL LNNANCE AT SOUTH END OF RAHNEY COURT EZEVATOV. 320.695 ANDREW ✓. (AN R. E. 50940 ` DATE DA7UM• NAVII 88 (MY ROISNAAON TIRES 9- 30-15) SPECIAL NOTES: L THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE QUANATES SHOWN HEREON AND BALANCING THE- EARTHWORK ONSITE. CONTRACTOR SHALL TAKE l DISCREPANCIES ARISE THE ENGINEER OF WORK SHALL NTO ACCOUNT SHRINKAGE AND BULKING OF SOIL. lF DISCREPA PROVIDE AREAS OF AD✓US7M£NT TO THE CON)RAC70R. WHERE TRENCHES ARE WITHIN EASEMENTS STREETS OR 10' OF ANY BUILDING, SOILS REPOR73' SHALL BE SUBMITIED TO THE ENGINEER OF WORK BY A QUALIFIED SOILS ENGINEER WHICH INDICATE THAT THE 7R£NCH BACKFILL WAS COMPACTED UNDER THE W ERVA776YV OF 771£ SOILS ENGINEER AND IN ACCORDANCE WAFT THE EARTHWORK SPECIFICA770NS. 2. IRE CONTRACTOR SHALL BE RESPONSIBLE TO INSURE 7HAT ALL SLOPES, PADS, CURBS, INLETS AND SIDEWALKS ARE BUILT IN ACCORDANCE WITH THESE PLANS AND APPLICABLE CODES AND LAWS IF 7H£RE ARE ANY QUESTION REGARDING THESE PLANS OR RELO STAKES 7HE CONTRACTOR SHALL REQUEST AN 1WERPRETA770N BEFORE DOING ANY WORK BY CALLING 7HE ENGINEER AT (858) 634 -8620. 3 IRE CONTRACTOR SHALL UNCOVER ALL UNIIIES )HAT MAYBE JOINED, CROSSED, OR PARALLELED 70 VERIFY BOTH HORIZONTAL AND VFRWAL LOCA77ON PRIOR 70 ANY CONS7RUC110N. ANY CONFLICT OR DISCREPANCY SHALL BE BROUGHT TO THE ENGINEERS AIIEN71ON PRIOR TO CONSIRU0770N. OTHERWISE THE CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR ANY ADDITIONAL CONSIRUC770N OR RELOC4770N COSTS 4. ALL FILL AREAS, WHICH ARE FENCED, SHALL REMAIN FENCED. TEMPORARY AND /OR FINAL FENCING SHALL BE PROW[[ AS SHOWN ON THE PLANS 5 ALL APPROVED 607EXNE 61104 ERING FABRIC SHALL BE INSTALLED PER MANUFACTURER'S SPECIFIOAAOVS 6. A 6' MINIMUM THICKNESS BEDDING BLANKET UNDERLAIN BY A LAYER OF GEOTEX77LE (MIRAR 7001- OR EOUIVALENT) SHALL BE CONSTRUCTED BENEATH ALL RIP RAP. THE BEDDING BLANKET SHALL MEET THE FOLLOWING SPECIRCATONS o. FRAC770N PASSING THE N0. 318 /N. STANDARD SIEW SHALL BE 100Z BY WEIGHT. b. ANY SOURCE OF ON -SITE MATERIAL DESM0 SUITABLE BY THE SOILS ENGINEER. 7 THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCA77NG, RELOCATING MAINTAINING, AND OR REMOVAL OF EXIS77NG URIAES WHEN IN CONFLICT WITH PROPOSES IMPROVEMENTS 8 7HE CONTRACTOR SHALL REPLACE ALL DESTROYED OR DAMAGED SURFACE IMPROVEMENTS WITH /MPRO"91175 EQUAL OR SUPERIOR. 9 ALL CONTOURS AND REVAAONS SHOWN HEREON REPRESENT FINISH GRADE. CONTRACTOR SHALL MAKE THE APPROPRIATE ALLOWANCES FOR PAVEMENT SUBGRADE, PAD UNDERCUT, AND U77LITY TRENCHING. 10 THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR UNAUTHORIZED CHANCES TO OR USES OF THESE PLANS ALL PROPOSED CHANGES TO INE PLANS MUST BE IN N NING AND MUST BE APPR%fO BY 771E PREPARLR OF THESE PLANS AND THE CITY OF CHULA NSTA. ENGINEER'S SPECIAL NOTES: THE FOLLOWING NOTES ARE PRODDED TO GIVF DIREC7701JS TO THE CON7RACTO4 BY THE ENCINELR OF MNK THE CITY ENGINEER S SIGNA7URf ON THESE PLANS DOES NOT COIVS777UTE APPROVAL OF ANY OF THESE N07ES, AND THE CITY MLL NOT BE RESPONSIBLE FOR THEIR ENFORCEMENT. 1. NE17HER THE OWNER NOR INE ENGINEER OF NURK WILL ENFORCE SAFETY MEASURES OR REGULAAONS. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DENCES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULAAONS 2 LOCATOV AND ELEVARON OF IMPROVEMENTS TO BE MET BY WORK TO BE DONE SHALL BE CONFIRMED BY FIELD MEASUREMENTS PRIOR TO 06V57RU001V OF NEW MURK. CONTRACTOR SHALL NOTFY ENGINEER OF WORK OF ANY DISCREPENIES 3 BEFORE EXCAVATNO FOR THIS C01/7RACT, VERIFY LOCATON 6F UNDERGROUND UAUAES 771E EXIS7ENCE AND LOCA77ON OF ANY UNDERGROUND U77LITY PIPES OR STRU67URES SHOWN ON THESE PLANS HAS BEEN OBTAINED FROM AVAILABLE RECORDS ONLY AND MAY NOT R£fLECT ALL EXISANG UTLITES. IOCAAONS OF ALL £XISTNG UAUAES SHALL BE CONFIRMED BY FIELD MEASUREMENTS PRIOR TO CONS7RUCAON CONTRACTOR OF WORK TO PERFORM EXPLORATORY EXCAVAAOL✓S IN ORDER TO PRO14DE SUM601T AME PRIOR TO CONSTRUC77ON FOR ANY NECESSARY PERMIT RENSOW3. 4. CONTRACTOR IS RE QU IRED TO TAKE PRECAUAONARY MEASURES TO PROTECT THE UNITY LINES SHOW HEREON AND ANY OTHER EXISANG LINES NOT OF RECORD OR SHOWN ON THESE PLANS 5 SAFETY fENCES SHALL BE PRUNDED BY THE CONTRACTOR NHERf REWIRED BY 171E LYTY ENGINEER. 6. CONTRACTOR 5NALL ADANST EXISANG WATER VALVE COVERS, CLEANOUT COVERS AND SEWER MANHOLE COVERS, ETC., TO GRADE WHERE NECESSARY. 7 7HE BOTTOM OF ALL EXCAVAAONS SHALL BE OBSERVED BY A GEOTECHNICAL ENGINEER. 8 CONTRACTOR SHALL POTHOLE ALL UNDERGROUND UAUAES TO BE CONNEC70 TO CROSSED OR GRADED OVER PRIOR 70 ANY CON57RUCTOW. 9. PRIOR TO ANY CON57RUC176N THE CONTRACTOR IS TO COORDINA7E PLANS NTH ALL OTHER DISCYPLINES AND NOAFY ENGINEER OF MURK OF ANY DISCREPANCIES 10 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER TO ACQUIRE AND ENFORCE ALL NECESSARY IRAFFIC CONTROL PERMITS NEEDED 70 SAFEL Y CONDUCT WORK IN THE PUBLIC RIGHT OF WAY. CONTRAC70? OR DEVELOPER /ONTFER MUST COORDINATE ALL TRAFFIC CONTROL WITH THE AGENCY OF ✓URISDICAON. 11. CONTRACTOR SHALL EMPLOY INDINDUALS WHO ARE FAMILIAR {NTH ALL CODES RELA71D 70 THE VARIOUS AREAS OF WORK AND CONSTRUCT THE INTENT OF THESE PLANS TO MEET ALL LOCAL, STAIF AND FEDERAL REQUIREMENTS 12. DURING ACTIVE CONSIRUCTON, AREAS SHALL BE WATERED TO REDUCE fUGIAVE DUST. 13 CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSBILITY FOR JOB S7E CONDIAONS DURING THE COURSE OF COIVSTTUCAON OF IRIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THAT THIS REQUIREMENT SHALL APPLY CONANUOUSL Y AND NOT BE LIMITED TO NORMAL NORKHNG HOURS AND 771A IRE CONTRACTOR SHALL DE7END, INDEMNIFY AND HOLD 7HE OWNER AND THE ENGINEER HARMLESS FROM ANY AND ALL LIABILITY REAL OR ALLEGED, IN CONNECTION NIH THE PERFORMANCE OF MURK ON THE PROJECT, EXCEPANG FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER. 14. CONTRACTOR SHALL CONSTRUCT AREA DRAINS ABOVE f7NlSHED GRATE £CEVAAON AND ARE TO BE AD✓07E0 TO MATCH FINISHED LANDSCAPE AND PRO14DE P007W DRAINAGE, SHALL ANY DISCREPANCY ARISE 7HE CONTRACTOR lS TO NOTIFY THE ENGINEER OF MURK IMMEDIATELY. 15. CONTRACTOR SHALL MAKE ALL NECESSARY UNDERCUTS FOR SOIL AMENDMENTS, SODS ETC TO ENSURE FINISH GRADE ARE ESTABLISHED AS INDICA7f0 ON THESE PLANS. 16. THE 0501TRACIO4 SHALL BE RESPONSBLE FOR A FINAL GRADE MATCHING ALL PROPOSED CONTOURS RERECTED HEREON IN 7HE PLAN SET. WHERE NECESSARY 7HE CONTRACTOR MAY IMPLEMENT VERACAL CURVES, BUT ALL CHANGES SHALL B£ CONFRMED WITH 771E ENGINEER OF RECORD PRIOR 70 6007RUC770N. SHEET INDEX SHEET 1 AAE AND N07ES SHEET SHEET 2 ---- - - - - -- GRADING HORIZONTAL CONTROL, AND UTILITY PLAN SHEET 3 EROSION CONTROL PLAN SHEET 4 DETAILS SHEET 5 ---- - - - - -- DETAILS q•21•lJ � DATF B11 Y QQ�WESTS /�q\ No.50940 Exp. 9 -30 -15 y} r9lF C I V 11, OF Cpl PLANNING + BUILDING MEET GA ENGINEERING CONSULTANTS 4340 VIEWRIDGEAVE. SUFlEB SANDIEGO, CALIFORNIA 92123 Phone- (858) 634 -8620 1•► DATE f` BY DATE ENGINEERING DIVISION APPROVALS RECOMMENDED ., Q 0 APPROVED ,14. AA MASH MAHER a&N PRU/M 1/117.115 RA 7E DAIT VICINITY MAP: OWNER /PERMITEE INFO: SITE ADDRESS /APN: DENNIS P. LEDUC & COURTNEY L. LEDUC 1265 SAXONY ROAD 6624 ALCALA KNOLLS DRIVE ENCINITAS, CA 92024 SAN DIEGO, CA 92111 APN.• 254- 180 -80 OWNER STATEMENT- EARTHWORK DATA H (NE) HEREBY CERTIFY THAT A REGISIERED SOILS FILL: 4,711 C. Y. 06YNEER OR GEOLOGIST HAS BEEN OR NILE BE CUT. 201 C.Y. RETAINED TO SUPERNSE OVER ALL GRADING ACTNTY AND UNDERCUTS' 323 C. Y. ADNSE ON 7HE COVPACAON AND STABILITY OF 711E SITE. IMPORT 4,187 C. Y. MAX CUT 8 FT 5YOVED.• A DA 7E I ®' ` MAX FILL: 18 FT D Nl P. YfDbl, r_ -�,(/ DOES NOT INCLUDE REQUIRED REMEDIAL SIGNED. -< L� �� DA !O GRADING QUANAAES AS 7H£ TRUE LIMITS COURTNEY L UC OF REMOVAL WILL NOT BE KNOWN UNAL EARTH MONNG OPERATONS COMMENCE. LEGAL DESCRIPTION: PARCEL 1 OF PARCEL MAP N0. 10207 IN NE COUNTY OF SAN DIEGO, STAIF OF CALIFORNIA, RILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, AIL Y 10, 1980 AS FILE N0. 80- 214145 OF OFFICIAL RECORDS SOILS ENGINEER'S CERTIFICATION: J, ✓£RYRFY A. CHANEY' A REGISTERED CI NL ENGINEER IN 7HE STAY OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN 7HE RELD OF APPLIED SOIL MECHANICS, HEREBY CLRAFY THAT A SAMPLING AND SIUDY OF THE SOIL 0010770115 PREVALENT WITHIN THIS S17F WAS MADE BY ME OR UNDER MY DIREOWN ON APRIL 6, 2015 ONE COMPLETE COPY OF 7HE SOILS REPORT COMPILED fROM THIS 5`7149r WITH MY RECOMMENDA77ONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. fUR7HERMORE, l HAVE RENENFD ]N SE GRADING PLANS AND CER71FY IHAT THE RECOMMENDAAONS INCLUDED IN THE SOILS REPORT F 7Nf5 ROJECT HAVE BEEN INCORPORATED IN THE GRADING PLANS AND SPECIRCn�p SIGN ED.• DATE 16 7 [� eaoFESo . EY A. fi ROE N .. �.� }� EXP. DAIS. COMPANY AGS JOB ofj - 0 I ¢ No. 2314 m PHONE. (619) 706 -1649 ADDRESS- 9707 NAPLES ST S7f SAN DIEGO, CA 92121 Cnu�4� STATEMENT OF ENGINEER OF WORK: )HE UNDERSIGNED ENGINEER AGREES THAT 7HE MURK PERFORMED BY THE LNGYNEER SHALL COMPLY NTH 7HE GENERALLY ACCEP)ED STANDARDS AND PRAC77CES OF 771E ENGINEERS TRADE OR PROFESSION. THE ENGNEER FURTHER AGREES THAT THE WORK PERFORMED HEREIN SHALL 81 IN ACCORDANCE WITH 7HE RULES AND REGULAAONS REQUIRED BY THE CITY OF ENCINITAS, TO THE EXTENT THAT THE ENGINEER CONTROLS SUCH PERFORMANCE THE ENGINEER AGREES JY,AT ANY PLANCIHECK OR RENEW PERFORMED BY 771E CITY OF ENCYNIMS IN ITS CAPACITY AS A PUBLIC ENATY FOR INE PLANS PREPARED BY 771E ENGINEER IS NOT A DETERMINAAON BY IRE CITY OF ENCINITAS OF 7N£ 7ECHNICAL SUFFICIENCY OR ADEQUACY OF 771E PLANS OR DESIGN AND IT THEREFORE DOES NOT RELIEVE THE ENGINEER OF RESPONSIBILITY FOR THE PLANS OR DES16W OF IMPROVEMENTS BASED 7HERE011 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 ACANG NI771IN 7HE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT AND ARISING OUT OF 771E NURK PERFORMED BY THE ENGINEER. QAOFESS /Oygl SIGNED.• DATE,• L /7n/5 �QF� oQ'EW J. O `y RCE NO.: 50940 z EXP. DATE.• 0913012015 s No, 50940 COMPANY OMEGA LNGYNffRING CONSULTANTS INC. Exp, 9 -30 -I5 ADDRESS' 4340 NENRIDGE AVENUE, SUITE B C 7 V SAN D100, CA 92120 9lF Op 0 p`�FOP PHONE 858- 634 -8620 UNDERGROUND S£RNCE ALERT OF SOUTHERN CALIrOR A CALL TOLL FREE 8 -1 -1 7WU WORKING DAYS BEFORE YOU DIG SAN DIEGUITO WATER DISTRICT SIG7NA7URE EXPIRES 2 YEARS FROM DA IF SIGNED 4p 7-101711s- BY DATF CITY OF ENCINITAS TIRE SHEET FOR.- PLANING CASE 710.• 14 -151 OR/LY1P BMP PROJECT STATUS STANDARD PROceT TYPE OF 7R97MENT B/ORETEMTON LIM17ZD ACCESS- YES - REAR YARD MA/NIEVANCF RESPOTSB/L17Y OWNER ENCINITAS FIRE DEPARTMENT BY SITE a 0 LO .: 0 3 o �,vti s LEUCADIA BLVD W OWNER /PERMITEE INFO: SITE ADDRESS /APN: DENNIS P. LEDUC & COURTNEY L. LEDUC 1265 SAXONY ROAD 6624 ALCALA KNOLLS DRIVE ENCINITAS, CA 92024 SAN DIEGO, CA 92111 APN.• 254- 180 -80 OWNER STATEMENT- EARTHWORK DATA H (NE) HEREBY CERTIFY THAT A REGISIERED SOILS FILL: 4,711 C. Y. 06YNEER OR GEOLOGIST HAS BEEN OR NILE BE CUT. 201 C.Y. RETAINED TO SUPERNSE OVER ALL GRADING ACTNTY AND UNDERCUTS' 323 C. Y. ADNSE ON 7HE COVPACAON AND STABILITY OF 711E SITE. IMPORT 4,187 C. Y. MAX CUT 8 FT 5YOVED.• A DA 7E I ®' ` MAX FILL: 18 FT D Nl P. YfDbl, r_ -�,(/ DOES NOT INCLUDE REQUIRED REMEDIAL SIGNED. -< L� �� DA !O GRADING QUANAAES AS 7H£ TRUE LIMITS COURTNEY L UC OF REMOVAL WILL NOT BE KNOWN UNAL EARTH MONNG OPERATONS COMMENCE. LEGAL DESCRIPTION: PARCEL 1 OF PARCEL MAP N0. 10207 IN NE COUNTY OF SAN DIEGO, STAIF OF CALIFORNIA, RILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, AIL Y 10, 1980 AS FILE N0. 80- 214145 OF OFFICIAL RECORDS SOILS ENGINEER'S CERTIFICATION: J, ✓£RYRFY A. CHANEY' A REGISTERED CI NL ENGINEER IN 7HE STAY OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN 7HE RELD OF APPLIED SOIL MECHANICS, HEREBY CLRAFY THAT A SAMPLING AND SIUDY OF THE SOIL 0010770115 PREVALENT WITHIN THIS S17F WAS MADE BY ME OR UNDER MY DIREOWN ON APRIL 6, 2015 ONE COMPLETE COPY OF 7HE SOILS REPORT COMPILED fROM THIS 5`7149r WITH MY RECOMMENDA77ONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. fUR7HERMORE, l HAVE RENENFD ]N SE GRADING PLANS AND CER71FY IHAT THE RECOMMENDAAONS INCLUDED IN THE SOILS REPORT F 7Nf5 ROJECT HAVE BEEN INCORPORATED IN THE GRADING PLANS AND SPECIRCn�p SIGN ED.• DATE 16 7 [� eaoFESo . EY A. fi ROE N .. �.� }� EXP. DAIS. COMPANY AGS JOB ofj - 0 I ¢ No. 2314 m PHONE. (619) 706 -1649 ADDRESS- 9707 NAPLES ST S7f SAN DIEGO, CA 92121 Cnu�4� STATEMENT OF ENGINEER OF WORK: )HE UNDERSIGNED ENGINEER AGREES THAT 7HE MURK PERFORMED BY THE LNGYNEER SHALL COMPLY NTH 7HE GENERALLY ACCEP)ED STANDARDS AND PRAC77CES OF 771E ENGINEERS TRADE OR PROFESSION. THE ENGNEER FURTHER AGREES THAT THE WORK PERFORMED HEREIN SHALL 81 IN ACCORDANCE WITH 7HE RULES AND REGULAAONS REQUIRED BY THE CITY OF ENCINITAS, TO THE EXTENT THAT THE ENGINEER CONTROLS SUCH PERFORMANCE THE ENGINEER AGREES JY,AT ANY PLANCIHECK OR RENEW PERFORMED BY 771E CITY OF ENCYNIMS IN ITS CAPACITY AS A PUBLIC ENATY FOR INE PLANS PREPARED BY 771E ENGINEER IS NOT A DETERMINAAON BY IRE CITY OF ENCINITAS OF 7N£ 7ECHNICAL SUFFICIENCY OR ADEQUACY OF 771E PLANS OR DESIGN AND IT THEREFORE DOES NOT RELIEVE THE ENGINEER OF RESPONSIBILITY FOR THE PLANS OR DES16W OF IMPROVEMENTS BASED 7HERE011 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 ACANG NI771IN 7HE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT AND ARISING OUT OF 771E NURK PERFORMED BY THE ENGINEER. QAOFESS /Oygl SIGNED.• DATE,• L /7n/5 �QF� oQ'EW J. O `y RCE NO.: 50940 z EXP. DATE.• 0913012015 s No, 50940 COMPANY OMEGA LNGYNffRING CONSULTANTS INC. Exp, 9 -30 -I5 ADDRESS' 4340 NENRIDGE AVENUE, SUITE B C 7 V SAN D100, CA 92120 9lF Op 0 p`�FOP PHONE 858- 634 -8620 UNDERGROUND S£RNCE ALERT OF SOUTHERN CALIrOR A CALL TOLL FREE 8 -1 -1 7WU WORKING DAYS BEFORE YOU DIG SAN DIEGUITO WATER DISTRICT SIG7NA7URE EXPIRES 2 YEARS FROM DA IF SIGNED 4p 7-101711s- BY DATF CITY OF ENCINITAS TIRE SHEET FOR.- PLANING CASE 710.• 14 -151 OR/LY1P BMP PROJECT STATUS STANDARD PROceT TYPE OF 7R97MENT B/ORETEMTON LIM17ZD ACCESS- YES - REAR YARD MA/NIEVANCF RESPOTSB/L17Y OWNER ENCINITAS FIRE DEPARTMENT PUBLIC WURKS DEPARTMENT LEDUC RESIDENCE 1265 SAXONY ROAD ENCINITAS CA 92024 APN.• 254 - 180-80 DRAWING N0. 12373 -G 777L£ SHEET SHEET 1 OF AS -bUILT NO N Go v C4 Ld UQ Ci W Wm C Z II ►1 z J co U Z w Z Z O BY PUBLIC WURKS DEPARTMENT LEDUC RESIDENCE 1265 SAXONY ROAD ENCINITAS CA 92024 APN.• 254 - 180-80 DRAWING N0. 12373 -G 777L£ SHEET SHEET 1 OF AS -bUILT NO N Go v C4 Ld UQ Ci W Wm C Z II ►1 z J co U Z w Z Z O EX. AC BE/ EX. AC P'WT. ROW U 6' AC BERM EX. SNR PRO' AC PWT SAXONY STREET NOT TO SCALE FOR A LIST OF ALL S77E LNBUMB£RANCES AND EASEMENTS REFER 7O 7HE DETAIL SHEET (SHEET 4). 0, 2 STORM DRAIN DELTA OR BRG. DATA TABLE NO. DELTA OR BRG RAD LENGTH DESCRIPTION: 1 N 51714'15' E - 51.00' 4' PVC 2 N 504128' E - 279' 4' PVC 3 N 504128' E - ,168' 4' PVC 4 N 593123' E - 747' 4' PVC 5 N 57115'12' W - 6.34' 6' PING' 6 N 5127'34' W - 22.48' 4' PVC 7 N 063835' W - 21.97' 4' PVC 8 N 063855' W - 1288' 4' PVC 9 5177'37' 17.00' 1544' 4' PW 10 N 387847' E - 533' 4' PVC 11 N 837629' E - 211' 4' PVC 12 N 0643'31' W - 42.07' 4' PVC N07E ALL PIPE BEDDING AND NNW BA6XRU FOR STORM DRAINS PER SDRSD MD -110 OX WATER DATA TABLE Na DELTA OR BRG. LENG7H DESCRIP710N. 1 N 79;15'39' W 91.33' 4' PVC C900 a 305 DR -14 2 N 8934'19' W 61.97' 4' PVC CM G' 305 DR -14 ❑X CONTROL POINTS PONT N0. NORIH/NG LASANG DESOnPAON 1 5741.607 5349.327 N/W LOT CORNER 2 5632561 0673H S1W LOT CORNER 3 5631.999 5606933 S/P LOT CORNER 4 5742.011 5596.105 N1W LOT CORNER 5 15711.149 5535586 N/f DREUNG CORNER 6 5352310 5542.445 S11EOM21JNG CORNER 7 5652967 5500.060 S/t GARAGE CORNER 8 5676.805 5497282 NIL" GARAGE CORNER 9 5632.13 5601674 W IRON PIPE 10 5742.64 1 5349.32 314' F PM10207 11 5634.38 1 5354.58 G° MAG NAIL THRUST BLOCK TABLE NO APP1h?7ENANl.F TYPE &OO( AREA (SF) LDVG7H (FT) l WT (FT) 1 4' FIRE TEE 4 4 1 2 4' FIRE 11.25' BEND 1.5 1.5 1 EX. STORM DRAIN NOTE 1 7HE EXISANO 18' GNP STORM DRAIN 9VALL BE INS DECMD 70 XT RM /NE 7HE INLET LOCADOV. SHOULD IT BE DETERMINED TVAT )HE CONDUIT HAS BEEN ABANDONED AND NO LONGER CAPABLE OF STORM WATER 001iVEYANCE 7HE IN90EC776N AND ANALYSIS SHALL BE NO 70 ON 7HE CONSMU00N PLANS AND THE LINE SHALL BE FULL Y SLURRY FILLED AND ABANDONED IN PLACE OR SHALL BE R£MOV£D. nlE EX/SANG STORM DRAIN CONDUIT SHALL NOT BE ABANDONED IN PLACE NW 7H THE CAPABILITY 70 WERC£PT STORM WATER AS PART OF THE CRAD /N& 9VOULD IT BE DETERMINED ?HAT W CONDUIT DOES CONVEY S70RM WATER 7HE STORM DRAIN CONDUIT SHALL BE COVS7RU07E0 AS SHOWN HEREON. SEWER NOTE PROPOSED VPVC & WRWAL SEEPAGE PIT PER SEPARATE PERMIT FILED W TY ?HE DEPAR7METVT OF DVWWONMENTAL HEAL AI AT 7HE COUNTY OF SAN DIEGO. PERMIT NO. DeH1015 -10WTS - 003951 0 CONSTRUCTION NOTES: NO. DESYR/P716W OfTAILATANDARD SwVOf QUANnn UN/T5 O GRAWTY RETAINING WALL A 5 ® 798 LF O CONNECT 70 ENSANG STORM DRAIN - C 4 1 EA O O STORM DRAIN COWIT ANOIOR RAE HTRANT WAS NF-02 2 EA O PCC BROM717M - TYPE Y -TRW D -75 PER ARW17EC1L/RAL PLAN 155 LF ORIP RAP, NO 2 8400A' ff/f Z TER FABRIC L =4 N`4 T =1.0' D 4 - 7 17 0' pCC CURB B 4 O BIORETENnON AREA 4 18 283 Sr rEA 0 O 12'X12' BROOKS BOX A ® 10 0 O TRENOI DRAIN O RESIRA/NED VNT - 16 LF O O PERWOUS PAVERS PER AR017ECTURAL PLAN ® 2191 SF ® fo 7HRUST &Wr I ANO M BLOCK Smw NT-01 Q 2 EA 11 PCC PAkfWNP - SDRSD G -5 X653 SF LF 2 DRY STANDPIPE - O 1 EA CONTINUED: N0. DESOWPOW DETAILATANDARD SYMBOY QUOPRES UNNS 13 6' PCC CUR8 SDRSD G -1 APPROVED 89 LF _.._. u STORM DRAIN (XEANOUT C 4 1 EA O f5 RAE HTRANT WAS NF-02 �° 2 EA 1s STAIRS PER ARW17EC1L/RAL PLAN ® W - - 17 0' pCC CURB B 4 -- ------ — 98 LF 18 4' FIRE LATERAL INSTALLAnON 8. 1REWANG SDRSD AP-01, 02, Oi Exp, 9 -30 -15 x} 155 LF Ofs CUT OFF WALL 010' 0.G (IN 2.12 OPED AREAS ONLY) SDRSD NP -07 0 9 EA O RESIRA/NED VNT - - 1 EA 2f " STEM WALL PER AR017ECTURAL PLAN ® 115 LF OAC PAVEMENT 4' OVER 8' RNAL SECnON 70 BE DEIfRM/NED BY SOLS ENG - 7�s 23 AC BERM SDRSD G -5 --------- -..__. 145 LF 24 D£EpENEO SDEWALK LOT 4 7 LF REVISIONS REFERENCES BENCH MARK DESIGNED BY SYS I DRANN BY.• WS I fflfa(D BY- ARK Q,�p f E S S / o* N0. DESCRIPWV APPROVED DATE DESW776 N.• 2.5' OTY OF ENONITAS BRASS DISC PLANS PREPARED UNDER SUPERW96V 0V o 9� EW J .45-BU'GTs y'�„ Co PaNrNa. avc -DS MEGA LOCANOV SOUT7INEST CORNER OF COVOEIE PEDESTAL FOR UNITY BOXES W No. 50940 NEST SID£ OF CYTY 7RA2 £N7RANCE AT SOUTH END OF RA/N£Y COURT Exp, 9 -30 -15 x} ENGINEERING CONSULTANTS 4340 VLEWRlDGE AVE, STATE B - �S ANDREW d KANN R. E. 50 40 DAIS ��9 O l V 1 ���� PF AEO SANDCFCO. CALIFORNIA 47123 Phone: (858) 634 -862p fC£YAAON. 320695 DATUM' NA I9 88 (MY REGISRA110N EXPIRES 9- 30 -15) 0T C K� ENGINEERING DIVISION APPROVALS RECOWNDEO 3Q o 1 APPROVED /t4- M MA57H MA/IER t1 /17 /Is DALE GE7VN PRIM DATE U 5 10 20 CITY OF E:NCINITAS PUBLIC Wf1RKS DEPARTMENT GRADING; HORIZONTAL CONTROL do UALITY PLAN Fes- PLANING CASE NO 14-151 OR /CDR LEDUC RESIDENCE 1265 SAXONY ROAD ENONITAS CA 92024 APN.• 254 - 180-80 I DRAWWNG N0. 12373 -G GRADING SHEET 577EET 2 ' OF AS- BUILT d v U Z J Z O Z w Z z V Q N07ES 1. SILT FENCE ,SMALL BE PLACED OV STOPS CONTOURS 70 AWAMIZE PONDING EfAOENCY. 2 INSPECT AND REPAIR FENCE AfMR SAO/ S706M EVENT AND REMOVE SEDIMENT NHLN EXTRA STRENGTH R)L MR FABRIC NECESSARY. 9' (225mm) MAXIMUM NEEDED W)NOUT HIRE MESH SUPPORT RECOMMENDED S76R46F HEIGHT. STEEL OR #w D POST 3 REMOVED SED /MBVT STIALL BE DEPOSTTfO 70 AN ATTACH FILTER FABRIC AREA )HAT HILL NOT COV7R/BUTE SEDIMENT SECURELY 76 UPSTREAM ; ;;: _ OfF -9 7E AND CAN BE PERMANENTLY SIDE OF POST STABILIZED. MAIN 4. 771E IOCA77ON OF 771E SILT fDZE .MALL BE MODRED UPON THE COWPLETTON OF BROW 10' MAXIMUM SPACING IW7H DI7MES iWRE SUPPORT ffNCE 6' MAXIMUM SPAONG NImw IWRE SUPPORT FENCE STEEL 6R M70 POST TRENCH DETAIL INSTALLATION WNHOUT TRENCHING 36" HIGH MAX. PONDINO HEIGHT PONDING HEIGHT fIOW fZOW 9' MAX �4 MIN DRAIN ROCI( 18' 18' MIN. 6"r6" MEVOI W7H COMPA07ED BACCRU SILT FENCE (SC -1) NOT TO SCALE HYDRO -SEED NOTES: 1. HYDRO - SEEDING SHALL BE APPLIED TO ALL SLOPES THAT ARE GRADED 6.• (HORIZONTAL TO VERDCAL) OR STEEPER WHEN THEY ARE A. THREE FEET 6R MORE IN HE16YIT IN ITLL AREAS. B. 5 FEET OR MORE IN HEIGHT IN CUT AREAS, UNLESS SLOPE IS NOT SUBECT TO EROSION DUE TO THE EROSION RESISTANT CHARACTER OF THi MATERIAL AND APPROVED BY THE CITY ENGINEER. 2 IR,RIGA01V SHALL BE PROVIDED TO MAINTAIN THE MOISTURE LEVEL OF THL SOIL AT THE OPLUUM LEVEL FOR THE GROWTH OF THE HYDRO- SEEDED GROWTH. 3 HYDRO- SEEDING MX SHALL CONSIST OF ALL THE FOLLOWING.• A. SEED MIX SHALL CONSIST OF NO LESS THAN. - L85 ACRE BOTANICAL NAME MIN .8 PURI7Y/GERMINAi 2 ARIFMISIA CALIFORNICA 05160 2 CASSIMONIA CH£IRANTHIFOLM 90180 4 ENCT-LM CALIFORNIA 40160 4 ERIGONUM FASCICALAAIM 3 ESCHSCHOLZIA CALIFORNICA 981Lq0 12 FE57UCA RUBRA iVOLATE' 95180 1 LAYIA PLATYGLOSSA 60180 6 LOTUS SCOPARIUS 90180 4 M£LICA IMPERFECTA 80160 3 MIMMIS AURIAN7IACUS 02160 PUNICEUS 3 PHACE M CAMPANULARIA 98175 3 RHUS INTERGRIFOIA 2 SAL WA MELLIFERA 70150 8 WILPIA MICROSTACHYS 90180 B. ALL SEED MAIERIA15 SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPEA CONTAINERS WITH 771E CALIFORNIA DEPARTMENT OF FOOD AND AGRICUL All VERIRCA77ON TAG AITACH£D TO OR PRINTED ON SAID CONTAINERS. C. NON -PHYTO -TOXIC NET17NG A0EN7S MAY BE ADDED TO THE HYDRO -SEFD SLURRY AT THE DISCREDON OF THE COVTRACTOR. D. TYPE 1 MULCH APPLIED AT THE RA IF OF NO LESS MAN 2,000 /BS PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBS777UMD, ALL OR PART, FOR HYDRAULICALLY APPLIED RBER MATERIAL. MIEN STRAW IS USED IT MUST ANCHORED TO THE SLOPE BY MECHANICAL Y PUNCHING NO LESS THAN 51 OF 771E STRAW INTO THE SOL. 4. AREAS TO BE HYDRO - SEEDED SHALL BE PREPARED PRIOR TO HYDRO - SEEDING BY A. ROUGHENING 771E SURFACE TO BE PLANTED BY ANY OR A COMBINA770I OF L IRACK WALKING SLOPES STEEPER THAN 6.• L ii RIPPING AREAS THAT MLL NOT BREAK UP USING ITEM A" ABM B. COND17IONING 771E SOIL SO THAT IT IS SUITABLE FOR PLANTING BY A. ADJUSDNG THE SURFACE SOIL MOISTURE TO PROWDE A DAMP, BUT N6 SAAIRA7ED, SEEDBED B. 7HE ADDIDOV OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING, OR COVERING SALINE SOILS TO PROWDE WABLE C0149100 FOR GROWTH. 5 HYDRO- SEEDED AREAS SHALL BE MAINTAINED TO PROWDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMAN07L Y LANDSCAPED OR, FOR ARD WHERE HYDRO - SEEDING IS THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL SECURITY RELEASED :T41A E- 1191I! N0. DESCR /PnON X45 -8WL19 Z a1 R-20' MW C Qq g4gaaa QQCaC gatla QaaQaa4aa�4�aaa Qa Qda as Qtl C -0QQaa a a a a g e C c QgaagaaaqaC gCCq g C C C a a C a ga4aaeq aQa4e Qa aa9aaatl atl gCaq.Ca Qa Ca CQaa Ca Ca QaC aaaga °a4a�a °aqa as Q �r ITS a4a Caa Qa a e4aaa4a q agag4aa a a a a adaaa'a4 110'MINIMUM Caaqaaaa Qa gCCaaa g44aaa Qq aq Caaa as wl.lm7JX� M/RAR RL7ER FABRIC (NOW-1106N) t NOT i SCALE ,MOWS 1. ORAIfL BAGS SHALL BE PLACED 10' OC A• OV BOTH ENDS OF STRAW WATTLES 2. GRAVEL BAGS 1090 IN RAT AREAS .SHALL BE SUPPORTED BY GRAIfZ BAGS UNLESS OTHERINSE AD7 0. 4' 1,!IIPI ENTRENCHMENT DETAIL IN SLOPE AREA • -�W/OOOQ STAKE MAX 4' 3/4 SPACING STRAW WATTLE/FIBER ROLL (SC -5) NOT M SCALE EROSION CONTROL NOTES: EROSION CONTROL LEGEND 1 IN CASE EMER(.ENCY WRK IS REQUIRED, CONTACT (RESPONSIBLE PARTY) AT (PHONE NUMBER) FLOW DIRECBOV . 24 HOURS A DAY. TEMPORARY GRAIEL BAG PROTECTION (SC -6) 2 EQUIPMENT AND NYIRKERS FOR EMERGENCY NORK SHALL BE MADE AVAILABLE AT ALL LIMES DURING THE RAINY SEASON OC706ER 1 M APRIL 15). ALL NECESSARY MATERIALS SHALL BE SILT fNCE PROIEC7TON (SO— I) -0--�- SIOCKPILE9 ON SI7F ON OCTOBER 1 AT C60ENIENT LOCAI/UVS 70 FAClLITA7E RAPID CONSTRUC77ON OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. STRAW WA771E /f1BER ROILS (SC -5J — (APPROX. 5,840 LFJ J. DEVICES SHONN ON PLANS SHALL NOT BE MOVED OR MODIFIED {WIHOUT THE APPROVAL OF THE STABIUZED CONSTRUCTION ENTRANCE ()O-1) ENGINEERING INSPECTOR. 771E CONTRACTOR SHALL RESTORE ALL EROSION COIROL DEVICES TO F' `^ NARKING ORDER TO THE SADSFACACW OF THE CITY ENGINEER AF7FR EACH RUN -OFF /IYOROSEFD/NG Ss-4 PRODUCING RAINFALL. MAMMAL DELIVfRYAND 57WA6E WIN -1 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEICES TO #VR7(ING ORDER TO THE STOCl( PILE MANAGEMENT • {fEl 3 SADSFA077ON OF THE CITY ENGINEER SALL PREVEV770)W WIN -4 5 THE CONNACMR SMALL INSTALL ADDIDONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITYENGINEER DUE TO AN INCOMPLETE GRADING OPERA17ON OR UNFORESEEN SOLID WAS7E MANAGEMENT WIN -5 CIRCUMSTANCES WHICH MAY ARISE. CONCRETE WASTE MANAGfAIENT. 6. THE 06WTRA07OR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECA11 0NS TO PREVENT PUBLIC IRESPASS ONTO AREAS WHEN IMPOUNDED WA7ERS CREATE A HAZARDOUS SANITARY WASTE MANAGEMENT w_ 9 0010770N. NOTES- 7. ALL EROSION CONTROL MEASURES PROWDED PER THE APPROU GRADING PLAN .MALL BE L SEE EROSYON CONTROL NOTES ON SHEET 2 INCORPORA7ED HEREON. 2 STREET SNEEP/NG S1/4LL BE IMPLEMENTED ON SAXONY ROAD OV AN AS- NEEDED BASIS 8. GRADED AREAS AROUND THE PROf_0T PERIMETER MUST DRAIN AWAY IRON THE FACE OF SLOPE DESILTING BASIN NOTE: AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PR07TONE DEVICES SHONN SHALL BE IN PLACE AT THE END OF EACH BIORElEN01V BASINS SHALL BE EXCAVATED AND USED AS DESTLT7NG BASINS DURING CONSIR006W. OWMING DAY WHEN THE FIVF (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT THE SIL T SHALL BE COMPLE7EL Y REMOWD AND THE 9I0RE7EN56N BASINS COMPLETED ONCE FINAL SITE (40%). SL T AND 0771ER DEBRIS SHALL BE REMOVED AF7ER EACH RAINFALL. STABILIZA776W /5 ACHIEVED, PRIOR TO OCCUPANCY AND /OR FINAL. 10. SHOULD GERMINA110N OF HYDRO- SEEDED SLOPES FAIL TO PROVIDE E7EC7TVF COWRAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOWMBER 15 7H£ SLOPES SHALL BE STABILIZED {NTH PUNCHED STRAW INSTALLED IN ACCORDANCE WI7H SEC77ON 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE STATE OF CALIFORNIA DEPARTMENT OF CONSERVADUV. APPROVED I DATE (AL a t•is•i REFERENCES BENCH MARK OESOIPMV..• 25' aTY 6F LNON/TAS BRASS AIX PONT Na DVC - -06 LOCA710V SW771WfST CORNER OF CONCRETE PEDESTAL FOR U7IUTY BOXES NET SIDE OF CITY TRAIL LN7RANCE AT SOVTY END OF RAINEY CWRT ETEVABON.• 320695 DA7UM.• NAND 88 DES/OO BY.• SITS I DRANK BY.• SUS I OIEQYED BY.• AX Q0 E S S IONq PLANS PREPARED UNDER SUPERWS'ON 6F. yQ� °��o2 W J . 9gyy Fc E. No.50940 a n Y� Exp, 9 -30 -I5 y} r�! CIV s kZ7RJ 1(A# R.C.E. 50940 DA ME 9rF OF C A`\��2 (or RMSRRA716YV EXPIRES 9- 30-15) ENGINEERING DMSION APPROVALS CITY OF ENCINITAS RECGMm"DED Jao APPROVED EROSION CON7ROL PLAN FOR.- ENGINEERING CONSULTANTS MA-54H MAHER O.fNN PRU/M 4340 VIEYPRIDGEAVE; SU77'!.' H p SANDIEGO. CALIFORNIA 92123 1111,711-s //// / AS- Phone: (858) 634 -8620 DA 7E DA 7E I I PLANING CASE N0.• 14-151 DR/CDP 0 OD v I 04 �tl Q U CJ W_ Q ca �J ®.1 C LL :W Q W I 0 Z J co Z GRAPHICAL SCALE 1' = 10' Q 5 10 20 40 PUBIC Wt7RKS DEPARTMENT DRAWING NO. It LEDUC RESIDENCE 1265 SAXONY ROAD ENONITAS CA 92024 Aft 254- 180-80 AS-BUILT NOTES: 1212 CAST iRciiV AT 1212 T h SE TIEJN (UNTrN 4f�11111t/37 8 PR #) 1. CONCRETE SHHALL BE 332 KG/l1 "J 0-12MPA (580-0-250) PARKWAY ONLY 2b'Ibs; 2. CViN6W7E SYlALL B£ M/N/MUM 6' 7H0( SITE ENCUMBERANCES AND EASEMENTS 121 Z STEEL 6RATE4s 26 OR 2 w (min. 3 AN EASEMENT FOR PURPOSES HEREIN SM7£Q AND R10H75 INCIDENTAL THERETO AS PROI4DED I-- W- `Endwal! (typical) 152mm 152m IN AN / NNTRUMENT, RECORDED IN BOOK 750 PAGE 10$ OF DEEDS FOR ROAD WAY PURPOSES Id PARKSNAY 16 Ihs. Y D OR w (6") (6) AND INCIDENTAL PURPOSES IN FAVOR OF J. H, THILGEE AND NORA M. THILGEE, HUSBAND AND Design c ft se Velocity c)) * m sec Classification Rock T (min) MEDIAN STONE WEIGHT MEDIAN STONE DIAMETER (6-1) No. 2 Backing 320mm (1.11[t) 25 LB 0.7 FT ( 0312) (1/4 ton) 823mm (2711) 500 LB 1.8 FT 3.7 -4.3 (12 -14) 450 kg (1/2 ton) 1 1m {3.511} 1000 LB 2.3 FT 4.3 -4.9 (14 -16 ) 900 k 0 tonj 1.3m (4.4ft) 2000 LB 2.9 FT 4.9 - (16 -18) 18) 1.8 tonne (2 ton) 1.6m (5.4ft) 4000 LB 3.6 FT MIT AS JOINT TENANTS AND NOT AS TENANTS IN COMMON AfFECTS• SAID LAND. E (NON- PLOTTABLE) 1? 5 AN EASEMENT FOR PURPOSES HEREIN STATED, AND RIGHTS INCYDENTAL THERE70 AS PROW4D£D IN AN INS7RUMENT, RECORDED ON AUGUST 22, 1925 IN BOOK 1122 PAGE 104, OF DEEDS FOR PIPELINES AND INCIDENTAL PURPOSES IN FAVOR OF SAN DIEWITO IRRIGATON DISTRICT. AfFECTS• SAID LAND. (NON- PLOTTABLE) © AN EASEMENT FOR PURPOSES HEREIN STATED, AND RIGHTS INCYDENTAL THERETO AS PROVIDED IN AN INSTRUMENT, RECORDED ON MAY 2, 1951 IN BOOK 4082 PACT 230, OFFICIAL RECORDS FOR PUBLIC HIGHWAY AND INCIDENTAL PURPOSES IN FAVOR OF 771E COUNTY OF SAN DIEGO. AFFECTS MORE PARWNARLY DESCRIBED IN THE ABODE MENAONED. 1212 S` VEL 9MTR INCREASEZ5PTH Utz TOAMAXWUM OF 72 r i 5 Wide (6 ") over 5.5 mps (18 fps) requires special design 7 AN EASEMENT FOR PURPOSES HEREIN STATED, AND RIGHTS INCIDENTAL THERETO AS PROVIDED ° A Wide Slot O O PPxR��" 22 tbe' „ � � D =Pips Diameter � IN AN INSTRUMENT, RECORDED ON MAY 2, 1951 IN BOOK 4082 PAGE 240, OFFICIAL � TtA etc tb. n a j RECORDS, FOR PUBLIC ROAD AND INCIDENTAL PURPOSES IN FAIL OF THE COUNTY OF SAN W = Bottom Width of Channel DIEGO. AFFECTS MORE PARACULARL Y DESCRIBED IN 771E ABOVE MENTOVED. CA ELEVATION 8 ANY BOUNDARY DISCREPANCIES OR RIGHTS NHICH EXIST OR ARE BY REASON OF MAP OF A ji, .5T (min.) SURVEY OF SAID LAND, WHICH WAS RECORDED IN 77AF OFf7CE OF 771E COUNTY RECORDER OF ' A 113 (4) Bars Flow CONCRETE ANCHOR SAN DIEGO COUNTY AS RECORD OF SURIFY MAP N0. 1236. (NON-PLOTTABLE) C T 3D OR 3W NOT TO SCALE 9 AN INSTRUMENT, UPON 771E TERMS AND CONDIAONS CONTAINED THEREIN £NA7L£D. _a i PLAN E DECLARA770N OF COV£AlANI5 FOR STREET IMPROVEMENTS RECORDED. 12/17/1979 AS S Fllter Blanket 6 i~ / NSIRUMENT NO, 79-526J27 OFFICIAL RECORDS. (NON- PLOTTABLE) r ctlaEtr �;�y���. DEEPENED CURB _ PAVEMENT �MOOlf1E0 LSD G -y ® AN IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY FOR PUBLIC HIGHWAY, RECORDED 152mm (6 ") Sill, Class PER PLAN FEBRUARY 20, 1980 AS / NN7RUMENT N0. 80-058097 OF OFF/C/AL RECORDS 249kg /id - C -13Mpa (420- C -200D) r rf , 12^ Concrete AN EASEMENT FOR PROPOSES 57RE£T MDENING AND INCIDENTAL PURPOSES, AS SHOWN ON 1. GRATES AND COVERS tVAILAEIMPAiNTED'BLACK OR,64 VANIVED' �m� ,^��`. ,��" z ° Acra" GtxATES wdaABtE IN RK NAr& TRAFFIC Concrete SECTION A -A SAID PARCEL MAP AfFECIS THE EAS7£RL Y 42 FEET AS DEUNEA7E0 ON 771E MAP OF SAID e. "HEEL PROOF" GOATR3s AVAI ABLE IN PARKWAY & TRAFFIC w Channel ° LANDSCAPE AREA � LAND. 4. A T0P SEL°riON WlrH FRAME MUST BE USED IF DOLT DOWN RGQOIRE!} 22° ' 2�..' D min. NOTES '+?y , : � v ' `,`=. 1 1. Plans shall specify: 12 ANN' 12 AN EASEMENT FOR PUSUC ROAD AND INCIDENTAL PURPOSES, AS SHOWN ON SAID PARCEL e ' A) Rock Class and thickness (T). MAP AfFEC75 AS DEL /NEA7F0 ON THE MAP OF SAID LAND. s : 8 e. O OR W B) Filter material, number of layers and thickness. . \ 1212 SxkSE - - 2 Rip rap shall be either quay stone or broken 1212 rc 0„ 'r0 ` NONE / �' concrete (If shown on the pans.) Cobbles h 13 A BU/LO/NG SET BACK LINE AS 5HONN ON THE MAP OF SAID TRACT THE EASTERLY 62 FEET 12:'t21'12 M12°' 27$ (4) 5"x 10 ° °: WT.'1G51Gs rig ''t ` / ore not acceptable. • < .' x.', I AS DELINEATED ON THE MAP OF SAID LAND PER RECORDED: PARCEL MAP N0. 10207 \ 3. Rip Fop shall be placed over filter blanket which may 12 7232 T18 10 270 (4) 8 "x 12" be either granular material or filter fabric (woven filter ��� slit film fabric shall not be used). 3212 T24 24 430 (4) 8 x 15" /� �� i 4. See Re tonal Supplement Amendments for selection - 4• �A�� 9 PP 1212 T29 • 1 A ° °x x " , /i, / /,. //. /� . /� 3 (min.) of flier blanket. DEEPENED CURB 5. Rip rap energy dissipators shall be designated as either NOT TD SCALE r ' SECTION B -B Type 1 or T�pe 2. Type 1 shall be with concrete sill; Type 2 shal be without sill _ X22" 2„ - M1t28 6 1iD wtoNLr 6 "X16" PCC FLUSH CURB e OR DEEPENED G -1 CURB " RIP RAP DETAIL D 1212 L12 12.° 215 14) 8 x 10" - m �, � , ATCH BASIN Q�� �;,,�, � VOID FILLER - 1!8" TO 318' NO, 8 APPROVED PERVIOUS 1'i12 L�r� ., Q O B • x M12" NOT 70 SCALE { ) 1212 L24 24" o - .) s -x 1�R ^' AGGREGATE IN VOIDS � PAVERS W/ MIN. 3!8 "' VOID 1'212 L 28" 880 X.2''2".. _ oac, wa",ra *e w*^oSenb a,. NOTES BEDDING COURSE - 2'" THICK OF W 04 -2Q 95 05-18,00 C0 1. THE B/OREIENTON FOOTPR/NT AND MA7ER /AL$ 011ANTRES ZALL BE BASED AN TN£ GYVEN BASIN AREA PRO149M ON THE PLAN 1!8" TO 3/8" {NO. 8) AGGREGATE _ ° . CHOKER COURSE - A" THICK OF �jfi�� /� ' r 2. PLANING SO2 MAY UTUZE NAIVE SOIL MIXED MTH aEAN SANG SO LONG AS 7HE FINAL SIEVE ANALYSIS CONRRMS THE •SPEC REOUIREMENIS OR THE Mf IRAWN RAZE IS VERIRED 3/8" TO 1 /2" (NO. 57) CRUSHED ROCK ' - PRIOR TO S/GYV -OfF. THE GEOTECHN/CAL CONSULTANT OF RECORD SHALL PRE" /N- -51711 SIEVE ANAL AND PLRCLYATOlf 7ES77NO AND PROVIDE A COVRRMATON CERARCATLW WHIN 771E RNAL AS GRADED SOILS REPORT UNLESS THE SOIL IS PROCURED FREW AN Off YAF SQUF6F NTH PRIOR APPROVAL CERARCAT01IV STAMPED BY A LICENSED ENGYNEER. MIN. 6" THICK O F 374" �` 4'" {NO 2) CRUSHED ROCK =, 3. DROU611T 70LERANT SHRUBS SHALL BE INSTALLED PER THE COUNTY OF SAN 0/050 APPROVED 810 RE7ENT0V PLANT UST. � / \i ✓/ �� I s 6„ /\\/ \ / \ \i r SOIL SUBGRADE \/j / /y \// 4. A NOR SHALL BE INSTALLED O'V THE EASTER[ Y PORION OF EACH BASYN AS AN OUTLET CONTROL DEICE N BASYN SYIALL BE 2.T /N LENGTH AND BE LOCATED 2.0' BELOW Ifl£ EMERGENCY OV£RfZOW N£lR. �������y. 0 STD ABE D ''. -BASYN .fD SHALL BE 1.25' IN LENGTH AND BE LOCA7£D 2.0' BELOW THE EMERGENCY OVERF20W HEIR STANDARD PVC S SEE COIN Y I NDING HYDRAULICS AND H)DROLOGY REPORT FOR ADDITANAL BASIN /NFORMATON WYE BRANCH �- 6' MIN. D /A. RISER PIPE NOTES: W -ALL AGGREGATE MUST BE CLEAN /WASHED AND FREE OF FINES (SAND, SILT, ETC.) f- VANS -THE PAVERS SHALL NOT BE SEALED ONCE THE VOID FILLER HAS BEEN ADDED - i ' -EACH COURSE SHALL BE VIBRATORY COMPACTED BEFORE PLACEMENT OF NEXT COURSE d - �- - - - -- -NO IMPERVIOUS LINER OR FILTER FABRIC IS TO BE USED N INVERT ELEVATON (lE) PVC PIPE � �' , � . - -2' fiRfE�0AR0 - -- - -� �',� '� 4 ;s� �� PER PLAN (S /ZE PER PLAN) - - SPECIAL APPROVAL REQUIRED FOR USE IN HIGHLY EXPANSIVE SOIL - SUBDRAIN MAY BE REQUIRED m B -RUX MULCH c4 RF RAP / W BROOKS BOX DETAIL (50-60 $Any L c�auPOSr/MUtaH� PERVIOUS PAVERS NOT 70 SCALE (20 -30X 70° ° (A/0 MARE TIAN CLAA ) NOT 70 SCALE �a W r NOTES 3/4 lXRUSY#D ROp( N x A , �$'s`y°I.�' 1. COMPACTOR SHALL $USAIT FOR APPROVAL PRIOR 70 INSTALLATAII 23--0+---- I 2 AVAST ALL OEANWIS M ETNA[ RN /SH GRADES _., ��^/�, m ... , �� Y DRIVEWAY f . _.__. � ;._... a7V' W lisa A BIOREYENTION AREA SECTION DETAIL DRIVEWAY D ' I + + + + + + PROPOSED f1SE RETAINING t + + + _ .__.- CYEANCUT CAP NOT TO SCALE „ °_T .. WIG , - -WALLS, PER SEPARATEa A.C. PVitlT B P.C.C. PWT n + ; - 4 �i S7RUC7URAL I + 1 + + + + + 1RUCIVRAL + ++ + + ++ + I ... • .L , A ,. . - _... pia._... +.i. .+..v. -.+u .��..N , mr + '< NOTES �90� $ ;_. g� _. �+ + �._ w_4 •K ?�'...: 'S'..• " .. � IVrtIN• DRAIN + iE ._I.,.. I ; 4 } + -k T' + -tt + ...�+ f MIN. �A. 1. 7RENCYI DRAIN PER 27/RN 2705 OR EOUIVALENT. 6" ` + + + * + + + + + + + + + + + + + + + + + + f " RSTIR PIPE Z 2 HEMMED AK i _ :.: 425' 2 COVTRACTO4 SHALL 5Y/Bf/lT SAO° ORAMNGS FOR APPROVAL fYRIOR 70 04DE)7/N& 4. MIN 4 MIN _ _ . ., __. _ E ;.. 3 I ..,__ __ _ _ , PLANE JOINT 12 SID.BE7V0: + + + + ++ + + +1 + ++ } .; - + + + ++ ++ + t STANDARD PVC 3. GRAIE TO BE SPEORED BY ARCYIITECT. +. + + + +_ a + + 1,80: / /�� {/ /� ..._. f{} v WYE BRANCYH a a +��L + '�. + +r + + Ili IL� Z DUS111 BRAD FG= 1750 + + + ; + + + + : + 3 r I S DR� I j EAISTING GWADE t'_ + + q qn ��� C li 560-C -3250 ;? 4 x,11' ±; +,, 1 INVERTgiv)41ON(lE) SO PIPE �III�U�'JL'C �����IJu�I�U '��I1L���IJ�a�u�O�UUL� ° 4 6 `7-0 ' ._ rc - w- T -y (NATIVE) -z SIZE PER PLAN PER PLAN ( ) I NAIVE), G ; I J 9ECTIONI A-- ; SECTION B B j§ NOR /ZOAfTTIL SCAM 1" 1 0' _ HOR IZONTAL SCALE 1' - 10' 0" CURB DETAIL B STORM DRAIN CLEANOUT DETAIL C TRENCH DRAIN DETAIL IgRZAL SCALE 1' o' I WR77CAI SCALE 1 NOT 70 SCALE NOT 70 SCALE NOT 70 SCALE -- C REVISIONS REFERENCES BENCH MARK DESYG WED BK as ORANNBY .9 /S CHEQYEDBY AV( Q�pFESS /pN9 ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS DRAWINCNO. W N0. DESCYRIPTON APPROVED DATE DESCRIPTON• 25' CITY OF 00NITAS BRASS LVX PLANS PREPARED UNDER SUP£RNSYON OF o yq � FZ RECOUMENDED )GZO APPROVED DETAILS FOR LL qS- Btxl-rs ►1 PaNraa. 6vc -06 M E%^9 A /� / LEDUC RESIDENCE 12373 -G LOCATOR(' S0U7HNEST CORNER OF COVCWE7E PEDESTAL FOR UTUTY BOXES W No, 50940 / V c �^ /�(/�- CK Z A 1265 SAXCNIY ROAD W NEST ODE OF aTY TRAIL EN7RANCE AT SOUTH END O'" RAINEY COURT Q Ex 9 -30 -15 ENGINEERING CONSULTANTS 6 �� 4r p � 4340 vrewruDCEAVE, surzFa MASIH MAHER GLENN PERU /M ENLYNITAS CA 92024 � 1f 0/v t SAN�IEco, CACrFOarvrA 92123 APN.• 254 - 180-80 DETAILS SHEET C E2EVATO1h 320.695 ANDREW J KAHN R.C.E. 0940 DA 7E qlF Of C p`\FOQ� Phone (858) 634 -8620 1 1 / 1 ?; 1 5 /�10/s W DATUM. NAND 8B (MrREGiSIRAXWEXPIRES9- M-1.$) DA 7E DALE PLANING CASE NO.' 14 -151 DR /LDP SHEET 4 OF rj LL r� V AS BUILT Specification Guidelines: Allan Block Modular Retaining Wall Systems The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements. SECTION 1: ALLAN BLOCK MODULAR RETAINING WALL SYSTEMS PART 1: GENERAL 1.1 Scope Work includes furnishing and installing modular concrete block retaining wall units to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Section 2: Geogrid Wall Reinforcement 1.3 Reference Standards A. ASTM C1372 Standard Specification for Segmental Retaining Wall Units. B. ASTM C1262 Evaluating the Freeze thaw' Durability of Manufactured CMOs and Related concrete Units C. ASTM D698 Moisture Density Relationship for Soils, Standard, Method D. ASTM D422 Gradation of Soils E. ASTM 0140 Sample and Testing concrete Masonry Units 1.4 Delivery, Stara e, a-Id Handling A. Contractor shall check the materials upon delivery to assure proper material has been received B. Contractor shall prevent excessive mud, cementitious material, and like construction debris from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project (ASTM C1372) PART 2: MATERIALS 2.1 Modular Wall Units A. Wall units shall be Allan Block Retaining Wall units as produced byy a licensed manufacturer. B. Wall units shall have minimum 28 day compressive strength of 3D00 psi (20.7 MPs) in accordance with ASTM C1372. The concrete units shall have adequate freeze -thaw protection with an average absorption rate in accordance with ASTM C1372 or an average absorption rate of 7.5 Ib /ftA3 (120 kg /mA 3) for northern climates and 10 Ib /ft3 (160 kg /m ^3) for southern climates. C. Exterior dimensions shall be uniform and consistent. Maximum dimensional deviations on the height of any two units shall be 0.125 in. (3 mm) , D. Wall units shall provide a minimum of 110 Ibs total weight per square foot of wall face area (555 kg1ri Fill contained within the units may be considered 80% effective weight, E. Exterior face shall be textured. Color as specified by owner. 2.2 Wall Rock A. Material must be well - graded compactable aggregate, 0.25 in, to 1.5 in., (6 mm - 38 mm) with no more than 10% passing the #200 sieve. (ASTM D422) B. Material behind and within the blocks may be the same material. 2.3 Infill Soil A. Infill material shall be site excavated soils when approved by the on -site soils engineer unless otherwise specified in the drawings. Unsuitable sods for backfill (heavy clays or organic soils) shall not be used in the reinforced soil mass. Fine grained cohesive soils {f<31) may be used in wall construction, but additional backfilling, compaction and water management efforts are required. Poorly graded sands, expansive clays and /or soils with a plasticity index (PI) >20 or a liquid limit (LL) >40 should not be used in wall construction. B. The infill soil used must meet or exceed the designed friction angle and description noted on the design cross sections and must be free of debris and consist of one of the following inorganic USCS soil types: GP, GW, SW, SP meeting the following gradation as 8etermined in accordance with ASTM D422. Sieve Size Percent Passing 4 inch (106 mm) - -- - 100 - 75 No. 4 (4.75 mm) 100 - 20 No. 40 (0,425 mm) ____ - -0 - 60 No. 200 {0.075 min 0 - 35 C. Where additional fill is required, contractor shall submit sample and specifications to the wall design engineer or the onsite soils engineer for approval and the approving engineer must certify, that the soils proposed for use has properties meeting or exceeding original design standards PART 3: WALL CONSTRUCTION 3.1 Excavation A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall use caution not to over - excavate beyond the lines shown, or to disturb the base elevations is and those shown. B. Contractor shall verify locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. 3.2 Foundation Soil Preparation A. Foundation soil shall he defined as any soils located beneath a wall. B. Foundation soil shall be excavated as dimensioned on the plans and compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material. C. Foundation soil shall be examined by the on -site soils engineer to ensure that the actual foundation soil strength meets or exceeds assumed design strength. Soil not meeting the required strength shall be removed and replaced with acceptable material. 3.3 Base r. low ermeable granular material. A. The base material shall la the same as the Wall Rock material Section of o a ( ) p g h e I d of base shall be located to allow bottom wall units to be buried to 8. Base material shall b pace as shown on the construction drawing. Top b proper depths as per wall heights and undiurbd specifications. C. Base material shall be installed on undisturbed native soils or suitable replacement fills compacted to a minimum of 95 0lo Standard Proctor ASTM Base e shall I be compacted at Standard Proctor (ASTM Dt an to provide lave) hard surface which to place the first course of blocks. en The base shall be constructed to ensure proper wall embedment and the final elevation shown on the plans. Well- graded sand can be used to smooth the top 1J2 in. (13 mm) on the base material E. Base material shall be a 4 in. (100 mm) minimum depth for walls under 4 ft (1.2 m) and a 6 in. (150 mm) minimum depth for walls over 4 ft (1.2 m), 3.4 Unit Installation A. The first course of wall units shall be placed on the prepared base with the raised lip facinc up and out and the front edges tight together. The units shall be checked for level and alignment as they are placed. B. Ensure that units are in full contact with base. Proper care shall be taken to develop straight lines and smooth curves on base course as per wall layout. course with wall rock. Use infill soils behind the wall rock and a Fill all cores and cavities and a minimum of 12 in. Vin mm) behind the base ou approved soils in front of the base co to firm)' lock in lace, Check again for level and alignment. Use a late compactor to consolidate the PP } P g 9 P p area behind the base course. All excess material shall be swept from top of units. D. Install next course of wall units on top of base course. Position blocks to be offset from seams of blocks below. Perfect running bond is not essential, but a 3 in. (75 mm) minimum offset is recommended. Check each block for proper alignment and level. Fill all cavities in and around I units minimum of i I rock. For taller walla lication the depth of wall rock behind the coal I s and e i a I u 1fr in. 15 ft (V- depth behind block with wall pPP p block should be increased; walls from 15 ft (4.57 m) to l i ft (7:62 m) should have a minimum of 2 ft (0.61 o and walls above 2 n (7,62 should have a minimum to 3 A 0,9 m . Spread infill h oils uniform like not exceeding in. 200 mm in ordain acted thickness and compact to 95o /u of Standard Proctor (ASTM D698) behind the consolidation zone. g ( ) p E The consolidation zone shall be defined as 3 ft (0.9 m) behind the wall. Compaction within the consolidation zone shall be accomplished by using d e c I compactor direct) on the block and then compacting in parallel u ng a hand operate plat the entire and shall begin z by running the plate to p Y P 9 p paths from the wall face until the entire consolidation zone has been compacted: e minimum of two passes of the plate compactor are required it of i 00 0 soils require additional compaction asses and/or specific compaction e h maximum like 8 n (2 mm). Expansive r fine-grained soli may q p. p ( p p equipment such as e. a Employ foot roller. Maximum lifts of 4 inches equipment mm) may be required to achieve adequate compaction within the consolidation zone, Employ methods using lightweight compaction equipment that will not disrupt the stability or batter of the wall. Final compaction requirements in the consolidation zone shall be establishe d by engineer of record. F. As with any construction work, some deviation from construction drawing alignments will occur. Variability in construction of SRW- is approximately equal to that of cast-in-place concrete retaining coal s s o pp osed to cast-in-place concrete walls alignment nment of SRWs can be simply corrected or modified during construction. Based upon examina tion of numerous completed SRW -, the following recommended minimum tolerances can be achieved with good construction techniques.. Vertical Control - + -1.25 in. (32 mm) max. over 10 ft (3 m) distance Horizontal Location Control - straight lines + -1.25 in, (32 mm) over a SO ft (3 m) distance. Rotation - from established 'an wall batter: 2.0 Deg. Bulging - 1,0 in. (25 mm) c er a 10 ft (3.0 m) distance 3.5 Additional Construction Notes A. When one wall branches into two terraced walls, it is important to note that the :: if behind the lower wall is also the foundation soil beneath the upper wall. This soil shall be compacted to a minimum of 95% of Standard Proctor (ASTM D698) prior to placement of the base material. Achieving proper compaction in the sod beneath an upper terrace prevents settlement and deformation of the upper wall. One way is to replace the soil with wall rock - nd compact in 8 in. (200 mm) ns. When using on -site soils, compact in maximum lifts of 4 in. (100 mm) or as required to achieve specified cr- titaction. B. Filter fabric use is not suggested for use with cohesive soils. Clogging of such fabric creates unacceptable hydrostatic pressures in soil reinforced structures. When filtration is deemed necessary in cohesive sods, use a three dimensional filtration system of clean sand or filtration aggregate, C. Embankment protection fabric is used to stabilize rip rap and foundation soils in water applications and to separate infill materials from the , fabric o m of the mater... embankment protection specifications fabric snarl be a high retained soils. This fabr should permit the passage of fines to preclude do p g P p 9 P clogging r n �' ears plastic filter fabric strength polypropylene against ultra material designed to meet y exceed typical Corps sin e t b (CW- 02215); stabilized against ultraviolet (W) degradation and typically exceeding the ;clues m Table 1, page 8 of the AS Spec Book. D. Water management is extreme concern m plain and after construction . Ste s must be take n to ensure that d rain pipes are properly installed and vented daylight and a grading plan has been developed that tee eater awe from the retaining wall location. S ite water management is required bot h d u r' n 9 construction of the wall and after completion of construction. Specification Guidelines: Geogrid Reinforcement Systems Thefollowing sP s a , P s Allan Block Corporation's typical requirements an i recommendations. At the engineer ineer of record's discretion these specifications ma y L, •evied to accommodate site specific design requirements. SECTION 2 PART 1: GENERAL 1.1 SCOpe Work includes furnishings and installing geogrid reinforcement, wall block, and backfill to the lines and grades designated on the construction drawings and as specified herein. 1.2 Applicable Sections of Related Work Section 1: Allan Block Modular Retaining Wall Systems. 13 Reference Standards See specific ggeogrid manufacturer's reference standards. Additional Standards: A. ASTM D4595 - Tensile Properties of Geotextiles by the Wide -Width Strip Method B. ASTM D5262 - Test Method for Evaluating the Unconfined Creep Behavior of Geogras C. ASTM D6638 Grid Connection Strength (SRW -US) D. ASTM D6916 SRW Block Shear Strength (SRW -U2) E. GRI -GG4 - Grid Long Term Allowable Design Strength (LTADS) F. ASTM D6706 - Grid Pullout of Soil 1.4 Delivery, Storage, and Handling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geogrid shall be stored above -10 F ( -23 C). E Contractor shall prevent excessive mud, cementitious material, or other foreign materials from coming in contact with the geogrid material. PART 2: MATERIALS 2.1 Definitions A. Geogrid products shall be of high density polyethylene or polyester yarns encapsulated in a protective coating specifically fabricatea for use as a soil reinforcement material. B. Concrete retaining wall units are as detailed on the drawings and shall be Allan Block Retaining Wall Units. C. Drainage material is free draining granular material as defined in Section 1, 2.2 Wall Rock. D. Infill soil is the soil used as fill for the reinforced soil mass. E. Foundation soil is the in -situ soil. 2,2 Products rz,l Geogrid shall be the type as shown on the drawings having the property requirements as described within the manufacturer's specifications. 2.3 Acceptable Manufacturers A manufacturer's product shall be approved by the wall design engineer. PART 3: WALL CONSTRUCTION 3.1 Foundation Soil Preparation A. Foundation soil shall be excavated to the lines and grades as shown on the construction drawings, or as directed by the on -site soils engineer. B. Foundation soil shall be examined by the on -site soils engineer to assure that the actual foundation soil strength meets or exceeds assumed design strength. C. Over - excavated areas shall be filled with compacted backfill material approved b on -site soils engineer. P PP 9 D. Contractor shall verity locations of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. 3 -2 Wall Construction Wall construction shall be as specified under Section 1, Part 3, Wall Construction. 3.3 Geogrid Installation • A. Install Allan Block wall to designated height of first geogrid layer. Backfill and compact the wall rock and infill soil in layers not to exceed 8 in, (200 men) lifts behind wall to depth equal to designed grid length before grid is installed. B. Cut geogrid to designed embedment length and place on top of Allan Block to back edge of lip. Extend away from wall approximately 30/o above horizontal on compacted infill soils, C. Lay geogrid at the proper elevation and orientations shown on the construction drawings or as directed by the wall design engineer. D. Correct orientation of the geogrid shall be verified by the contractor and -on -site soils engineer. Strength direction is typically perpendicular to wall face. - E. Follow manufacturer's guidelines for overlap requirements. In curves and corners, layout shall be as specified in Design Detail 9 -12: Using Grid with Corners and Curves, see page 15 of the AS Spec Book. F. Place next course of Allan Block on top of grid and fill block cores with wall rock to lock in place. Remove slack and folds in grid and stake to hold in place. G. Adjacent sheets of geogrid shall be butted against each other at the wall face to achieve 100 percent coverage. H, Geogrid lengths shall be continuous. Splicing parallel to the well face is not allowed. 3.4 Fill Placement A. Infill soil shall be placed in lifts and compacted as specified under Section 1, Part 3.4, Unit Installation. B. Infill soil shall be placed, spread and compacted in such a manner that minimizes the development of slack or movement of the geogrid. C. Only hand - operated compaction equipment shall be allowed within 3 ft (0.9 m) behind the wall. This area shall be defined as the consolidation zone. Compaction in This zone shall begin by running the plate compactor directly on the block and then compacting.in parallel paths to the wall face until the entire consolidation zone has been compacted. A minimum of two passes of the plate compactor are required with maximum lifts of 8 in. (200 mm). Section 1, Part 3.4 E, Page 4. D. When fill is placed and compaction cannot be defined in terms of Standard Proctor Density, then compaction shall be performed using ordinary compaction process and compacted so that no deformation Is observed from the compaction equipment or to the satisfaction of the engineer of record or the site soils engineer. E, Tracked construction equipment shall not be operated directly on the geogrid. A minimum fill thickness of 6 in. (150 mm) is required prior to operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, less than 10 mph (16 Km/ H. Sudden braking and sharp turning shall be avoided. G. The Infill soil shall be compacted to achieve 95% Standard Proctor (ASTM D698). Compaction tests shall be taken at 3 ft (0.9 m) behind the block and at the back of the reinforced zone. The frequency shall be as determined by the on -site soils engineer or as specified on the plan, Soil tests of the infill soil shall be submitted to the on -site soils engineer for review and approval prior to the placement of any material. The contractor is responsible for achieving the specified compaction requirements. The on -site soils engineer may direct the contractor to remove, correct or amend any soil found not in compliance with these written specifications. 3.5 Special Considerations A. Geogrid can be interrupted by periodic penetration of a column, pier or footing structure. B. Allan Block walls will accept vertical and horizontal reinforcing with rebar and grout. C. If site conditions will not allow geogrid embedment length, consider the following alternatives: Masonry Reinforced Walls - Soil Nailing - Increased Wall Batter - Earth Anchors - Double Allan Block Wall - Rock Bolts -No -Fines Concrete See Design Details Page 17 and 18 of the AS Spec Book. D. Allan Block may be used in a wide variety of water applications as indicated in Section 3, Part I.S. Specification Guidelines: Water Management The following specifications provide Allan Block Corporation's typical requirements and recommendations. At the engineer of record's discretion these specifications may be revised to accommodate site specific design requirements SECTION 3 PART 1: GENERAL DRAINAGE 1.1 Surface Drainage Rainfall-or other water sources such as irrigation activities collected by the ground surface atop the retaining wall can be defined as surface water. Retaining wall design shall take into consideration the management of this water. A. At the end of each day's construction and at final completion, grade the backfill to avoid water accumulation behind the wall or in the reinforced zone. B. Surface water must not be allowed to pond or be trapped in the area above the wall or at the toe of the wall. C. Existing slopes adjacent to retaining wall or slopes created our ing the grading process shall include drainage details so that surface water will not be allowed to drain over the top of the slope face and /or wall. This may require a combination of berms and surface drainage ditches. D. Irrigation activities at the site shall be done in a controlled and reasonable manner. If an irrigation system is employed, the design engineer or irrigation manufacture shall provide details and specification for required equipment to ensure against over irrigation which could damage the structural integrity of the retaining wall system. E. Surface water that cannot be diverted from the wall must be collected with surface drainage swales and drained laterally in order to disperse the water around the wall structure. Construction of a typical Swale system shall be in accordance with Design Detail 5: Swass, of the AS Spec Book 1.2 Grading The shaping and recontourin of land in order to r Site radio shall be designed to route water prepare ft for site development is actin p g g P P P grading. grading g around the walls. A. Establish final grade with a positive gradient away from the wall structure- Concentrations of surface water runoff shall be managed by providing necessary structures, such as paved ditches, drainage swales, catch basins, etc. B. Grading designs must divert sources of concentrated surface flow, such as parking lots, away from the wall. 1.3 Drainage System The internal drainage systems of the retaining wall can be described as the means of eliminating the buildup of incidental water which infiltrates the soils behind the wall. Drainage system design will be a function of the water conditions on the site. Possible drainage facilities include Toe and Heel drainage collection pipes and blanket or chimney rock drains or others. Design engineer shall determine the required drainage facilities to completely drain the retaining wall structure for each particular site condition. A. All walls will be constructed with a minimum of 12 in. (300 mm) of wall rock directly behind the wall facing. The material shall meet or exceed the specification for wail rock outlined in Section 1, 2.2 Wall Rock. B. The drainage collection pipe, drain pipe, shall be a 4 in. (100 mm) perforated or slotted PVC, or corrugated HDPE pipe as approved by engineer of record, C. All walls will be constructed with a 4 in. (100 mm) diameter drain pipe placed at the lowest possible elevation within the 12 in. (300 mm) of wall rock. This drain pipe is referred to as a toe drain, Section 3, 1.4 Toe Drain. D. Geogrid Reinforced Walls shall be constructed with an additional 4 in. (100 mm) drain pipe at the back bottom of the reinforced soil mass. This drain pipe is referred to as a heel drain, Section 3, 1.5 Heel Drain • 1.4 Toe. Lain D r. i A toe Bra`n� pipe should be located at the back of the wall rock behind the wall g close to the bottom of the wall as allowed while still manage a appositive gradient for drainage to daylight, or a storm water management system. Toe drains are installed for incidental water management not as a primary drainage system. A. For site configurations with bottoms of the base on a level plane it is recommended that a minimum one percent gradient be maintained on the placement of the pipe with outlets he bo50 ttom ft (SS m) centers, or 100 k ig m) centers if pipe is crowned 50 mr between the outlets. This would Provide for a maximum height above the bottom of the base in a flat configuration of no more than 6 in. (150 mm). For drain pipes with drain holes ?'' o down. Allen Block dues not require that toe drain pi F r ri Id n es should be h the specified with the holes located 9 pP pP R 9 pipes be wrapped when installed into base rod- .or* ^.lying with the specified wall rock material. ' C. Pipes shall be routed to storm drains where , oI ,priate or through or under the wall at low points when the job site grading and site layout allows for routing. Appropriate details shall be In, uded to prevent pipes from being crushed, plugged, or infested with rodents. D. On sites where the natural drop in grade exceeds the one percent minimum, drain pipes outlets shall be on 1C0 foot (30 m) centers maximum. This will provide outlets In the event t-.ot excessive water flow exceeds the capacity of pipe over lone, tratches, E. When the drain pipe must be raised to accommodate outlets through the wall face, refer to the Design Detail 4: Alternate Drain, Page 14 of the AS Spec Book i -s Heel Drain The roe f. he heel drain is to pick u a i wall structure at the cut and route the water awe purpose o t n water that mi rates from behind the retaining P P P P Y 9 Y from the reinforced mass Burin the construction process g f t a for the life of the structure, 9 pr ce sand or incidental water fo he II A. The piping used at the back of the reinforced mass shall have a one percent minimum radiant over the length, but it is not critical for it to be positioned at the very bottom of the cut. Ad ge vented at one point and should not be tied into the p s y Additionally y the entire length of the pipe may b p toe dram. B. T e may be rigid pipe with holes at L= - pipe or a corrugated perforated flexible pipe with a The t _ bottom oni a' lute tai sock h a hi n the p P Y g pP 9 9 PP 9 P P -ppII u fi es when re ire - ce to a of sand and/or ravel the heel drain pipe sock to f ter o t n qu d based on soil conditions Fe: infill soils with a high tr: n g / g p p does s r need to r surrounded by drainage to ,k. When working with soils containing more than fifty percent clay, one cubic Pont of drainage rock is required for each foot of pipe. 1.6 Ground Water c fin s r f surface infiltration r, .,,ter table fluctuation. Ground water o be en defined a Ovate that ed t ,within the soil. It h t be resent because o y P Ground water movement must not be allowed to come in contact with the retaining wall. 1. A. If water is encountered in the area of the al excavation o construction, tetra e system chlmnr om c,ite or blanket must wall during r a d g y { p ) B. installed as directed al the wall design me ud er. B. Standard retaining wall designs do not include hydrostatic forces associated with the presence of ground water. If adequate drainage is not provided the retaining wall design must consider the presence of the water. C. When non -free draining soils are used in the retained zone, the incorporation of a chimney and 'blanket drain >,iould be added to minimize the water penetration into the reinforced mass. Refer to Design Detail 6: Chimney and Blanket Drain, Page 14 of the AS Spec Book. ring walls constructed in conditions that allow standing or moving water to come in contact with the wall face are considered water cations. These walls require specific design and construction steps to ensure performance. Refer to Design Detail 7 and 8: Water cations, Page 14 of the AS Spec Book. 1: Embankment Protection Fabric Specifications Mechanical Property, ,, „ -._ -- -- Determination Method runcture arrengrn = 14b IDS Loo x ) rtalri u-sror Equivalent Opening Size (EOS) = 70 (U.S. Sieve #) - CW -02215 Mullen Burst = 480 psi (3.3 Mppa) ASTM D -3786 Trapezoidal Tear = 105 Ibs (48 kg ______________ASTM D -4533 Percent Open Area = 4% CW -02215 Permeability = 0.01 cm /sec - ra A. Embankment protection fabric is used to stabilize rip p and foundation soils in water applications and to separate infill materials from the retained soils. This fabric should permit the passage of fines to preclude clogging of the material. Embankment protection fabric shall be a high strength polypropylene monofilament material designed to meet or exceed typical Corps of Engineers plastic filter fabric specifications (CW- 02215); stabilized against ultraviolet (UV) degradation and typically exceeding the values in Table 1. B. Infill material shall be free draining to meet the site requirements based on wave action and rapid draw down conditions. C. Rip rap or alternative products such as (Trilock) may be required as a toe protector to eliminate scour at the base of the wall. General (dotes Construction Notes 1 - Soil loading considered in this design and calculations are based on the following parameters: 2 - Actual soil parameters must meet or exceed these listed conditions to be used in wall construction. In general, Granular soils (Friction angle greater than or equal to 32 degrees) are recommended as infill soil. Fine grained cohesive soils (Friction angle less than 32 degrees) with low plasticity (PI less than 20) may be used in wall construction, but additional backfill ing and compaction efforts are required. Allan Block Corporation has not verified these design conditions, and if required the soil parameters shall be confirmed by the Site Geotechnical Engineer or others prior to wall construction. 3 - Substitution of Infill Soils are strictly prohibited unless approved by the engineer of record. 4 - In this analysis, the effective friction angle without the addition of cohesion is used to determine the design strength of the soil when calculating lateral forces. At the discretion of the engineer of record, cohesion may be used when calculating the ultimate bearing capacity even though it Is typically ignored. 5 - Global stability and seismic loading are not considered in this design. 6 - Hydrostatic loading is not considered in this analysis. Sufficient drainage must be provided such that hydrostatic loading (pore pressure) does not develop in the reinforced zone. 7 - Analysis assume$ fill placement in 8 inch (200 mm) lifts compacted to 95% standard proctor. For any wall over 10 feet (3 meters), with a surchargge or contains cohesive soils, compaction test frequency and location shall be determined by the engineer of record or as otherwise specified - 8 - All fill placed above walls shall be placed and compacted in accordance with the requirements for all other reinforced material. 9 - Retaining wall units and installation shall conform to the Allan Block Modular Retaining Waif Systems Specification Guidelines, Geogrid Reinforcement Systems Specification Guidelines, and Water Management Specification Guidelines as published in the AS Spec Book and the AS Engineering Manual, 30 - Retaining walls mot be installed and constructed according to the contract drawings. The retaining wall plan view is for wall identification only, 11 - Geogrid spacing is determined by structural cross - section design requirements. To malue proper geogrid placement, contractor must review both elevation view and cross sections prior to well construction. 12 - Suggested Quality Assurance Requirements: A qualified engineer or technician shall supervise the wall construction to verify field and site soil conditions. In the event that the Site Geotechnical Engineer does not perform this work, a qualified Geotechnical Engineer/Technician shall be consulted to assure the Allan Block Wall Is constructed with proper sod parameters. Surface Drainage Notes 1 Rainfall and other water sources such as irrigation activities can be defined as surface water. The retaining wall design shall take into consideration the management of this water. 2 - Site grading shall be designed to route surface water around and away from the wall. 3 - The internal drainage system of the retaining wall is designed to remove incidental water that infiltrates into the soil behind the wall. Adequate storm water drainage systems are required to completely drain the area around the retaining wall structure. ce -,"'ti m'riR s x xm n 11 a du i+ 2,�.s+ -w.,i. I 11 r' , 3l t Friction Ana Is lCohesion Unit Weight IS oil Type Infill Soil 31 1 0 125 1 lWall compacted silty, sandy clay Retained Still 31 1 0 125 Well compacted silty, sandy clay Foundation Soil I 31 1 50 125 Well compacted silty, sandy clay 2 - Actual soil parameters must meet or exceed these listed conditions to be used in wall construction. In general, Granular soils (Friction angle greater than or equal to 32 degrees) are recommended as infill soil. Fine grained cohesive soils (Friction angle less than 32 degrees) with low plasticity (PI less than 20) may be used in wall construction, but additional backfill ing and compaction efforts are required. Allan Block Corporation has not verified these design conditions, and if required the soil parameters shall be confirmed by the Site Geotechnical Engineer or others prior to wall construction. 3 - Substitution of Infill Soils are strictly prohibited unless approved by the engineer of record. 4 - In this analysis, the effective friction angle without the addition of cohesion is used to determine the design strength of the soil when calculating lateral forces. At the discretion of the engineer of record, cohesion may be used when calculating the ultimate bearing capacity even though it Is typically ignored. 5 - Global stability and seismic loading are not considered in this design. 6 - Hydrostatic loading is not considered in this analysis. Sufficient drainage must be provided such that hydrostatic loading (pore pressure) does not develop in the reinforced zone. 7 - Analysis assume$ fill placement in 8 inch (200 mm) lifts compacted to 95% standard proctor. For any wall over 10 feet (3 meters), with a surchargge or contains cohesive soils, compaction test frequency and location shall be determined by the engineer of record or as otherwise specified - 8 - All fill placed above walls shall be placed and compacted in accordance with the requirements for all other reinforced material. 9 - Retaining wall units and installation shall conform to the Allan Block Modular Retaining Waif Systems Specification Guidelines, Geogrid Reinforcement Systems Specification Guidelines, and Water Management Specification Guidelines as published in the AS Spec Book and the AS Engineering Manual, 30 - Retaining walls mot be installed and constructed according to the contract drawings. The retaining wall plan view is for wall identification only, 11 - Geogrid spacing is determined by structural cross - section design requirements. To malue proper geogrid placement, contractor must review both elevation view and cross sections prior to well construction. 12 - Suggested Quality Assurance Requirements: A qualified engineer or technician shall supervise the wall construction to verify field and site soil conditions. In the event that the Site Geotechnical Engineer does not perform this work, a qualified Geotechnical Engineer/Technician shall be consulted to assure the Allan Block Wall Is constructed with proper sod parameters. Surface Drainage Notes 1 Rainfall and other water sources such as irrigation activities can be defined as surface water. The retaining wall design shall take into consideration the management of this water. 2 - Site grading shall be designed to route surface water around and away from the wall. 3 - The internal drainage system of the retaining wall is designed to remove incidental water that infiltrates into the soil behind the wall. Adequate storm water drainage systems are required to completely drain the area around the retaining wall structure. ce -,"'ti m'riR s x xm n 11 a du i+ 2,�.s+ -w.,i. I 11 r' , 3l t rte': +W .;- 41 S - x�,",m -, ah i Typical Outside Corner 4 - Drain piping, toe drain, should be located at the back of the rock drain field behind the wall as close to the bottom of the wall as allowed while still maintaining a positive gradient for drainage to daylight, or to a storm water management system. Impermeable Fill, - 5 - A heel drain may be required at back of the cut to route water away from the reinforced soil mass during the construction process. Min. 6" Thickness 6 - Ground water can be present within the soil due to surface infiltration or water table fluctuation. If ground water is encountered during construction, an adequate drainage system must be installed or the wall design must consider the presence of water within the soil mass. 7 - All water collection devices such as roof downspouts, storm sewers, and curb gutters must be designed to accommodate maximum flow rates and outlet outside the retaining wall area. 8 - Retaining walls in conditions that allow standing water to overlap the well face are considered water applications. These walls require specific design and construction steps to ensure performance, e c, Mer",nH , .t. Typical Gravity Wall Well- graded Granular Wall Rock -- 0.25" to 1.5" with Retaining Wall Rail Note 1. RLTAINING WALL RAIL SHALL BE PER CAL TRANS STANf i\RD BI 1 -47 'n % P. , ., 1x.... „. �� , A , °' n' � ' R A �� ,� T &a , r 6 t 4 r OI .. „3:,; i y11 I Ae1q: 1,7 Concentrated Water Sources - AII collection devices such as roof downspouts, storm sewers, and curb gutters are concentrated water sources. They must be designed to -6- accommodate maximum flow rates and to vent outside of the wall area. A, All roof downspouts of nearby structures shall be sized with adequate capacity to carry storm water from the roof away from the wall area. They shall be connected to a drainage system in closed pipe and routed around the retaining wall area. B. Site layout must take into account locations of retaining wall structures and all site drainage paths. Drainage paths should always be away from retaining wall structures. C. Storm sewers and catch basins shall be located away from retaining wall structures and designed so as not to introduce any incidental water into the reinforced soil mass. D. A path to route storm sewer overflow must be incorporated into the site layout to direct ester away from the retaining wall structure. rI .•. . q J24/IS RETAINING WALL DETAILS `� NOT TO SCALE REVISIONS REFERENCES BENCH MARK NO. DESCRIPTION APPROVED DATE DESOR/PAOV,• 25' aTY OF ENaN /TAS BRASS DISC AS -&/4r5 (V V< , I XYNT NO• BVC - -08 ZI-Sla LOCA776W SO MNEST CORNER 6F COVGWETE PEDESTAL FOR UTILITY BOXES HEST .90E W XY TRAIL ENTRANCE AT SOUM END Or RAINEY COURT £LEVAAOV. 320695 DA 7W.- NAM 88 D£STGNED BY.• SUS I DRANK BY _WS I CNEll BY.• AX PLANS PREPARED UNDER S ND'i'lSYOV OF �' 44W 9-17• ANDREW d KA&WRCE 50940 DATE (MY RLEGIS)RAmy EXPIRES 9- 30-15) %PpFESS /oNq\ o ,% J. y9I F c - m z W No. 50940 Exp,' 9 -30 -15 * �s9 jF 01 V 1 \FoQ,t. OF CAS MEGA ENGINEERING CONSULTANTS 4340 VIEWRIDGEAVE, Stf)TGB SANDIEGO, CALIFORNIA 02123 Phone: (8S8) 634 -8420 Less than 10% Fines Allan Block Unit, "Classic" Style, 6° Batter (1:9.50M Place Fortrac 35/20 -20 Geo rids Every ry(2 ) Courses as Shown =mm - ., t14 ilwy,... .. qi` 1:!)1'rµ . ..... ..... .............. ......... . ............................... ==1 1 . Is. 7111111111111 ' 1 = ... ... ......... .. n = == ... .. .. .. ... rte': +W .;- 41 S - x�,",m -, ah i Typical Outside Corner 4 - Drain piping, toe drain, should be located at the back of the rock drain field behind the wall as close to the bottom of the wall as allowed while still maintaining a positive gradient for drainage to daylight, or to a storm water management system. Impermeable Fill, - 5 - A heel drain may be required at back of the cut to route water away from the reinforced soil mass during the construction process. Min. 6" Thickness 6 - Ground water can be present within the soil due to surface infiltration or water table fluctuation. If ground water is encountered during construction, an adequate drainage system must be installed or the wall design must consider the presence of water within the soil mass. 7 - All water collection devices such as roof downspouts, storm sewers, and curb gutters must be designed to accommodate maximum flow rates and outlet outside the retaining wall area. 8 - Retaining walls in conditions that allow standing water to overlap the well face are considered water applications. These walls require specific design and construction steps to ensure performance, e c, Mer",nH , .t. Typical Gravity Wall Well- graded Granular Wall Rock -- 0.25" to 1.5" with Retaining Wall Rail Note 1. RLTAINING WALL RAIL SHALL BE PER CAL TRANS STANf i\RD BI 1 -47 'n % P. , ., 1x.... „. �� , A , °' n' � ' R A �� ,� T &a , r 6 t 4 r OI .. „3:,; i y11 I Ae1q: 1,7 Concentrated Water Sources - AII collection devices such as roof downspouts, storm sewers, and curb gutters are concentrated water sources. They must be designed to -6- accommodate maximum flow rates and to vent outside of the wall area. A, All roof downspouts of nearby structures shall be sized with adequate capacity to carry storm water from the roof away from the wall area. They shall be connected to a drainage system in closed pipe and routed around the retaining wall area. B. Site layout must take into account locations of retaining wall structures and all site drainage paths. Drainage paths should always be away from retaining wall structures. C. Storm sewers and catch basins shall be located away from retaining wall structures and designed so as not to introduce any incidental water into the reinforced soil mass. D. A path to route storm sewer overflow must be incorporated into the site layout to direct ester away from the retaining wall structure. rI .•. . q J24/IS RETAINING WALL DETAILS `� NOT TO SCALE REVISIONS REFERENCES BENCH MARK NO. DESCRIPTION APPROVED DATE DESOR/PAOV,• 25' aTY OF ENaN /TAS BRASS DISC AS -&/4r5 (V V< , I XYNT NO• BVC - -08 ZI-Sla LOCA776W SO MNEST CORNER 6F COVGWETE PEDESTAL FOR UTILITY BOXES HEST .90E W XY TRAIL ENTRANCE AT SOUM END Or RAINEY COURT £LEVAAOV. 320695 DA 7W.- NAM 88 D£STGNED BY.• SUS I DRANK BY _WS I CNEll BY.• AX PLANS PREPARED UNDER S ND'i'lSYOV OF �' 44W 9-17• ANDREW d KA&WRCE 50940 DATE (MY RLEGIS)RAmy EXPIRES 9- 30-15) %PpFESS /oNq\ o ,% J. y9I F c - m z W No. 50940 Exp,' 9 -30 -15 * �s9 jF 01 V 1 \FoQ,t. OF CAS MEGA ENGINEERING CONSULTANTS 4340 VIEWRIDGEAVE, Stf)TGB SANDIEGO, CALIFORNIA 02123 Phone: (8S8) 634 -8420 Less than 10% Fines Allan Block Unit, "Classic" Style, 6° Batter (1:9.50M Place Fortrac 35/20 -20 Geo rids Every ry(2 ) Courses as Shown =mm - ., t14 ilwy,... .. qi` 1:!)1'rµ . ..... ..... .............. ......... . ............................... ==1 1 . Is. • / ' 1 = ... ... ......... .. n = == ... .. .. .. ... M Typical Outside Curve Typical Inside Curve +suet WW", ..UNIT __1 '.y- 'kllgnRii..�t�S'. 'k CiINhrLY+t,,LC#Pi:...... iM+1L. CC!4: e "31- / ^,'+'P. =+,f$2 :u llsia iiio Si t.,n r trout xuaut0i'lls ;eS9R- AKIct$Flies " I 'st •,c,t v .,_, ,�,,= 'swilti Step -Up at Base Course CABLE RAILING PER CAL TRANS STANDARD PLAN B1 1 -47 op (2) Geogrid Layei � , (I \ per Schedule Below ', - ., t14 ilwy,... .. qi` 1:!)1'rµ . ..... ..... .............. ......... . ............................... .. ..... .. ............... , II 6011 y., G.Vi ,,,... .. .. ... .. .. .. ..... ... ... ..... .... .. .. .. .. .... .. .. .. ... .. .. ... .., .... .. .. .. .. .. ... tin': ,').' L. L . L ' .. ...... . ....... .. .. "..,............ ... .. .... .. ...... ........ ... ... ......... .. n ,L , L ..... ............................... 1. .. .. .. .. .... .. ................ .. .. ... .. .. .. ... �e ' ,a. a .. .. ... .. .. ... .. ... ... ..... ... .... .. .. .. ....... ..... .. .. .. ... ..... a k.". ., ^. .... L�. L 1 ° L . .... .......... ... ..... .. ........ ............ .. ..... ..... . . :jr L L L. ...... ..... .. ........ ... `a •' '• n ... .. ... ... ..... .. ... ... r° ... p: .'.. ... ..... ....... ........... .. ............. ..... ... .. ... .. ... aTar. , a t.... .... ....... .. ..... ................. ... ........ - ,M L • .ar L. 'L ... ... ...... ;' ,i, i i - ' .- i I i rr Z _• _ -I gI ?:. .... k , L. ..... v .. . I - I I I I m : I :�- i ,r .. ... L i .'. '. ..' . ...............'.'.'..'. _ .. r i ' .I, i _.. -. I __� - _ I _. 1 I , . - I I i .. I _ - {.� U ) L . ».. .1 . L ° . I ... .'..'.'.'....... .... . ...... ... --� - I ' ' I' _ ' i, � I t - _I I .... I I- I - I I I I k i .0 ; ............ . I _ - i _ I _�.`[ i _ __ _ _ r i ., .-.... •1 ......... ....... L .. . _ ....... '. '.' :r •,.. •4• ........ L1 ... ... . .._ ._ ..... i 'i ! -.. r ' I p, * • , : . Geo rid Lent YP 9 9 ........ , . i , .. ,l F _ . I I , , w, j _ , „ -- r L L ` er Schedule Below::. , II t , ..,.- _. " iii I 1 i i x'• 11 11 . .. . ,' . . ., ,,, .... -- " , .... Native Soil ----------L ''' , t _ , i __ , I ... 7 _ _ _ _ .."k.: .. -._.:. _ , I 1 I' - I E? :>. , i�l �ic Backfill ... . l' , L : i : '. "..'.'..........'. '.'.'.'.'.' ".', . ', .....'.'..'.. _ "Ii Retained Soil .11 ;, , .... .'. '.'...'....'.'.'.'.'....'... ,. x. _ ...... .. .. .. ...... ...... . ........... .........�. I -._ ;..- „ . ... ..... ......... .... ................. ....... I I .,. .'� -, I' Ij ,i try L ... .. .. .. .... .'a _ _, .. .. ... .. .. .'.I - -.- F „ - i : a. ... ...... ... I i t -.. I ;- �i .3 >; _. o k F i_ 1 i 1. l i i _ 1- I - , , . . .. .. . ... .. ..... ... I I I -s,.�. ,; •L • 4 .. .... .................... '..'." _. _- . -__I ,.. - t a . ! . .. ........ I s 1 I r I _ I. : -I.. .., .. ... ............. ..... ...." li. , _, _ t f F - l j` . ".'.'.'.'. .' .'..'.' .... : .. L L v k ... ....... ... . .......... ... _ I s i I r II i1 i I ,i f rs •L •. ...... -- II - i i 1 l L. .. .... , I { i jf :i .. ,. .... ! 1 I I �F F E 1; 1 't_ L .:' T ..: • . • : 1'*,'''"'*'"'L,*",'',*"'',*"""",L""'1,1*1,1111,�,,,''�--.,�� L L ....I. .. .. ..... .'.'. ..... .'.'.' ..'.' .'.'.' .. ".'.. , , ,,,i 1 11 ... _.. , e I ` i € '. _ I Imo.'' r... L u .I . - L • ... ....... .. .. , .. .. •, .. .. ...'.'.'.'.' _ . ! ._.. _.__! .._I -, .. .. .. ...... .... .. 1! 1 , L. � 4 .... I.. .. 4" Toe Drain Pipe, ;: I—, L: : • . Routed to Appr'd Outlet per Civil Engr :....... 4" Heel Drain Pipe ` P 1�Vented to Daylight -L- k „ t 1T PQ 1 Class II Base Material Shall be Installed on Undisturbed Native Soils or Suitable Replacement Fills Compacted at 95% Standard Proctor. Base Material Shall be 4" Minimum for Walls Under 4'0" and 8" for all Others. Top of Base Shall be Located to Allow Bottom Wall Units to be Buried to Proper Depths. ill q IiY OF ENCINITAS PUBLIC WDRKS DEPARTMENT DETAILS FOR.- PLANING CASE IVs)° 14 -151 DR/0P LEDUC RESIDENCE 1265 SAX NY ROAD EWYNITAS CA 92024 Aft 254 - 180-80 DRA►WNG N0. 12373 -G DETAILS SHEET -HEFT 5 Of 5 AS -BUILT N0. REVISIONS REFERENCES BENCH MARK DESL:R/PWIV APPROVED DATE DES'I.WIPflOV..• 25' CITY A<ENgN /TAS BRASS DISC NEW SHEET A b /A to POINT NO ENC -06 K LOCADAN. 50417HW£ST CORNER 6F 00kNEZE PEDESTAL FAR UAUTY BOAa K Z NEST SIDE OF CITY TRAIL ENTRANCE AT SOUTH END OF RAINEY COURT EZEVAfl6YV 320695 DATUM.• NA VD 88 DESIGNED Sr- SUS I DRAWN BY.• WS I CHECKED BY AX Q, FESS10* 4� F W p J � PLANS PREPARED UNDER SUPERNS•lON ar 24' MINIMUM � K 92 c y ��cC w No.50940 aqa CCaCaQgagaga d g a a C Exp. 9 -30 -17 x} s,, a d Q d g a q a a a d °da4 °dad °dad Q c i v ANDREW 3 KANNI R. CE 50940 DA 7,r qrF (MYRMSIRARGSY R£S 9- 30 -17f OF C p`\�oQ� EROSION CONTROL NOTES, 1. IN CASE EMERGENCY NWK IS REQUIRED, CONTACT (RESPONSIBLE PARTY) AT (PHONE NUMBER), 24 HOURS A DAY. 2 EOUIPMENT AND NWKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL 77MES DURING THE RAINY SEASON OCTOBER 1 TO APRIL 15). ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE ON OCTOBER 1 AT CONVENIENT LOCA7701✓S TO FACILITATE RAPID C04S7RUC77AV OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTRA! DE14C£S TO WORKING ORDER TO THE S4RSFAC110N OF 7HE CITY ENGINEER AF7ER EACH RUN -OFF PRODUCING RAINFALL. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVCES TO WORKING ORDER TO THE SAWACAAY OF THE CITY ENGINEER 5 7HE COIVTRAC70R SHALL INSTALL ADDIDONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO AN INCOMPLETE GRADING OPERA 7101V OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6 THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHEN IMPOUNDED WATERS CREATE A HAZARDOUS CAND177ON. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED H£REAN 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 PROTECRVE D£NCES SHOWN SHALL BE IN PLACE AT 7HE END OF EACH {flXTKINO DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40X). SILT AND OTHER DEBRIS SHALL BE REMOl D AF7ER EACH RAINFALL. 10 SHOULD GERMINA77ON OF HYDRO- SEEDED SLOPES FAIL TO PRO140E EFFECDVE COVERAGE OF GRADED SLOPES (90X COVERAGE) PRIOR 70 NOVEMBER 15, 7HE SLOPES SHALL BE STABILIZED WITH PUNCHED STRAW INSTALLED IN ACCORDANCE KITH SEC770N 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF 11E STATE OF CALIFORNIA DEPARTMENT OF CONSERVA770N. BD !/�l1 ENGINEERING CONSULTANTS 4340 VLE1W7211)08 AVE. SUITE' H .SAN DIAGO. CALIFORNIA 92133 Phone: (858) 634 -8620 ENGINEERING DIMSION APPROVALS MA-711 MOfR 1/LII14 GLENN PfiVIM Go/ DATE 40 PA A STABIU20 CONS7RUC77ON ENTRANCE (7C-1) . . . . . . . . . . . . . . . . . . . . . . aja a TEMPORARY ACCESS ROADWAY 7EMPORARY CONSTRUCTIAN fENCE . . . . . . . . . . . . . . . . . . . . . . . . . —X- N07E: 1. SEE EROSION CONTROL NOES ON -WEET 2. 2. STREET SWEEPING SMALL BE IMPLEMENTED ON SAXAVY ROAD AN AN AS- NEEDED BASIS f ' ' IN GRAPHICAL SCALE 1' = 30' 0 15 30 60 90 ITT( ®F ENCINITAS PUBLIC OORKS DEPARTMENT TEMPORARY ACCESS PLAN FOR* LEDUC RESIDENCE 1255 SAXONY ROAD fNaNITA,$ CA 92024 APN.• 254 -180 -80 PLANING CASE N0.• 14 -151 OR /CDP ORAW9NG NO. 12373 -G GI tA/,i� % %if,T1•C7.1d4I SHEET 6 OF AS -BUILT • G i 10'ARV 24' MINIMUM as ��cC qaa °a dada as aCaa aqa CCaCaQgagaga d g a a C d C G a d g tl d g q q d C d q a °qa a d Q d g a q a a a d °da4 °dad °dad Q qaq as 9aa9gaq aaa °a °a °d °a "qaa aqa °aaa° °aqa ° °aaa 10,mmotII °aaaa aagaq °Qa 4adagaa a a a a e g a dq d q &add da Caa a g q a a a d aagga aaaa °dddgd °q a a a C a a g q d g q 4 4 d a °agaaaadad a a g q a q q a d 9 4 C C C C d d g a c a g q a a a a a as SiIAKER PLATES 40' MINIMUM MATCH PLAN EAIS77NO WADE 3'- 6' QV90 AGGREGATE lRAfl FILTER FABRIC (WAN -VWW) 12 MIN - UNLESS OTHERWISE SPEC) w BY A 56VLS ENGINEER STABILIZED CONSTRUCTION ENTRANCE (TC ®1) NOT 70 SCALE f ' ' IN GRAPHICAL SCALE 1' = 30' 0 15 30 60 90 ITT( ®F ENCINITAS PUBLIC OORKS DEPARTMENT TEMPORARY ACCESS PLAN FOR* LEDUC RESIDENCE 1255 SAXONY ROAD fNaNITA,$ CA 92024 APN.• 254 -180 -80 PLANING CASE N0.• 14 -151 OR /CDP ORAW9NG NO. 12373 -G GI tA/,i� % %if,T1•C7.1d4I SHEET 6 OF AS -BUILT • G i