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2001-6394-G (Plans)
RIGHT OF WAY NOTE OWNER IS TO OBTAIN A CONSTRUCTION PERMIT FROM THE ENGINEERING DEPARTMENT AT LEAST 48 HOURS PRIOR TO WORKING IN THE PUBLIC RIGHT OF WAY. FAILURE TO DO SO WILL RESULT IN ISSUANCE OF A STOP WORK NOTICE AND DOUBLE PERMIT FEES. IT IS THE RESPONSIBILITY OF THE OWNER TO KNOW WHERE HIS/HER PROPERTY LINE IS. DRAINAGE NOTE NO CONCENTRATED DRAINAGE FLOWS ARE PERMITTED OVER ADJACENT PROPERTY LINES. WATER IS TO DRAIN AWAY FROM STRUCTURES FOR A MINIMUM OF 5 FEET AT 2 PERCENT AND BE CONVEYED TO AN APPROVED DRAINAGE FACILITY. UTHSTY NOTE ALL UTILITIES SERVING THIS SITE SHALL BE INSTALLED UNDERGROUND. GENERAL NOTES 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, THE DESIGN CONSTRUCTION STANDARDS OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO ANY REQUEST FOR INSPECTION. 2. THE SOILS REPORT TITLED "PRELIMINARY GEOTECHNICAL EXPLORATION ENCINITAS RESORT HOTEL" PREPARED BY LEIGHTON GROUP DATED 04/04/17. AND UPDATE DATED 08/02/2017. PROJECT# 11574.001 SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. 3. SEPARATE APPROVALS AND PERMITS FOR ANY CONSTRUCTION WITHIN PUBUC RIGHT-OF-WAY OR EASEMENTS SHALL BE REQUIRED IN CONJUNCTION WITH IMPROVEMENT PLANS. 4, WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFFSITE GRADING. 5, CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTIONS REQUIRED TO PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. ANYTHING DAMAGED OR DESTROYED SHALL BE REPLACED OR REPAIRED TO CONDITION EXISTING PRIOR TO GRADING. 6. THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE RE-ESTABLISHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR A UCENSED LAND SURVEYOR. 7. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE-HALF (1/2) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN- THE HOURS OF 5.30 P.M. AND 7:30 A.M. NOR ON SATURDAYS, SUNDAYS AND CITY RECOGNIZED HOUDAYS. 9. NO GRADING OPERATIONS SHALL COMMENCE UNTIL A PRE -CONSTRUCTION MEETING HAS BEEN HELD ONSITE WITH THE FOLLOWING PEOPLE PRESENT: CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER. GRADING CONTRACTOR AND PERMITTEE. THE PRE -CONSTRUCTION MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALUNG (760) 633-2770. 10. 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT, BUT PRIOR TO FINAL GRADING APPROVAL AND/OR FINAL RELEASE OF SECURITY, AN "AS GRADED CERTIFICATION" SHALL BE PROVIDED STATING: "THE GRADING UNDER PERMIT 6394-0 HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED AS -GRADED PLAN 1. THIS STATEMENT SHALL BE FOLLOWED BY THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION. 12. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER HIS DIRECTION HE SHALL INSPECT AND TEST THE EXCAVATION PLACEMENT AND COMPACTION OF FILLS AND BACKFILLS AND COMPACTION OF TRENCHES. HE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WALL DETERMINE THE SUITABILITY OF ANY FILL MATERIAL UPON COMPLETION OF GRADING OPERATIONS HE SHALL STATE THAT OBSERVATIONS AND TESTS WERE MADE BY HIM OR UNDER HIS SUPERVISION AND THAT IN HIS OPINION, ALL EMBANKMENTS AND EXCAVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE. 13. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PROVIDE POSITIVE DRAINAGE AND PREVENT PONDING OF WATER. HE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL. MEASURE TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. 14. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION. ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL 1S TO BE PLACED. LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 12 INCHES AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. 15. CUT AND FILL SLOPES SHALL BE CUT AND TRIMMED TO FINISH GRADE TO PRODUCE SMOOTH SURFACE AND UNIFORM CROSS SECTION. THE SLOPES OR EXCAVATION AND EMBANKMENTS SHALL BE SHAPED, PLANTED, AND TRIMMED AS DIRECTED BY THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS AND OTHER WASTE MATTER EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH ARE UABLE TO BECOME LOOSENED SHALL BE REMOVED AND DISPOSED OF. THE TOE AND TOP OF ALL SLOPES SHALL BE ROUNDED IN ACCORDANCE WITH THE GRADING ORDINANCE. 16. ALL TREES, BRUSH, GRASS, AND OTHER OBJECTIONABLE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSED OF OFF THE SITE BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE FREE FROM UNSIGHTLY DEBRIS. APPROVAL OF LOCATION OF DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND CITY ENGINEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL. 17. THE REMOVAL OF ANY AND ALL CITY TREES SHALL BE CONSISTENT WITH THE CITY'S URBAN FOREST MANAGEMENT PROGRAM. TREES LOCATED WITHIN CITY STREET RIGHT-OF-WAY, ON CITY PROPERTY, OR WITHIN CITY EASEMENTS ARE REFERRED TO AS CITY TREES AND SHALL BE PROTECTED IN PLACE DURING CONSTRUCTION UNLESS SPECIFICALLY APPROVED OTHERWISE. NO GRADING, EXCAVATION, OR DISTURBANCE OF CITY TREE ROOT SYSTEMS SHALL OCCUR WITHIN THE CITY TREE DRIP LINE AREA (THE AREA FROM THE TRUNK OF A TREE TO THE OUTERMOST EDGE OF THE TREE CANOPY PROJECTION ON THE GROUND). IF A CITY TREE IS NOT CLEARLY LABELED TO BE REMOVED, IT MUST BE PROTECTED IN PLACE. EVEN IF APPROVED IMPROVEMENTS ARE IN CONFLICT WITH A CITY TREE, IT MUST NOT BE DISTURBED UNLESS THE PLAN IS REVISED TO ADDRESS THE TREE REMOVAL PANS FOR THE CONSTRUCTION OF ENCINITAS BEACH HOTEL ROUGH- GRADING IN THE CITY OF ENCINITAS KEY MAP LEGEND PROPERTY LINE _ _R RIGHT-OF-WAY -R/W- SHEET INDEX. OWNER'S STATEMENT FOR SWPPP PROJEC IN THE CASE IN WHICH A PROJECT PROPOSES LAND DISTURBANCE OF ONE ACRE OR MORE, AN ADDITIONAL CERTIFICATION WILL BE REQUIRED. THE OWNER/DEVELOPER SHALL EXECUTE THE STATEMENT BELOW. DEVELOPMENT OF THIS PRODUCT SHALL COMPLY 'NTH ALL THE REQUIREMENTS OF THE MOST RECENT STATE WATER RESOURCES CONTROL BOARD (SWRCB) ORDER, WASTE WATER DISCHARGE REQUIREMENTS FOR DISCHARGES OF STORMWATER RUNOFF ASSOCIATED WITH CONSTRUCTION ACTIVITY. IN ACCORDANCE WITH SAID PERMIT, A STORMWATER POLLUTION PREVENTION PLAN (SWPPP) AND A MONITORING PROGRAM PLAN SHALL BE DEVELOPED AND IMPLEMENTED CONCURRENT WITH THE COMMENCEMENT OF GRADING ACTIVITIES, AND A COMPLETE AND ACCURATE NOTICE OF INTENT (NOI) SHALL BE FILED 'NTH THE SWRCB. A COPY OF THIS PROJECT SWPPP SHALL BE FILED WITH THE CITY OF ENCINITAS; FURTHER, A COPY OF THE COMPLETED N01 FROM THE SWRCS SHOWING THE PERMIT NUMBER FOR THIS PROJECT SHALL BE FILED WITH THE CITY OF ENCINITAS WHEN RECEIVED. IN ADDITION, THE UNDERSIGNED AND SUBSEQUENT OWNER(S) OF ANY PORTION OF THE PROPERTY COVERED BY THIS GRADING PLAN NO. 6394-G AND BY SWRCB NO. R9-2015-G001 AND ANY SUBSEQUENT AMENDMENTS THERETO SHALL COMPLY WITH THE SPECIAL PROVISION AS SET FORTH IN SECTION C.7 OF SWRCB NO. R9-2015-0001. NOIOG #:lli f ?84857 _ ATURE DA ENCINITAS BEACH LAND VENTURE I,LLC I HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR MALL BE RETAINED TO SUPERVISE OVER ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THE SITE. I HEREBY AGREE TO INDEMNIFY, DEFEND, AND HOLD CITY AND CITY'S OFFICERS, OFFICIALS, EMPLOYEES, AND AGENTS HARMLESS FROM, AND AGAINST ANY AND ALL LIABILITIES, CLAIMS, DEMANDS, CAUSES OF ACTIONS, LOSSES, DAMAGES AND COSTS, INCLUDING ALL COSTS OF DEFENSE THEREOF, ARISING OUT OF, OR IN ANY MANNER CONNECTED DIRECTLY OR INDIRECTLY WITH ANY ACTS OR OMISSIONS OF OWNER OR OWNER'S AGENTS. EMPLOYEES. CONTRACTORS. A I, WjLA_* FJISP.f A REGISTERED CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON APRIL 7. 2017 AND FOR AN UPDATE ON AUGUST 2. 2017. ONE COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN THE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCORPORATED IN THE LGRADING PLANS AND SPECIFICATIONS. SIGNED: IOU.. L _ LEUCA01A WASTEWATER fW NO.: V�4a3 DISTRICT JOB #: 11574.001 PUBLIC SEWER SYSTEM APPROVAL AP VED BY: LWD DISTRICT ENGINEER LEIGHTON GROUP 3934 MURPHY CANYON ROAD, SUITE B-205 C3I692���� SAN DIEGO, CA 92123 L RCE DAIS (858) 292-8030 G �03 [2Q1ft LW. UATIL CHANGE NO. 1 DESCRIPTION I APPROVED I DATE I BENCHMARK I_FE P111i1 KEY MAP SCALE 1" = 100' NOTIFICATIONS 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS, TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, HOWEVER: THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING UTILITIES OR STRUCTURES LOCATED AT THE WORK SITE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY EXCAVATION. FOR VERIFICATION AND LOCATION OF UTILITIES AND NOTIFICATION OF COMMENCEMENT OF WORK: A. SEWERS - LOUD - (760) 753-0155 B. GAS & ELECTRIC - SDGE - (760) 438-6200 C. WATER - SAN DIEGUITO WATER DISTRICT - 1-500-227-2660 D. TELEPHONE - SBC BELL - (760) 489-3411 E. CABLE TV - COX COMMUNICATIONS-(760) 806-9809 X-2233 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT. PHONE. (760)-633-2770. 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION. PHONE: (760)633-2770. ALL WORK PERFORMED VATHOUT BENEFIT OF INSPECTION WILL BE SUBJECT TO REJECTION AND REMOVAL. LEGEND IMPROVEMENT STD. DRAWING NO, SYMBOL PROPERTY LINE - -- RIGHTQOF-WAY .. -R/W EXISI'W:CONTOUR. PROPOSECkCONTOUR. .... .......... ... �.- LIMIT OF GRADING/DAYLIGHT LINE, .... .......... - BUILDING PAD....... .... TEMPORARY EARTHEN BROW DITCH. ... MOD., SDRSD D775 SLOPE (CUT 1:1 MAX, FILL 2:1 MAX} .......................... - EARTHEN SWALE. ................ PER, DETAIL.SHEET $. _ .... - GRADE BREAK ONE .............. I . . . .1 ...... TEMPORARY SHORING. .. .................... RETAINING WALL. .................... .... ...... _ CURB INLET TYPE 'B'. ............ . .. SDRSD. 0-02 ..... - 6� STORM DRAIN CLEANOUT TYPE 'A-4' . .. $QRSD, D-09.......... STORM DRAIN (SIZE PER PLAN)....... SUMP PUMP & APPURTENANCES. .... PER NOTES 2,&1 3 ON SHEET 3 1 O-SD- PVC STORM DRAIN CLEANOUT. ............. ............ -SD--O-SD- FUTURE WATER MAIN. PER PLAN NO. 6745-1 _,N W_ FUTURE PRIVATE SEWER MAIN. PER PLAN N0. 674.5-1 _S� FINISHED GRADE ELEVATION... ..... .... _ 44p-��S- _ .�"""` EXISTING GRADE ELEVATION... F µ' FLOW LINE ELEVATION ....................... ........ 4AJ0 SHEET INDEX SHEET 1 I ....................... TITLE SHEET Q SHEET 2 .... NOTES AND DETAILS SHEETS 3-4 ....................... GRADING PLAN SHEET 5 ........................ STORM DRAIN PROFILE SHEETS 6-7 ........................ WALL PLAN & PROFILE SHEET 8 ........................ SAND PLACEMENT STAGING s HAUL ROUTE SHEET 9 .............. I......... EROSION CONTROL PLAN (ONSITE) SHEET 10 ........................ EROSION CONTROL PLAN (REACH PARKING LOT SHEETS 11-12........................ LAN95CAPE IRRIGATION PLAN SHEET 13 ........................ LANDSCAPE IRRIGATION EQUIPMENT SCHEDULE & NOTES SHEETS 14-15........................ LANDSCAPE IRRIGATION DETAILS SHEETS 16-17........................ LANDSCAPE PLANTING PLAN SHEET 18 ........................ SHORING SITE PLAN SHEETS 19-27................... SHORING PLANS AND PROFILES SHEETS 28-35....................... SHORING SECTIONS AND DETAILS SHEET'36 ......................SHORING TIEBACK SCHEDULES (TEMPORARY) SHEET 37 ........................SHORING TIEBACK SCHEDULES (PERMANENT) SHEET 3B ........................SNORING NOI SHEETS 39-40........................RETAINING WALL STRUCTURAL GENERAL NOTES SHEET 41 ................. 4.•.... RETAINING WALL PETAIL4 STEEPEST EXISTING NATURAL SLOPE ON -SITE = 1H:1V MAXIMUM VERTICAL DEPTH OF CUT = 3 MAXIMUM VERTICAL DEPTH OF FILL = 12' CUT = 75.1011 C.Y. FILL = /,800 C.Y. EXPORT = 73,300 C.Y. STATEMENT OF ENGINEER OF WORK A A THE UNDERSIGNED ENGINEER AGREES THAT THE WORK PERFORMED BY THE ENGINEER SHALL SHALL GIVE 30 DAYS NOTICE TO CITY OF ENCINITA ,CTICES OF THE ENGINEER'S COASTAL PROGRAM MANAGER. WORK ON BEACH IE WORK PERFORMED HEREIN PERMITTED UNDER CAP 6-08-110-A2 AND SHALL REQUIRED BY THE CITY OF BE LIMITED TO SEPTEMBER 15 TO FEBRUARY 2B. 'ERFORMANCE. THE ENGINEER PRIOR TO WORK ON BEACH, APPLICANT SHALL CITY OF ENCINITAS IN ITS OBTAIN BEACH ENCROACHMENT PERMIT FROM CITY f THE ENGINEER IS NOT A OF ENCINITAS. FFICIENCY OR ADEQUACY OF ELIEVE THE ENGINEER OF 61 SED THEREON. THE ENGINEER OWNER GNITAS AND ITS OFFICERS, 401 RfAtN LAMA VEIN XE I. LLC. IJURY ARISING SOLELY FROM 619 VLA OE LA VAUE 010 THE NEGLIGENT ACTS, ERRORS, OR OMISSIONS OF THE ENGINEER AND HIS/HER AGENTS OR SOLAMA EE4LN a 4207S EMPLOYEES ACTING WITHIN THE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT AND ARISING OUT OF THE WORK PERFORMED BY THE ENGINEER. SITE ADDRESS 0 S 7 ATIQUITOS LAGOON 5 E PROJECT z z NRWA w o y a N a SIGNATURE: DATE007 ENCI NORTH COAST HIGHWAY ENCINITAS, CA VICINITY MAp N.T.S. J H AYES, R.C.E 58003 HALE ENGINEERING .AND SURVEYING, INC. ASSESSOR'S PARCEL NUMBER BMP PROJECT STATUS 7910 CONVOY CT. 216-041-26-00 SAN DIEGO, CA 92111 PRIORITY STORMWATER TREATMENT FACILITIES TO BE MAINTAINED BY 858 715-1420 OFESS)p ( ) OKN. pp FeSSI O THON OWNER IN ACCORDANCE WITH "MAINTENANCE AGREEMENT FOR PRIVATE rPd F.y9 ELF LEGAL MritiasdisLI STORMWATER TREATMENT AND STORMWATER POLLUTION CONTROL PARCEL 1 OF PARCEL MAP NO. 18587 IN THE FACILITIES" _Y C58003 x' CITY OF ENCINITAS, COUNTY OF SAN DIEGO, RECORDED ON STATE OF CAUFORNIA, ACCORDING TO THE • e MAP THEREOF, RECORDED NOVEMBER 21, 2000 AS DOC. #: ;619 -O L 1708( CIVIL AS FILE NO. 2000-0635224, FILED IN THE Op SIP/ OFFICE OF THE COUNTY RECORDER OF SAN "STORMWATER MAINTENANCE AGREEMENT DEFERRED UNTIL PRECISE DIEGO COUNTY. GRADING REVIEW PLANNING AND BUILDING PARKS AND RECREATION SAN DIEGUITO WATER DISTRICT I ENCINITAS FIRE DEPARTMENT DATE: WE clrT� a anr�� Rn:aa.caNlaa:a JOHNA HAYES E•. '� 11 9- 711 ` ATE SIGN DATE 0I DATE SIGN DATE NEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. ROVED: TITLE SHEET FOR: ENCINITAS BEACH HOTEL t 6394-G R EL z ROUGH GRADING DALE PLANNING CASE N0: TPM-89-014 APN. 216-041 26 SHFFT 4 OF 4E EROSION CONTROL 1. IN CASE EMERGENCY WORK IS REWIRED, CONTACT W1WAM DODDS AT (760) 633-2840, 24 HOURS A DAY 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON (OCTOBER 1 TO APRIL 15). ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE ON 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONIROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REWIRED BY THE CITY ENGINEER DUE TO AN INCOMPLETE GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS THAT ARE UNSAFE OR ARE POTENTIALLY UNSAFE. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. B. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BEE REMOVED AFTER EACH RAINFALL. 1. FOR STORM WATER POLLUTION CONTROL PURPOSES, ALL RUNOFF FROM ALL IMPERVIOUS SURFACES INCLUDING ROOF DRAINS SHALL DISCHARGE ONTO GRASS AND LANDSCAPE AREAS PRIOR TO COLLECTION AND DISCHARGE ONTO THE STREET AND/OR INTO THE PUBLIC STORM DRAIN SYSTEM. 2. GRASS AND LANDSCAPE AREAS DESIGNATED FOR STORM WATER POLLUTION CONTROL SHALL NOT BE MODIFIED WITHOUT A PERMIT FROM THE CITY. 3. ALL IMPERVIOUS AREAS WITHIN THE SITE SHALL DRAIN TO APPROVED BMP/IMP FACILITIES AND/OR TO TURF OR LANDSCAPED AREAS WITH ADEQUATE GROUNDCOVER PRIOR TO DISCHARGE FROM THE SITE. ALL IMPERVIOUS AREAS MUST SLOPE TOWARD THE APPROVED BMP/IMP FACIUTY AND/OR THE TURF/LANDSCAPED AREAS. 4. NO DRAINS SHALL BE INSTALLED IN HARDSCAPE, DRIVEWAYS, OR ANY OTHER IMPERVIOUS AREA UNLESS THE FLOW FROM THE DRAIN DISCHARGES TO AN ADEQUATE IMP/BMP. 5. DRIVEWAYS SHALL HAVE A MINIMUM 2% CROSS SLOPE TOWARD THE IMP/BMP AREA OR HAVE ANOTHER APPROVED DRAINAGE SYSTEM THAT IS DESIGNED TO COLLECT RUNOFF AND DISCHARGE IT TO AN ADEQUATE IMP/BMP. 6. ALL STORMWATER IMP/BMP FACILITIES SHOWN HEREON SHALL NOT BE MODIFIED OR ALTERED WITHOUT A PERMIT FROM THE CITY. 7. THE INSTALLATION OF ADDITIONAL IMPERVIOUS SURFACES NOT SHOWN ON THIS PLAN MAY REQUIRE THAT THIS PLAN BE REMSED OR THAT A SEPARATE ENGINEERING PERMIT BE OBTAINED. 8. ALL EXISTING AND PROPOSED TRASH ENCLOSURES SHALL BE FITTED TO COMPLY WITH STORM WATER BEST MANAGEMENT PRACTICE REQUIREMENTS. 1HE TRASH ENCLOSURES SHALL HAVE AN IMPERVIOUS, NON-COMBUSTIBLE ROOF THAT WILL NOT ALLOW RAIN WATER TO ENTER THE ENCLOSURE. THE ENCLOSURE SHALL BE LOCKABLE AND LOCKED WHEN NOT IN USE. A BERM SHALL BE INSTALLED AT ALL OPENINGS TO HOLD IN ANY LIQUIDS THAT ESCAPE FROM THE DUMPSTER AND TO PREVENT ANY FLOW OF STORM WATER THROUGH THE TRASH ENCLOSURE AREA. THE BERM CAN BE CONSTRUCTED WADE AND FLAT TO ALLOW ROWNG OF THE DUMPSTER IN AND OUT. THE ENCLOSURE SHALL BE SELF CONTAINED OR MAY HAVE A DRAIN THAT DISCHARGES THROUGH AN ADEQUATELY SIZED OL/ GREASE SEPARATOR AND IS THEN FILTERED THROUGH A CITY -APPROVED HYDROCARBON FILTER AND DISCHARGED INTO THE PUBLIC SANITARY SEWER SYSTEM, NOT TO PLANTERS OR THE STORM DRAIN SYSTEM. A SEPARATE BUILDING PERMIT MAY BE REQUIRED FOR THIS STRUCTURE. SO�A�PO��ION COOL B�NO�S��TOCO�OL B�NO�S��TO CONSTRUCTION ACTIVITIES ACTIVITIES AN ADEQUATELY SIZED CONCRETE WASHOUT AREA TO THE SIGN CONRMUL710N = ACCM A STABIUZED CONSTRUCTION SITE ACCESS SHALL BE PROVIDED FOR VEHICLES EGRESS AND INGRESS TO PREVENT TRACKING DIRT OFF SITE. THIS SHALL INCLUDE USING MATERIAL SUCH AS 3" CRUSHED ROCK AND/OR CORRUGATED STEEL PANELS/PLATES. coRsrBucmm vmcm A SPECIFIC AREA AWAY FROM GUTTERS AND STORM DRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, AND ROUTINE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. STORMWATER POLLUTION CONTROL BMP NOTES RELAT CONSTRUCTION ACTIVITIES. CONT. WAM MAIUOE MM CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. MUST BE TAKEN TO AN APPROPRIATE LANDFILL OR DISPOSED OF AS HAZARDOUS WASTE. FOR INFORMATION ON DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE HOTLINE TOLL FREE AT (800) 714-1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTMS CALL EDCO AT (760) 436-4151. POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES PLACE TRASH CANS AND RECYCLING RECEPTACLES AROUND THE SITE. PORTABLE TOILETS MUST BE IN GOOD WORKING ORDER AND CHECKED FREQUENTLY FOR LEAKS CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT AND LOCATE PORTABLE TOILETS AWAY FROM STORMDRAIN INLETS ON PERVIOUS SURFACES. ALL CONSTRUCTION DEBRIS SHALL BE KEPT AWAY FROM THE STREET, GUTTER, AND STORMDRAIN. CONTRACTOR MUST ROUTINELY CHECK AND CLEAN UP MATERIAL THAT MAY HAVE TRAVELED AWAY FROM CONSTRUCTION SITE FOR MORE INFORMATION ON STORMWATER POLLUTION CONTROL MEASURES AND REQUIREMENTS PLEASE CONTACT THE ENGINEERING DEPARTMENT, CITY OF ENCINITAS AT (760) 633-2770. SAN DIEGUITO WATER DISTRICT NOTES FOR GRADING PLAN 1. WATER MAINS, LATERALS AND APPURTENANCES SHALL BE CONSTRUCTED ACCORDING TO THE STANDARD SPECIFICATIONS OF THE CURRENT WATER AGENCIES' STANDARDS COMMITTEE (WASC). 2 REVIEW OF THIS PLAN BY SAN DIEGUITO WATER DISTRICT DOES NOT CONSTITUTE REPRESENTATION AS TO THE ACCURACY OF, THE LOCATION OF. OR THE EXISTENCE OR NON-EXISTENCE OF, ANY UNDERGROUND UTILITY, PIPE OR STRUCTURE WITHIN THE UMITS OF THIS PROJECT. 3. ALL EXISTING FACIUTIES, WHICH MAY AFFECT FINAL DESIGN, I.E., UNE CROSSING, UNE PARALLELING OR PROPOSED CONNECTION SHALL BE FIELD VERIFIED. ALL EXISTING OR PROPOSED UTILITY CROSSING WITHIN 10 FEET OF PROPOSED WATER MAINS SHALL BE SHOWN ON IMPROVEMENT PLANS. ELECTRICAL AND SEWER TO CROSS UNDER WATER MAINS UNLESS GIVEN WRITTEN PERMISSION BY SAN DIEGUITO WATER DISTRICT. 4. CONTRACTOR AND OWNER ARE RESPONSIBLE TO RELOCATE AND/OR ADJUST TO GRADE ANY EXISTING WATER FACILITY (FIRE HYDRANT, METERS, VALVES, VALVE BOXES, ETC.) WHICH IS AFFECTED BY THEIR PROJECT. ALL AFFECTED WATER FACIUTIES MUST MEET CURRENT WATER AGENCIES' STANDARDS COMMITTEE (WASC) STANDARDS. IF FACILITIES DO NOT MEET STANDARDS, THEN THEY SHALL BE UPGRADED TO CURRENT STANDARDS AT THE OWNER'S EXPENSE 5. UTILITIES TO MAINTAIN MINIMUM 5-FOOT SEPARATION WHEN PARALLEUNG WATER SERVICES. 6. MINIMUM HORIZONTAL SEPARATION OF 10-FEET REWIRED BETWEEN FIRE HYDRANTS AND SAN DIEGO GAS AND ELECTRIC VAULTS. 7. ALL WATER SERVICES TO BE CONSTRUCTED CLEAR OF DRIVEWAYS AND ALL OTHER TRAVELED WAYS. WATER METERS MUST BE IN FRONT OF THE PARCEL THEY ARE SERMNG. B. CALIFORNIA STATE LAW ASSEMBLY BILL AB-1953 IS REWIRING THAT NO -LEAD BRASS BE USED IN THE CONSTRUCTION OR REPAIR OF ALL POTABLE WATER SYSTEM EFFECT JANUARY 1, 2010. IN COMPLIANCE WITH THIS LAW, THE DISTRICT SHALL REQUIRE ALL MATERIALS TO BE NO -LEAD BRASS PARTS. 9. ALL COPPER TUBING USED FOR AIR RELEASES, BLOW OFFS, AND SERVICES SHALL BE PROVIDED WITH CATHODIC PROTECTION IN ACCORDANCE WITH WC-17 OR WC-18. 4' 0.5' MIN. LRUNUr UUNIK� MU„ oL rnu.iuw.� , LRVN.L �KrAA w. ,LurLU aU�A�L° L�u�, BALL o EARTHEN SWALE DETAIL PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. (SEE SHEET 3 AND 4) NO EXCAVATION AND GRADING ACTIVITIES ARE ALLOWED DURING WET WEATHER. NOT TO SCALE DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES. REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. 55' COASTAL BLUFF SETBACK TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY EX EX FENCE TO PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST-GROWING REMOVED ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. 11 ll PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE SETBACK CONTOUR ANFTER R GHD COMPLETE. AS SHOWN ON SIR 3� GRADING WATER USAGE FOR DUST CONTROL SHALL BE MINIMIZED. E%. GROUND FG=64'i J - / STORAGNTAINEd L BE C STORED MATERIALS SHALL CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. STORED AT�LS SHALL FUTURE WAIER-r H SHALL STORE THESE PRODUCTS WHERE THEY MILL STAY DRY OUT AT THE RAIN. CONTRACTOR PER DWG 6745-1 /q SHALL PROVIDE ELIMINATE OR REDUCE POLLUTION SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED OMAY J OF STORMWATER FROM STOCKPILES KEPT I SE SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, EXIST. SD TO BE CONCRETE, RE . S ASPHALT CONFRERE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED FIELD VERIFIED FIELD STORMWATER FLOWS AND STORM DRAIN INLETS STOCKPILES SHALL BE COVERED PROTECTED NTH SOIL J/ O STABNZATION MEASURES AND FRONDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT PROPOSED STORM DRAIN ALL TIMES. SEE SHEETS 3 & 5 2RARTRTG CONTRACTORS' EMPLOYEES WHO PERFORM CONSTRUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED TO BE SECTION A FAMILIAR WITH THE CITY OF ENCINITAS STORMWATER POLLUTION CONTROL REQUIREMENTS. THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE, THE PROPERTY OWNERS) AND THE PRIME CONTRACTOR (SEE SHEET 3) MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILITIES. NOT TO SCALE CABLE VEHICUL BARRIER SEE LAN FS FIRE ACCESS ROAD PLANS DETAILS 6" RETAINING WALL SEE SHEET 24" HOPE STORM E WATER 60' MIN' EXIST. GROUND I! ELEV II IiI SHORING WALL-1 GRATES PER RSD D-13 AND ° MOD. TRIPLE TYPE "G-3" INLET - 1 I=I (I SHOT (FRAME ANCHORS STRUCTURE PER RSD D-08 (WIDTH = II=III= SHORTENED TO 4") •', I I 2'D, 4') (GRATE ELEV. 41.33) - -I 3 -5" III=I #4 TOTAL 4 I=III- 10° x4o®,2 12'x4B" INLET O 3.5' FROM BOTTOM (FL ELEV. 39.50) �= -� I -- 12 #7 BEND DOWN III. 5" DIA. HOLE O 2.25' FROM TYPICAL 4.0' e" INTO WALL - BOTTOM (FL ELEV. 38.25) REINFORCING PER RSD D-08 INSTALL 3" OF 3/4" CLEAN I n 5" DIA. HOLE III ,H CRUSHED ROC( OVER FILTER N FABRIC PVC PERF. PIPE ELEV. III' t Cr 3" DIM.ORIFICE IN ELEV. 33.50 W/ CAP 3" ORIFICE PLATEPLATE. SEE DETAIL BELOW SEE DETAIBELOW�FL ELEV. 32.75�LINVERT ELEV. 32.25 INSTALLMIRAFI 140 FILTER { _1_T}• ,] - 2.0 FABRIC OR APPROVED �- I• s ' • "I ' p I I ELEV. 32.08 6 oDIA. LOW ROW PVC PERF. EQUIV. OVER DRAINAGE L°� A - J I I TELEV. °31.25 , PIPE (R ELEV. 32.75) , STONE. OVER LAP ALL �v -/ - SEAMS A MINIMUM OF 1.0' -- tLEV. 30.25 • BOTTOM OR ROUGH i- 7 1vO GRADE BASIN 44 'DRAINAGE STONE ASRM TOP ELEV. 27.0 #57 OPEN GRADED „ = I ° :' li 'C Q4 O 12" TOP AND vLwt_,1��tJ STONE OR EQUAL) _{ _. WAYS ,L� III- -- - -- I- - _ -, II i I� II I I L- BOTTOM BOTH WA - "--I..I-I III .-I1 - 11 .till _ l- 90 REMOVE EXISTING TOP 8 OF SOIL (I -I T J I --- AFTER ROUGH GRADE OPERATIONS '- BOTTOM GRAVEL LAYER ELEVATION 1 ELEV. 26.50 NO SCALE ELEV 1 ELASTOMERIC SEALANT AROUND PERIMETER OF� PLATE 1/4" THICK ALUMINUM PLATE WITH 3" ORIFICE 1. DURING ROUGH GRADING OPERATIONS, THE HYDROMODIFICATION BASIN SHALL BE CONSTRUCTED IN THE DESILTING CONFIGURATION SHOWN ON THE DETAIL ABOVE. AFTER THE SITE HAS BEEN LANDSCAPED AND EROSION IS FULLY STABIUZED, THE BASIN SHALL BE RE -CONFIGURED 12" INTO A BIOFILTRATION BASIN AS DETAILED ON THE PRECISE GRADING PLANS. I 2. SPECIAL INSPECTION OF ALL POST CONSTRUCTION DESILTING AND 810FILTRATION BASINS BY THE ENGINEER OF RECORD OR ANOTHER 2" O LICENSED CIVIL ENGINEER IS REQUIRED AT THE FOLLOWING STAGES. PROGRESS PICTURES OF THE BASIN CONSTRUCTION SHALL BE TAKEN AND PROVIDED TO THE CITY AT THE FOLLOWING STAGES: 6" ORIFICE IN BOX 1. BASIN EXCAVATION • BEHIND PLATE \ 2. PLACEMENT OF PERFORATED PIPE, RISER PIPE, OUTLET PIPE, HARP ORIFICE, ETC, 3. PLACEMENT OF DRAINAGE STONE LAYER • 3" ORIFICE IN / 4. PLACEMENT OF ENGINEERED SOIL LAYER •• PLATE / 5. FINAL BASIN GRADING .• 2° - 6. FINAL COMPLETED BASIN WITH VEGETATION ESTABLISHED •• 2" • WORK PERFORMED DURING ROUGH GRADING IPRAP •• WORK PERFORMED AFTER SITE IS LANDSCAPED AND SITE EROSION IS FULLY STABILIZED PER THE PRECISE GRADING PLANS. / -_--- - -- PROP. RETAINING "- WALL SEE SHT. 6 EX. CROUND� . FINISH GROUND AFTER ROUGH GRADING / FC=45.0'4 FUTURE WATER PER DWG 6745-1 PROPOSED STORM DRAIN SEE 0.0FFbg '- SHEETS 3 & 5 f�6 SEX. FENCE TO BE REMOVED �RNISH GROUND AFTER ROUGH GRADING SHORING HEIGHTS AND !� EMBEDMENT DEPTHS PER SHEETS 19-27 FINISH GROUND AFTER ROUGH GRADING FG=45.0'f N A SECTION B (SEE SHEET 3) .ova °ry1 a"3N NOT TO SCALE Of CI.VF� SCALE A349UILT PLANS PREPARED UNDER SUPERVISION OF HORIZONTAL: NIA �y�-- r �B !/""�'./>� e- k 1/7/21 DATE IL�.T//R CLINTON E. HALE DATE VERTICAL VA R.C.E. NO.: 5B007 am S 1NRJK 4In121 MARK L. HENNING INCPFOr - EXP.: 06/30/20 FINISH GROUND AFTER ROUGH GRADING CENTERUNE OF TEMP. _ EARTHEN DITCH EX. FENCE / a e a < -:p 12" 3" ° 4 SECTION A -A 4" X 1/4" DIA. GALVANIZED-V BOLT EMBEDDED INTO BOX CONCRETE (TYP) ORIFICE PLATE DETAIL NO SCALE FINISH GROUND AFTER ROUGH GRADING / y�7F9 FG=45AY± EX. GROUND FUTURE WATER Iy 1/ PER DWG 6745-1 JPROPOSED STORM DRAIN SEE FUTURE PRIVATE SEWER SHEETS 4 & 5 PER DWG 6745-1 SECTION C (SEE SHEET 4) NOT TO SCALE X FINISH GROUND AFTER ROUGH GRADING FG=46.0'4 PROTECT IN PLACE EXISTING FENCE IV -�R/rI7 TING GROUND SHORING HEIGHTS AND EMBEDMENT DEPTHS PER SHEETS 19-27 SECTION D (SEE SHEET 4) NOT TO SCALE DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT APPROV D-/ NOTES AND DETAILS FOR: - ENCINITAS BEACH RESORT ED,WtWMMER ROUGH GRADING DATE v PLANNING CASE NO: TPM-89-014 APN: 216-041-26 DRAWING NO. 6394-G o� n IN' NIx lli l IIN N, IN.IN 1i. �n 1. 1 _- Y/J i - \ `�l-p��, I \ .. >• CONSTRUCTION NOTES ! ; I I ` \'l - \� : �. 14.5 --- Ot INSTALL BROOKS PRODUCTS INC. 3636 CB W/ _ j1�11 lltll \ti 0 ? -� 1' 1 / .- ��" �'\\ ~�,�\> 3636 E12 EXTENSION. 3636 836 BOTTOM, @ , Ilq, Al 1 \Q� hr 7/ 7 I \ // t// �-- `\ \ ��\\\�\� - // \ % STEEL TRAFFIC GRATE OR APPROVED EQUAL 1, i ` ` 11 \ \\\ \/// '1% 1,' / - t. ��\' f r ' Y � l�Ill�l �A >>,� 1 �i ..' III ii / - 15 8 06 P A P _ / !r ! _ U D TED UBLC ® / y�l 1\ r")� 1 + 4. EMERGENCY ACCESS x15.3 REMOVE EXISTING AC PAVEMENT AND AC BERM .I 1\1�V V111 1 /il �j �� 'I EASEMENT LAYOUT r l NNNN1� {� I'' r/ 7 -�. TYPE A-4 SDCO-, I r r I NI '� �1AIA��I �(I ,/- '� / ��� PER SDRSD D-9 PVOLfL EMiLH cV 'CIS / 3 REMOVE EXISTING 22' LONG WOOD RETAINING WALL \ 11 1j1� II ll 1 - r �' 6 -� `� V AUES5 EbMT. F0 E �, \,, ���i�4,i 1fYPE A-4 3DC0 �SO• SEEANING GALL 1 [YG.AM�tMT. Aw>D erI'»`i4 APN 21B<Q`I�., a� 4O REMOVE EXISTING PVC PIPE INLET, END CAP, AND 7 AdeLOVAL LeV.ME6N PVC PIPE. 1, PER SDRSD Doec. aeN.ee>N>41 ew ,-> A \� "-`� ",��.'��..,.-,.:"'T�� I •. OS PROTECT IN PLACE EXISTING GRATE INLET ,3/7 yE/ 5 VERTICAL PUBLIC ACCESS EASEMENT g © PROTECT IN PLACE EXISTING STORM DRAIN \\� 8 PER DOD. N0. 2000-0615532 REG \��\`\ �•-�. =_ O INSTALL SHORING PER SHORING PLANS (SEE /SETBACK CIXH 1 \ ry _ SHEETS 18-38) i EXISTING SO C EANOUT AND S_ TEMPORA THEN © REMOVE EXISTING FENCING x?b STORM DRAIN PI TO REMAIN 1 p II 4i� BROW DITCH �� --� J =TIN O9 INSTALL EARTHEN SWALE PER DETAIL SHEET 2 1'{ `1 1 1 F 0 7 N 6•Q `_'� 8" I 11 62.00. 14+74.73 - - l `� Sx a5.. TYPE A 4 SOCO NOTES + FB 60 F 4 �PER_SDRSD D-9 UTURE WA PER £ 6 m [s DWG No 6745 I:. -_ 1. DEWATERING OF THE SITE SHALL BE THE RESPONSIBILITY OF + " \ p FIRE ACCESS 185 ENT PQt _ THE GRADING CONTRACTOR. CONTRACTOR SHALL PROVIDE, I FIRE ACCESS EASEMENT PER 1 , v F 53.D0 W \! a PARCEL MAP 18587 - -- 1T•O INSTALL AND MAINTAIN COMMERCIAL SUMP PUMPS i0 THE `, PARCEL MAP 18587 STORM RAIN LINE 'A SEE 04r _ - SATISFACTION OF THE CITY INSPECTOR AND/OR CITY ENGINEER, PACIFIC OCEAN I SHEET 5 OR PROFILE ALL SURFACE RUNOFF COLLECTED IN THE CATCH SHALL BE NO STRUCTURES \ 1 f� W N77�� PUMPED OUT AND DISCHARGED INTO THE CONCRETE LINE DITCH, F PERMITTED IN 5 1```��1 1 1 , 7 - - z6 OS'µ, CONSTRUCTED PER THESE PLANS. SETBACK ZONE ` 1' \ /- ' \ 14+34 97 lz. � 2, MIN. 10 GPM DUAL PUMPS LITTLE GIANT SUBMERSIBLE UTILITY ` FS 54.88 ��+•�, 1 1 W N76' SUMP PUMP MODEL NO. 5MSP-18 OR APPROVED EQUAL TO BE \ I NTURE WATE PER-✓- 1� \1 i11 'PETT`$ _ .; W -- _- W W W B r DWG N0. 45-I ,� FL 45.04 m -� USED. o � F 4 q L4 � I4Y. - SETBACK CONTOUR 6 55' 3. SLOPES SHALL BE ROUNDED AND BLENDED IN COMPUANCE WITH BLUE - J SECTION 23.24.490 OF THE MUNICIPAL CODE. I CO �.. TAL 1 \ 7 _ �.� 5 4. ALL SLOPES STEEPER THAN 2:1 ARE TEMPORARY I-3� OPEN SPACE EASEMENT I ul f a i1 l al \ STORM DRAIN U 'A' C7 3}99 CONSTRUCTION SLOPES ONLY. PER DOC. NO. 2015-0410851 rl 9 + SEE SHEEP 5 FOR P FILE - - _ REC. 08-04-2015 1 -� 11 2 L .�, 'r' 2:7 R-28 \osx PRIVATE STORM DRAIN DATA TABLE LENGTH BEARING/DELTA RADIUS DESCRIPTION SD LINE 141.90' 33*52335" 240.00' 18" HOPE PVT SD* SO LINE A 47.66' 9-13'29" 296,00' 18° HDPE PVT SD* SO LINE A rL6 36.09' N74'42'58"W - 18" HDPE PVT SD• SO UNE A 35.77' N48'58'39"W - 18" HDPE PVT SD* SO UNE A 25.08' N62'33'45"W - 18" HDPE PVT SD* SO LINE A L7 13.66' N5370'16"W - 18" HDPE PVT SD* SO LINE A LB 25.34' S38-29.26"W - 18" HDPE PVT SD* SO LINE A L9 113.72' S12-10'47"E - 18" HDPE PVT SD* SD LINE A L10 137.63' S9'46'06"E - I HDPE PVT SD* SD UNE A L71 10.85' S89'40'00"E - 10" HDPE PVT SD* SO LINE A S T10N A_A 1 e 4 �$ x 69,f TYPE A-4 SDCO. 17+30.82 ... 1 b 46 50 TYPE A SDCO �/ BUILDING PAD `PER SDRSD- 9 - r , PER SDRSD D-9 \ \ \ I1 1 Fc 62.00 ADJUSTED FIRE UJS 45.25 W J 'FG 45.25 ACCESS ROAD LAYOUT pl PER CERT. OF m x 53.3 LATERAL PUBLIC ACCESS EASEMENT 1 1 TEMPORARY i p 9� V ) I (IOD) PER DOC. NO. 2000-0615533 R 63.9) 1� 1 CORRECTION I REC. 11-73-20 5 1 \ DOG 2002/19 60 , CONSTRUCTION $LOPE a TEMPORARY 3' PVC J I STORM DRAIN BUILDING PAD REC o4102/19 1 GR 43 67 ' o INV 38.66 0�/ 0.647. SEE NOTES 1&2 SETBACK CONTOUR FS 64,4 FL 43,76IN 1 1 ® ° 1SDGBE EASEMENT PER m DOC. NO. 2001-0170141 \'� 7 1 .�i 6 r N ��, REC. MARCH 23 2001 7 CIS 45.21 - - NO STRUCTURES 1, 64,6 1 1 V ✓b�'�xarPxcl a e! ' _ iii,..��444�" N89' 23' �8"W PERMITTED �-AVA GR (642 1 A '� �%�� - FG 64.00 *HDPE PER AASHTO M252 @ M294 WITH WATER TIGHT JOINTS 10.16' I SETBACK ONE `� ` , i ��° _ k \% FO \ + 1 V A a 7 FG 64.00 2 I1 \ F 1 APN 216-041-26 / \ / i I. WATER EASEMENT PER 6 FG 64.00", I.1 FG 6400 TEMPORARY . DOC. 2019-0010430 4 - CONSTRUCTION SLOPE DATED 01/10/2019 _1j` GR (63.3 , v �' �• PROPERTY BOUNDARY I 5 STORM DRAIN UNE A t >, \ FG 64,00SEE SKEET { y1 1 F OR � 7 ACING OAYLIGHT� 2p3�W�PROTECT IN PLACE 113.4 s VI -�� �Sj2' 02 EXIST. FENCE° n N 5 I ` �Ia 6 •ro, A� - 10' LWO EASEMENT REC FG 76.46 xr- 9` �Iz �. 1 � 10-n-72 AS FILE NO - SEA BLUFF ILLAGE \ � - FIRE ACCESS EASEME ` 4 11 ' 273003. O.R. \ L MAP NO. r7274 .� '_ / I` PROTECTIN PLACE PARCEL MAP 18587 > I y % STORM DRAIN UNE A EXIST. SITE WALL ' APN 254 430-05-00 STUB AND CAP SEE SHEET 5- FG 64.00 -'✓i FOR PROFILE m OR 62. 1 EXISTING PUBLIC PATHWAY A D ( g r BEACH ACCESS EASEMENT PE I I L11 J DOC. NO. 2000-0299890 F REC JUNE 7, 2000 79.27 _ 14+ 2.45 m TYPE A-4 SDCO FG 85.34 N89' 25' 04"W % i� I PER SDRSD D 9 F 7 -� FG 78.75 /i i "' PRO ECT IN PLAq i y r'v 6T 6'` 3�,.J1 I A l '.. % EXIS� SITE WALL \. i 4 1 I I ORcp \ i I i OFF -SITE EASEMENT \ x\ r e II 5 t I 1 r j TO SDWD PER i y i G' ;mr v %OFC'Oe 5EA BLUFF VILLAGEDOC. 2019-0009082YMAP NO. 7274 A s DATED 01/09/2019- APN 254-430-05-00 a ® ow200 20 40 60oit PLAN VIEW N� SCALE I" = 20' oN SCALE 1" = 20 a ,: N z CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS -BUILT ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. zoo i I� GRADING PLAN FOR: W p i0 NEW SHEET /-saa DESa6Pnak PT NO 22 STA CLSB-022 PER Ros 172n r ��® PLANS PREPARED UNDER SUPERVISION OF RECREC-�y� �I Y APPROVED: w>_ AS BUILT SR/l7 1-11-21 LOCATION: N. 2° IRON PIPE AND DISK IN AC-- G-/7�,.CL� 1/7/21 DATE: li/s/(B e' %� ♦ ENCINITAS BEACH RESORT ip^ HORIZONTAL: 1•=20' �+^-' /J /I > ^ PATH. NORTH SIDE OF LA COSTA AVE. AT DATE -- - W N'w� 6394-G o WLCAN AVENUE 13' OFF SHOULDER CLINTON E. HALE - R.C.E. NO.: 58007 STE NOWAK EDWA MME ROUGH GRADING w o o VERTICAL: N/A /. RECORD FROM: SAN DIEGO COUNTY $Rlv 1-11-21 13 Mf 1 wo ELEVATION: 62.949 DATUM: y VD 88 SENIO ENGINEER ARK L. HENNING EXP.: 06/30/20 DATE DATE PLANNING CASE NO: TPM-89-014 APN: 216-041-26 SHEET 3 OF 41 AS BUILT AA+V ` SEE EASEMENT TO CITY OF ENCINITAS PER\,`( \.. DOG. 7.ON-e0i 11 /\ C RUCTION NOTES \ RECORDED. �. AND EMRAGREEMENT PER 2� REMOVE NG AC PAVEMENT AND AC B '' v � L'( Y V 11 10+11.21 A - V DOC 1 -oOi 3W \ v A ` \ A, - - TYPE A 4 SOCO REC. 4 REMOVE E%ISTIN PIPE INLET, END C AND V w',�r _ SDRS[I D-9 STORM DRAIN UNE C SEE v PVC PIPE. '3•J, V !� ' SHEET 5 FOR PROFILE �� N47' 43 25"E N43' 00' SSW �5 REMOVE EXISTING GRATED �, A • , ,.�� �.- A V �\ �•, i a o+7a.1z� 94a' 1aDT 0 6 PROTECT IN PLACE EXISTING STOR IN TYPE A-4 SDCO SORSD D a 7O INSTALL SHORING PER SHORING PLANS / b�' STORM DRAIN UNE IL SEE q, 5 r \ 1 SHEETS 18-38) -!' �� :1 _ f`�\ SHEET 5 FOR PROFILE O8 REMOVE EXISTING FENCING r �' V"y / A 1' CURB NLET L=9 ,' �• six `��+2200 \ \ I- \ \ ti \\�^ FUTURE R/W O2 MOD. TRIPLE TYPE 'G-8 INLET .\ \J ' 9 INSTALL EARTHEN SWALE PER DETAIL SHEET 2 \ .PER SDRSD D 7 (TYP) 4 y' c. A STRUC7U pER R D-LIB q -GT FIRE ACCESS EASEMENT PER \ / 10 EXISTING POWER POLES TO BE REMOVED BY OTHERS '1 `.. PARCEL MAP 18587 it REMOVE EXISTING JUNCTION STRUCTURE AND REPLACE WITH A 4 CLEANOUT CONNECT EXISTING S.D. TO THE N.W., N.E., AND THE NEW S.D. TO THE I S.E. EXISTING S.D. TO S.E. TO BE ABANDONED SOUTH CARLSBAv, ST E BEACH fi' i/ 7 EG 46.27) \ 12 CONSTRUCT MODIFIED TRIPLE TYPE SIN INLET STRUCTURE 6 PERF. PIPE �', PER FILTER D-ED AND HYDROMOD BASIN PER DETAIL SHEET 2. FILTER MEDIA AND ROCK SHALL NOT BE PLACED UNTIL OPE AC SE NT (IOD) PER ACCEPTED NO. AFTER SITE HAS BEEN STABILIZED. THE BASIN BOTTOM _ � �i• � �, ' SHALL BE LEFT 6" HIGH DURING GRADING OPERATIONS AND 2000 155 1 R 11 13-2000 ACCEPTED - e PER g20 041 1 ON OB/04/2015 REMOVED PRIOR TO INSTALLATION OF FILTER AND ROCK. � � �QEg' fk � � �\- \ � \ .J• CITY OF CARLSBAD NOTES APN 216-041-25-00 STATE ti PEAAATF /- �5�`' P5 - 6" PVC NIH CAP f oA \ ( !� 1, SLOPES SHALL 3. ROUNDED AND BLENDED IN COMPLIANCE / OE.Qp'C .E WITH CAP `7' i c �i WITH SECTION 23.24.490 OF THE MUNICIPAL CODE ij i � e 2. ALL SLOPES STEEPER THAN 2:1 ARE TEMPORARY CONSTRUCTION SLOPES ONLY. ` j „ H' ` FUTURE STREET l� Y / IMPROVEMENTS PER y -yE � �. DWG N0. 6189-I �+ / PRIVATE STORM DRAIN DATA TABLE LENGTH BEARING.NELTA RADIUS DESCRIPTION SO LINE L1 54.19' S46'4592"W - 24" HDPE PVT SD" SO UNE A L2 68.5S S7013331W - 24" HDPE PVT SD# SD UNE A L3 99.19, S70033'33"W - 18" HOPE PVT SD* SO UNE A L12 24.91' S55'5633"E - 24" HOPE PVT SD• SO UNE B L13 58.91' S4758510E - 2e RCP PVT SD'• SD UNE C L14 42.38' S4355'56"E - 2e ROP PVT SOS SO LINE C L15 1 66.36' S31-45.38RE - 18" HOPE PVT so* SO UNE D / Q.'! p0 ; x 7 - r V rI •� .� 3EE ENLAeALNMENf MA1:MfENAMCE AND ^I , S ``I � 1 REMOVAL C."Gm Amf!OE ALL AA1-VATE AWING WALL 4 rl . / Y 'i /'. S A \y` rMAAOVEMENf5 SW AV66SC A/4i (( SEE SHEET 7 EXISTI TO REMAIN. ; h �, `i "` \\O ANCE REC.110l4 AS DOG.?01'1-0010377 l i 8 r/N0 •i ` FUTURE PVT.7 SEWER .r / ..- ALLOWED PER DWG NO 6745-I P RAP 7 - y� STORM DRAIN UNE A y�'_ ='SEE SHEET 5 FOR PROFILE - - �9 _ (FG 80. 81) TEMPORARY FIRE ACCESS 2\9i0 i `i r ✓ p r ,' Xi %i�i, r / p+- '\ -IQOAD AND CONSTRUCTION 6hp0 50pf RETAINING WALL 2,CgS&.' FG St7i ENTRANCE?.., \ SEE SHEET 6 _ /" ,i .� r Qr.��S 52 - S. ' � .. �S FUTURE WATER PER ��l 1\t SDRSD D- `' •Cs' 0 'HDPE PER AASHTO M252 k M294 W17}i WATER TIGHT JOINTS ,L80�iyh0 ���J�� � � ��_ _ ?a **USE WATER TIGHT JOINTS �y9 a'S VA h� ' S- TEMPORA THEN / 'M//' A i .t6' BRZ W DITCH 01 PEo ER Sos sD FG 5458 10 FUTURE STREET ! 7/� _ X.- -DER SIXiSU D 9 �` IMPROVEMENTS PER _ — 7 \ l l \ .DWG NO. 6169-1 - � FIRE ACCESS EASEMENT `� = S i1+ - PER PARCEL MAP 18587 -.: TEMP _ SLOPE - - \ k j W _ STORM DRAIN LNE D 158ID W i - BUILDING PAD SEE SHEET 5 FOR PROFILE- ( � -r C� 1 TEMPORARY CONSTRUCTION TI \ SO =-- -- WTH P 0 STUB SLOPE RIGHT-OF-WAY DE ATION _ � vnTH CAP a LOzPER CONNECT PROP. PINW� !.I } �))�VA. - REC.00O� TEMPORARY 3" -LINE TO PROP. 'A-4' CO PVC STORM DRAIN >r 12+48.97 �N ">k I W rPE A-4 soco TEMPORARY CONSTRUCTION 1� .PER SORSO D-9 q ,.-. _ SLOPE GRADING DAYLIGHT \/) ��-�` Tn � J 1 ' / ;mow'`' �` ` � C� LATERAL SEWER V 1 - BUILDING PAD 0.5X_ -��� - ) ` TEMPORARY 3" I l PORARY CONSTRUCTION PVC STORM DRAIN (� f ' - ` -v--� ®.� RA PER D \ v\per J / NO 6745 I u W w TEMPORARY �6 ^!—- / /,/ APN'216 041 26 n ' ; CONSTWCT04 SLOPE CITY OF ENCINITAS FUTURE STREET �V v 'i% - IMPROVEMENTS PER G. 6 Uy DING DAYLIGHT—�FG 5458✓ \ \ 1.00 \ 189-I — _! FG 5458 — 20 0 20 40 N89 23 OB W - \ GRADING DAYLIGHT - 7 7 i. TEMPORARY__',- x 1.�`.�. —. _ �_ A' ��� SCALE 1" = 20' - - v - o m 55 -� _PROTECT IN PLACE - CONSTRUCTION SLOPE / -:< z q03 4 Z. 10 A \ �.. V _. 31,---EXIST FENCE � w .. NTC - y q -SEA BLUFF VILLAGE sk"^`'�" " �'• \ 9� PROPERTY WHERE OFFSITE GRADING OCCURS IS \ LL " MAP NO. 7274 ,y` '" UNDER SAME OWNERSHIP "ENCINITAS BEACH LAND - CABO GRILL \ V '^� -`' APN 254 -430-05-00 ,P VENTURE I, LLD" #'`�� {APN 216-041-20 \ o CHANGE NO. DESCRIPTION APPROVED DATE J r,-- - ¢ ~ a BENCHMARK SCALE AS$UILTWmm ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTME DRAWING NO. z o' i I- - DESCRIPTION pi NO.7L STA tl_�-022 PER RO$ 17271 PLANS PREPARED UNDER SUPERVISION OF RECO NDE 1 APPROVED: GRADING PLAN FOR: woo SHEET, SEESHEET4A WAI -1 LOCATION: ED. 2" IRON PIPE AND DISK IN AC DATE: Qp$([y �y� ENCINITAS BEACH RESORT io^ HORIZONTAL: 1"=20' S BUILT - $ R 1-11-21 PATH, NORTH SIDE OF LA COSTA AVE. AT GCS -G o z m MARK E. HENNING DATE z o m VIILCAN AVENUE 13' OFF SHOULDER R.C.E. NO.: 58007 STE Iy NOWAK EDWA J. MMER ROUGH GRADING w o m RECORD FROM: SAN DIEGO COUNTY VERTICAL' N/A /• IS-/4 / 3 ?u w $ 1-11-21 MARK L. HENNING EXP.: O6 /30/2O DATE DATE APN: 216-041-26 ��• ELEVATION: 62.949 DATUM: NAW BB N 5 NI GI PLANNING CASE NO: TPM-89-014 SHEET 4 O < m w AS BUILT a N a N r N O N N n m m CONSTRUCTION NOTES O REMOVE EXISTING AC PAVEMENT AND AC BERM O REMOVE EXISTING PVC PIPE INLET, END CAP, AND PVC PIPE. O REMOVE EXISTING GRATED INLET \ © PROTECT IN PLACE EXISTING STORM DRAIN O INSTALL SHORING PER SHORING PLANS (SEE SHEETS 18-38) O REMOVE EXISTING FENCING \` 0 INSTALL EARTHEN SWALE PER DETAIL SHEET 2 t0 EXISTING POWER POLES TO BE REMOVED BY OTHERS 11 MODIFIED TYPE 'FI CATCH BASIN PER SDRSD SDD-119. INSIDE DIMENSIONS 4.0`X4.0I. OPENING ON NORTHWESTERLY SIDE. ; CONSTRUCT NEW C.B. OVER EXISTING 24" RCP (WITH METAL CASING). TRIM PIPE AND CASING THROUGH BOX. CATCH BASIN SHALL HAVE A ' 2.0' THICKENED BOTTOM. CONTRACTOR TO VERIFY INDICATED WIDTH OF CATCH BASIN IS ADEQUATE TO ACCOMMODATE EXISTING AND PROPOSED PIPES ONCE EXISTING PIPE IS EXPOSED. 12 CONSTRUCT MODIFIED TRIPLE TYPE 6G-3' INLET STRUCTURE PER RSD D-08 AND HYDROMOD BASIN PER DETAIL SHEET 2. FILTER MEDIA AND ROCK SHALL NOT BE PLACED UNTIL AFTER SITE HAS BEEN STABILIZED. THE BASIN BOTTOM SHALL BE LEFT 6" HIGH DURING GRADING OPERATIONS AND REMOVED PRIOR TO INSTALLATION OF FILTER AND ROCK. NOTES 1. SLOPES SHALL BE ROUNDED AND BLENDED IN COMPLIANCE WITH SECTION 23.24.490 OF THE MUNICIPAL CODE. 2. ALL SLOPES STEEPER THAN 2:1 ARE TEMPORARY CONSTRUCTION SLOPES ONLY. PRIVATE STORM DRAIN DATA TABLE LENGTH BEARING/DELTA RADIUS DESCRIPTION SO UNE'X L1 54.19' S46'45'120W - 24' HOPE PVT SO* SO LINE A L2 68.53' S70'33'3YW - 24" HOPE PVT SD* SO LINE A L3 99.19, S70OZ33'W - 18" HOPE PVT SD* SO LINE A L12 25.00' S4422'49'E - 12" HOPE P • N L13 420Y S3126'16"E - 24" RCP PVT SD•• SO UNE C 1.45 WE - 12" HDPE PVT SD' SD NE D L16 30.63' S43T/4'S2'E 1 24' RCP PVT SD** I SO UNE C PER SDRS INSTALL RIP -RAP X \ - ( FIRE ACCESS PAF CERTIFOTEE OF A SOUTH CARLSBADP . DOC. NO. �I STATE BEACH DATED Q' J ` Dtl SPACE EASEMENT (10D) PER DOE. N0. 2D' ' 2000-0615531 REC. 11-13-2000 ACCEPTED ;' PER DOC #2015-0410851 ON G8/04/2015 CITY OF CARLSBAD \ \ \ j/'/ lIlIII11J11J APN 216-041-25-00 �✓, ��� STATE PARK RICHT-OF-ENTRY :. PERMIT DATED 1 9 19 NOTE: VEGETATION TO'BE RESfORED , \ TO STATE PARK'S @ CITY OF A CANLSBAD'S_S9SFACTIQN/- _a pp 90 p� rr- 0 FUTURE WATER DWG NO. 6; 1bcPi5yE GWNT5 **USE WATER TIGHT JDINTSrn N`'9 PRIVATE STORM DRAIN DATA TABLE DESCNPTION SO LINE 7W Cl 24' HOPE PVT SD* SO LINE C L15 24- HOPE PVT SD* SD LINE C *HDPE PER AASHTO M252 A M294 NTH WATER TIGHT JOINTS NOTE: PIPES SHOWN IN THIS TABLE TO BE FIELD FITTED. THE © TRENCH FOR THESE PIPES IS TO BE HAND DUG AND NO TRENCHING EQUIPMENT WALL BE ALLOWED WITHIN THE PoPAPoAN HABITAT. g0 F 1`OlE E IOU m 6 0 � ena o�3 t\ 11 ��� AF Cliff 20 0 20 40 60 SCALE i20' CHANGE NO. I DESCRIPTION WATER DOC. STORM DRAIN UNE SEE SHEET 5 FOR PROF] RETAINING WALL 2- SEE SHEET / A-4 D-9 , f Wr ,..PEA SAD D-9 cy! � � BUILDING PAD h \�1N V/ 1 TEMPORARY 3' - PVC STORM DRAIN i Z TEWPORMY— / CONSTRUCTION SLOPE GRADING DAYLIGHT / / APPROVED I DATE PARCEL MAP rr &R v sell I I• ,11 r ka'/ a0M TE MPORARY i TEMPORARY r EARTHEN '.. BROW pTCH - - +46.78 IPE AA'E A-4 SDCOSDCO �- SEE SHEET 5 FOR PROFILE i FG 77 CONNECT PROP. PUMP TEMPORARY 3" ' - UNE TO PROP. 'A-4' 00 / PVC STORM OR" ��-----'�1 \L //P 6" M e PVCF WWIiTH CAP i. I.\FGE 7 WALL 4 HEET 7 r + LASTING SLOPE TO REMAIN. NO DISTURBANCE ALLOWED ' li RIP OYP) / O FG45. TEMPORARY CONSTRUCTION SLOPE JO J Ate\ IN � \ 'REMOVE R/W LINE. \\ NO FUTURE R/W ;i W FUTURE STREET�� �\ IMPROVEMENTS PER 1DWG NO. 6169-1 SEE ENCROACHMENT MAINTENANCE AND I REMOVAL COVENANT FOR ALL PRIVATE IMPROVEMENTS IN THE PUBUC R/W RED. ` APRIL D9, 2019 AS DOC. 2019-0127080 C(rG) ?7�MPORARY FIRE ACCESS V A ROAD AND CONSTRUCTION I / FG5127 .ENTRANCE --.� � \ �N, I v i v�IN SLOPE RY CONSTRUCTION /% GRADING DAYLIGHT, \ TEMPORARY CONSTRUCTION — SLOPE APN 216-641-26 \\\ �\ X NNN ) A\ �\ y\ \ C \ IN FUTURE SEWER l LATERAL PER NO 6745-I \ 5 PER \\ , %�-".'? X y, ` % vY _ N89 23 OB W \ GRAONG DAYLOiT ACC 7 'L � � _�ItOTECT IN RACE - Y'CONSTRUCTION SLOPE 10 Y \ :. Y \, ow EXIST.. FEN T i 2:1 \ f SEA BLUFF VILLAGE -, oxi DPROPERT SAME OWNERSHIP S11 OR I Nc OCCURs Is \ \ —x \ MAP NO, 7274 S BEACH HOTEL �..�C'� CABRILL `-' \ \ 1 DNLL _ APN 254-430-05, �0 - VENTURE, APN 216-041-20 \ a�N BENCHMARK SCALE AS -BUILT WilmENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. i o MOON: PT NO, 22 GTA OSB-M PER ROS 17271 A� � PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED: APP O GRADING PLAN FOR: W 0 0 DN: FD 2" IRON PIPE AND DISK IN AC HORIZONTAL, _ ��,I,y/,�`�,,,,-" 177�21 ppTE; //�t�/I ENCINITAS BEACH RESORT i p IORTH SIDE OF LA COSTA AVE. Al CUNTON E. HALE DATE _ 6394-Gazw AVENUE 13' OFF SHOULDER VERTICAL: _ RL�w.C.E. NO.: 58007 STEVEN NOWAK �pl ED J. M R ROUGH GRADING w o o FROM: 5AN OIEGO COUNTY S 1-11-21 MARK L. HENNING - PLANNING CASE N0: TPM-89-014 APN.216-041-26 SHEET 480E 41 wo ION: 62949 DATUM: NAV 8� N IN EXP.: Ofi/30 /20 DATE DATE AS BUILT 0 N a i n n m n m a 11—/./N NMI • ®—F�I-�]-d v � I \ PROPOSED QQ"A R PRECISE GRAONE I \ Ni \ 4 � 11 11 � 11 10 0 70 20 JO SCALE 1" = 10' CHANGE NO. ova -- -� rnaPo�n 10P OF WNL. ... _ 72 2 � �p m1 _ YO .. . :.., G FTOP OF FOOTING 44.00 IN SO#AOP.' 2D21O WAIL-., ., _ - _ � �_ 4` FJDS (AAOC aT ACE OE WALL..-r .. TOP •OF PILE CAP P AT, Fj%� -- . M 4DEPTH PER �}� � Tom SMMU SHEET PRORL.E' WALL 2 #w lH 2D OCAlb PM7HIM I MIT E ORLICR/ML ILAEb DECAL 128 ffi 41 PRORLP WALL 1 ME WIR.ICII.RIL PI1PB DUAL 12 Bfff O PROPOSED CAST LAN PLACE WALL PER STRUCTURAL PLANS DETAIL 12, \� SHEET 41. FINISH AND COLOR PER LANDSCAPE PLANS \\ STATIONING IS OUTSIDE FACE WALL (NORTH FACE) PROPOSED CAST -IN -PLACE WALL PER STRUCTURAL PLANS DETAIL 12,,` SHEET 41. FINISH AND COLOR PER -- LANDSCAPE PLANS.\ Fn STATIONING IS OUTSIDE FACE OF WALL (NORTH FACE) PROPOSED EDGE OF PAVEMENT PER PRECISE �aa GRADING PLANS 11.97 LF - 4' PVC WALL DRAIN O 36.4% PLAN: WALL 1 WGALb 14W am 61121CTUiA1 PLA16 DETAL R ONEET A • • •••• 1 ��-1 A:CW77151_19:���,F'L'=12115� HORIZONI '.. •a • 1 .�i �� ���e7/iRER3� n y. 10 0 10 20 30 PLAN: WALL 2 SCALE 1' = 10' W ALB TN E SMICIIIRAL PLAIB CETAL V @ffi A PROPOSED EDGE OF PAVEMENT PER PRECISE GRADING PLANS 4. �WALL i M W / SCAB T-0P DIVISION APPROVALS 'CANS PREPARED UNDER SUPERVISION OF RECO- APPROVED' Gi-- DATE: G�/I A R.C.E. NO.:_5BQ2Z STE NN NO EDWAR JR��+JK MZ�R1 MARK L HENNING EXP.: O6/3 L/ [1/ :OI1O DATE // DAP �30 z -60 .56 - -52 FAG WAI -48 .OF -44 ITNw 46 60 44.00 _40 m -36 - --' I 1FFOO tips 0'� 29.03 LF — 4' PVC WALL DRAIN O 10.3% _. z UTn ow CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT L PLAN & PROFILES FOR: ENCINITAS BEACH RESORT ROUGH GRADING APN: 216-041-26 % N Z Q no aro K N DRAWING NO. io' a pU� Iy N 6394-G �z.� i5g0 SHEET60F41 WO zn AS BUILT CONSTRUCTION NOTES 11 INSTALL ORANGE CONSTRUCTION FENCE 12 INSTALL TEMPORARY FENCING 13 INSTALL 20' GATE PER SDRSO M-5 14 HAUL ROUTE ON PAVEMENT OR CONCRETE IN STATE PARK AREA TO BE PROTECTED NTH 24- OF EXCAVATED MATERIAL. REPAIR/REPLACE AC AS NECESSARY TO SATISFACTION OF CITY ENGINEER (WITHIN AREA OF DISTURBANCE ONLY). NOTES 1. EQUIPMENT TO BE USED ON PROJECT SITE: -EXCAVATOR -BACKHOE -SCREEN TRUCKS: -WHEEL TRACTOR -SCRAPER (BELLY SCRAPER) -TEN-WHEEL DUMP TRUCKS, INCLUDING SUPER ID'S ON BEACH: -WATER TRUCK -RUBBER TIRE LOADER 2. PARKING LOT ACCESS PRE -HAULING CONDITIONS TO BE DOCUMENTED BY PHOTOGRAPH AND VIDEO PRIOR TO HAULING OPERATIONS. 3. TEMPORARY SWPPP TO BE DESIGNED BY A CERTIFIED OSD AND IMPLEMENTED ALONG THE ENTIRE HAUL ROUTE. 4. POST-GONSTRUCTION: -AFFECTED PARKING LOT WILL BE CLEANED AND PAVEMENT WITHIN THE HAUL -ROUTE AREA WILL BE SLURRY COATED: ANY DAMAGE TO PARKING WHEELSTOPS, CURB h GUTTER, OR SIGNAGE WILL BE REPAIRED. 5. TOTAL EXPORT: APPROXIMATELY 73,300 CY QUANTITY OF SOIL SUITABLE FOR PLACEMENT ON BEACH: APPROXIMATELY 45.000 CY QUANTITY OF SOIL FOR DISPOSAL OFFSITE: APPROXIMATELY 28,300 CY WORK HOURS: 7:00AM TO 3:30PM, MONDAY THOUGH FRIDAY OR AS OTHERWISE APPROVED APPROXIMATE DURATION: 2 MONTHS PRIOR TO ANY WORK ON THE BEACH, APPLICANT SHALL OBTAIN A BEACH ENCROACHMENT PERMIT FROM CITY OF ENCINITAS. APPUCANT SHALL PROVIDE MINIMUM 15 DAYS NOTICE BEFORE START OF WORK ON BEACH (J AEN/SECURITY OFFICERS*� PEDESTRIAN PATH 11 TREE AND PARK AMENITIES WILL BE REMOVED WRING HAULING OPERATIONS AND REPLACED AFTERWARDS sANO PLACEMENT NOTE: SAND MONITORING CONSULTANT SHALL BE ONSITE DURING THE ENTIRETY OF THE SAND HAUL OPERATION. CONTRACTOR SHALL COMPLY WITH ALL OTHER CONDITIONS SET FORTH IN APPROVAL DOCUMENT ENTITLED LEUCADIA/BATIQUITOS BEACHES SAND REPLENISHMENT MITIGATED NEGATIVE DECLARATION (SCH/2003111025) DATED DECEMBER 16. 2003. AND THE STATE PROJECT EVALUATION FORM (SCSB 16/17-SD-23) ENCINITAS BEACH RESORT OPPORTUNISTIC BEACH FILL PROJECT DATED JUNE 12, 2017. H 40 0 40 80 120 SCALE 1' = 40' CHANGE NO. DESCRIPTION kq 4 li CONTAINMENT MEASURES AND REMOVAL OF CONTAMINATED SAND WILL BE IMPLEMENTED IMMEDIATELY IF ANY EQUIPMENT FLUIDS ARE f LEAKED ON THE BEACH SAND; TEMPORARY RAMPING, RAILING,'� --�, AND STEEL PLATES WILL BE -� 1 IMPLEMENTED AT BEACH ACCESS POINT • FLAGMEN/SECURITY OFFICERS" t) PROPOSED TRUCK HAUL ROUTE 14 CI§ /• FLAGMEN/SECURITY OFFICERS \ 'f PROPOSED TRUCK I4 k HAUL ROUTE 13 1 L� r� O PLAN VIEW SCALE 1" = 40 i 1 I� 1�� mo i w.,i- - VVIA AK V r 1 • �T, ��As 'z-i r � 1 EXISTING EQUIPMENT AND STORAGE i rSETBACK LINE FILL SLOPE 20:1 _lk7 • MEAN LOWER WATER ELEV = 0' SECTION 'E-E' NOT TO SCALE APPROVED DATE BENCHMARK SCALE AS -BUILT DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. wiffENGINEERING !- - DESfRP110N: PT Na 22 STA 01%4 2 PER ROS 17271 LOCATION: ED. 2' IRON PIPE AND DISK IN AC PATH. NORTH SIDE OF LA COSTA AVE, AT HORIZONTAL 1•=40• VERTICAL: NLA !/""�•'/✓~� /l'�CG 1!7121 PLANS PREPARED UNDER SUPERVISION OF DATE: 2 6 f _ R.C.E. NO.: 58007 MARK L RETUNING EXP.: 06 /30/20 RECO 6 � APPROVED: S N0 EDWAR J. MER /-I^l-� �A DATE GATE SAND PLACEMENT STAGING & HAUL ROUTE FOR: ENCINITAS BEACH RESORT 6394-G ROUGH GRADING APN: 216-041-26 PLANNING CASE NO: TPM-89-014 SHEETS OF 41 S R 1-11-21 CLINTON E. HALE DATE WLCAN AVENUE 13' OFF SHOULDER RECORD FROIk SAN OEGO COUNTY ELEVATION: 62.949 DATUM: BANL9B. 1-11-21 19 I; GRAVEL BAGS PERIMETER DIRECTION / OF FLOW L 2 GRAVEL BAGS HIGH (OMIT ONE (1) BAG ON TOP ROW FOR INFLOW) PROFILE ELA INLET PROTECTION DETAIL NOT TO SCALE SEE SHEET 10 FOR \\� PARKING LOT EROSION CONTROL � 1 n ^�) \ y- I 4 16 fh � (TW.) 15 \ 1 (TYP.) 17 .y 16 4 - l� x l Lill lill 'I \ �r i�i �I If 11 r 4 - 1 CITY OF ENCINITASFn Ilk C v ' Ilk, I o NOTE COVERAGE UNDER STATE CONSTRUCTION PERMIT PER THIS PLAN DEPICTS FINAL GRADED CONDITION; WDID: 9 37C381021 HOWEVER, INTERIM EROSION CONTROL MEASURES NOT n „ SHOWN HEREON MAY/WILL BE REQUIRED DURING THE OSD/OSP INSPECTOR: WILLIAM MCKNIGHT W VARIOUS CONSTRUCTION PHASES AT DISCRETION OF ENGINEERING INSPECTOR AND PROJECTS QSP. RESPONSIBLE PARTY: W2007 ENCINITAS RESORT CO., LLC 30 0 30 60 90 IF LEFT TO REMAIN VACANT FOR GREATER THAN 30 DAYS OR AT CITY ENGINEER'S DISCRETION, ENTIRETY OF DISTURBED AREA SHALL BE HYDROSEEDED. SCALE 1- = 30' NO. DESCRIPTIIIIIIIIIIIIP�ON APPROVED DATE BENCHMARK SCALE NEW SHEET A/ _11-Al I I DESC WIM PT NO, 22 STA OSII-W FOR ROS 17271 AS BUILT $ 1-11-21 LOCATNJN: FD. 2" IRON PIPE AND DISK IN AC PATH. NORTH SIDE OF LA COSTA AVE, AT HORIZONTAL: )_� VULCAN AVENUE IS OFF SHOULDER VERTICAL VA RDOM FROk SAN DIEGO CWNTY ELEVATION: 62949 DATUM: NAVD 88 LEGEND GRAVEL BAGS. . . PER, DETAIL, THIS SHEET SILT FENCE. . . . . PER DETAIL THIS SHEET, FIBER ROLLS . . . PER DETAIL THIS SHEET DRAIN PROTECTION. . . PER DETAIL THIS 'SHEET VELOCITY CHECK DAM. PER DETAIL THIS SHEET Rv CONSTRUCTION ENTRANCE PERDETAIL THIS, SHEET CONSTRUCTION ENTRANCE. . PER DETAIL, FOR BEACH ACCESS SHEET 10 BONDED FIBER MATRIX. PER.LANDSCAPE W/ HYDROSEED , , , '�. PLANS � f 1 1; 1 0 J • + 6 4km 20 •X X SO TEMPORARY BONDED FIBER MATRIX NTH HYDROSEED TO BE PLACED ON\,,.._-,_ i ALL EXPOSED PADS AND OPEN - (TIP.) 15 GRADED AREAS -.�- DAYLIGHT CONCI 8 TIP) MM VEHICLE & EOJIPMENT STORAGE, MAINTENANCE Q FUELING (NS B.9, 0) MATERIAL ' STORAGE - l� Wm-1) J x k V REMOVE R/W. DEDICATED \\ '. IOR\TOl T(HHIIISSy�1 PLAN`[ 4NG DAYLIGHT, GRADING DAYLIGHT - F / l 1" x 1" STAKE NOTE: 1. STRAW ROLL INSTALLATION REQUIRES THE PLACEMENT AND. SECURE STAKING OF THE ROLL IN A TRENCH, 3"1 DEEP, DUG ON A CONTOUR. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER OR AROUND ROLL FIBER ROLL BARRIER DETAIL NOT TO SCALE AS -BUILT 1. EXCAVATE A 4 BY 4 IN (10 BY 10 CM) TRENCH UPSLOPE FROM AND ALONG THE PROPOSED LINE OF POSTS. 4 IN (10 CM) SET POSTS OF PREFABRICATED 3. BACKFILL AND COMPACT SILT FENCING AND EXTEND SILT THE EXCAVATED SOIL. FENCING INTO THE TRENCH. FILTER FABRIC I NOTES 1. SILT FENCE TO BE LOCATED WITHIN 5 FEET OF TOP OR TOE OF SLOPE WHERE APPUCABLE. 2. SILT FENCE WILL TERMINATE 1 FOOT ON EITHER SIDE OF RIP RAP ENERGY DISSIPATORS. SILT FENCE DETAIL NOT TO SCALE MLH " ENGINEERING DIVISION APPROVALS DATE: I HENNING 06 - GUNTON E. HALE DATE --� IaySly.'d:)•IIILiDYAGl:7t.'tl:IG'.:7y`THI:Idy:>• x a w 1NITARY WASTE MANAGEMENT (WM 5) .d�]��_IY:�il�11Y[�1�[�7I� 15 INSTALL SILT FENCE PER DETAIL THIS SHEET 16 INSTALL INLET PROTECTION PER DETAIL THIS SHEET 17 INSTALL VELOCITY CHECK DAMS PER GRAVEL BAG PLACEMENT DETAIL THIS SHEET 18 INSTALL FIBER ROLLS PER DETAIL THIS SHEET 19 INSTALL STABILIZED CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET 2p INSTALL HYDROSEED PER SPECIFICATIONS IN LANDSCAPE PLANS 2"-3" COARSE AGGREGATE MIN. 6" THICK Mi NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBUC RIGHT-OF-WAYS. THIS MAY REWIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. i rn 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON A AREA STABIUZED WITH CRUSHED � § STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. Z C5 STABILIZED CONSTRUCTION ENTRANCE DETAIL p 0 < NOT TO SCALE NN 0 aro CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. rcN zo' SION CONTROL PLAN FOR: Fro ENCINITAS BEACH RESORT p 6394-G ROUGH GRADING woo m NNING CASE NO: TPM-89-014 API: 216-041.26 SHEET 9 OF 41 WO r� AS BUILT I� ORANGECONSTRUCTION7 30 (0 30 60 _90 SCALE IF = 30, i-- EROSION CONTROL CONSTRUCTION NOTES 1b INSTALL SILT FENCE PER DETAIL SHEET 9 16 INSTALL INLET PROTECTION PER DETAIL SHEET 9 17 INSTALL VELOCITY CHECK DAMS PER GRAVEL BAG PLACEMENT DETAIL SHEET 9 16 INSTALL FIBER ROLLS PER DETAIL SHEET 9 20 INSTALL HYDROSEED PER SPECIFICATIONS IN LANDSCAPE PLANS 21' INSTALL BEACH ACCESS CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET SCALE AS$UIL'T O6Jl ft Kf T: i UNL ft UT: ENGINEERING E //�/� mac.._ f �J� D PLANS :PR_E,PP.RFA UNDER SUPERVISION 9F REC, O�r1�1 D 1HDINZONTAL )�; //'�'yLFm' G-/P�.CL 1/7/21 DATE: /IS�/S �� GJNTON E. HALE IRATE 'VERTICAL VA R.C.E. NO.: 56007 STE -N01V �f $ 1-11-21 1 MARK L HENNING }3 N EXP.: 06/30/20 DATE NOTE; CONSTRUCTION ENTRANCE SHALL BE COMPRISED OF OVERLAPPING STEEL PANELS; MINIMUM ENTRANCE DIMENSIONS TO BE 121X501 VERTICAL BARS BEACH ACCESS CORRUGATED STEEL PANEL CONSTRUCTION ENTRANCE DETIAL NOT TO SCALE APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT ROVED: EROSION CONTROL PLAN FOR: 10 % ENCINITAS BEACH RESORT ROUGH GRADING PLANNING CASE N0: TPM-89-014 APN: 216-041-26 DRAWING 6394-G nF IRRIGATION VALVE CALLOUT KEY +I A 1`rv{2 CONTROLLER STATION N ER SOp 9v • V\cV /, r� / /� }K3 \v\�� _ V =� LEADER POINTS TO VALVE y„� L� STA HEAD -sin:M TRAIN LINr D SEL v v `� r v , / ` i V `' SYMBOL ROTORS S9H T I R PROFIT! AAAAA ♦..;��E� v'* 21 1.5" �,�� mE a s srcu A v V A A \ VALVE 312E SOUTH PONTO �. , �I �DRSO ♦ STATE BEACH." I \ 6' '93, \`\ ` PARKING LOT ROTO Al _ �\ j -'\ �' �x A �s ` s V� ♦ _ VALVE DISCHARGE ` �\ \y� s \\' SiC �' \ \\ �\ \ \ \ • \°� (GALLONS PER MINUTE) ,TOP SLOPE 1" 13p �,;�, i1i Il \ / r f UII kIF •` Ivlt �/Z ��� V T V A v 'A ° itio s Q� I / ♦ r �Frs KEY TES MIDDLE LOPE pQ�/ \v V v -. �O \ y� sV,• v AV ;1" AVr\�A A� "vV A, Wv T. A V<V _ — > POINT OF CONNECTION FOR IRRIGATION MAINLINE s v v \ :�fi�r CONNECT TO2' MAINLINE DOWNSTREAM FROM ROTORS 3 i' - �\ y ' > '•� s A\ AVM A\ �A`BpQ • r+ "��^ 2' WATER METER. INSTALL 2" REDUCED BACKFLOW V— V.L �,y/-`r PREVENTER ASSEMBLY 81.5"FLOW SENSOR BOTTOM OF SL E fA- � � r _ A / A .�� ' � ` � \ V � � r \� VA - • A � \ 1" e \ _ A 'A v A \ B DEDICATED 2" IRRIGATION WATER METER - ts / A v�V\\A MP ROTATORS A4 D r v '. v .�. �+ —� SEE CIVIL PLAN. OQ TOPOFSLOPE 1„ 3.37 " F \ v v ��\ "— `,-� r ,. A z'• / V \ v av o � A • � \ \ � �. V OC DEDICATED 2'BACKFLOW PREVENTER FOR W ' \\ \� Fi �.\ 3 \ `\ �:\ \ \\'w. \\ �Y / LANDSCAPE. MP ROTATORS AS A pe • r \ \ \\ BOTTOMOFSLOPE. i"15.1 /' ,A, 0 O ,. ,c :0 ! ,� ;�\\ \\-\ \ h``tr1\ O`O OD ALL IRRIGATION LINES 8 EQUIPMENT ARE SHOWN 'A^ F i \ \ \ DIAGRAMMATICALLY. INSTALL PRESSURE LINES, _ MFROTATORS P�� EQUIPMENT 8VALVE MANIFOLDS IN PLANTING AREAS TOP OF SLOPE - -1 ! ,g%,' \ a \ \ \\ •'� ^� ` ON PRIVATE PROPERTY. 1" 160 �/ //,/ � ` aL F eo 1" - /, ,� \ � � � � �. r�,�i�.� =, \ � �`�`\` / � ` - � OE IRRIGATION CONTROLLER MP ROTATORS A7 , ` ` 1" i BO TOM OF SLOPE h v� f % ... _ .r 20 o," 1 _MP ROTATORS AS / IF 20 "",V /� v�� n A. ` TOP OFSLOPE vv ,,. 1" 3.40 a 20 F V � - ^ A V '. Vow ( i- A° 1 A. / g LAST MASTER VAL °�\ \` \ ^\\\`� \ \ im i IM PB VA < g \ \ 1\ A�\/ im IM 11A, Po oe� ,M 1u1 ��1uIle ,M p ). 1uQ• F My M ?A. -1 ------ F Ty \ \ h \ \ �� tx Ie �. P — C 1,A„ O _1 ��♦ �A = 1. K... a 1M^ E B e. B "A. 1\♦P8-='� pa♦♦ e ? �,\\ k� \�. \ -�: \.\\-C w 2 Y 3A. ``/^� A K - 9 .__ 1 A 8'��i' - PA" ._, \. A At V A •�� V �n V A \� A \ \ \ ����i iA, d K. .. G B 9 iM IA�i�� \\ B B \ \ `\ \\\\ \ � LLJ ♦v_v� v `v v v v \ \\ Im �. ♦ �- 6 I I V B, Aim \ _ M MP ROTATORS A9 ♦ ' B \ \ \ \ \ l \ TB A o• 4 IM.' i BOTTOM OF SLOPE 1" 15: ♦♦ A �� �� \ - Y=L a �uro IM IM I ♦♦ - J PEe -CRSD D 9 is LL I MP ROTATORS A10 -,.0. \ B e�,, jc„ W\ \� \ \ •� ro I _ MP ROTATORS A20.. TOP OFSLOPE A11 1 A A �'•' 1 12. 1M IM. 1 1,� 1" 14. ♦ 1�q. 1 A. y j U I TA ��', y_ v vv�,yvy rn'O MP ROTATORS \\� a MP ROTATORS A21 II I BOTTOM OF SLOPE " 1 • .81 \@ o C ' TOP OF SLOPE 1" 12. - '�M I,M', 1" \ \ \� ww" G � I MP ROTATORS Al2 \ 0A^ I TOP OF SLOPE \\\�` AS BUILT NOTE: pan lB' , ,M I 1" .6B ie e \ P \ \� LANDSCAPE SHEETS SUPERSEDED BY PRECISE <M' N I I PB 11 \ \ O GRADING PLAN 14038-G m < ,M iM �L--^.'1^ 1^ K K\\ 9(Pi\ mm.� Y ¢ r \ - c <cm "�....1. ' - B K - K iM 1 1M 1M 1M 1M K K mj % _ a K ?K 9 zmr l U K K % %_- K k K K r — 1. K 4M. ,M -iM iM 1M 1 0 ' aA s y,. B K K K K K K K 'K K K A. A" 9 Av \ PROPERTY GNE — _ — _ _ — _ _ — — .... _.(^ _ K A' B \f° K K \ PROPER INE T' - K K A 4A. AV \ o ��°f n 11 a \ \ \ N �Mvos i K „' M 1 0A Ly o o a' �l RI LANDSCAPE ARCHITECTURE N C \ \ --@@ 928 HORNMLENO StREET. SUITE # 3 stq q<q 533` P m K I �'T�20' �' ^?' SAN DIEGO, CA 92109 onUFo 4 SFA RI 11FF v(I I ArF SEA' BLUFF VILLAGE �} s 11 ��- 858/274-3222 °T ��w TARO GRIII WNIWIL .NERA.COM L 0 o DESIGNED BY: DRAWN : W CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS -BUILT ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. zo NEW -SHEET !- 2- DESCRIPTION: PT NO. 22 STA CLM-022 PER ROS 17271 PLANS PREPARED UNDER SUPERVISION OF RECO D APPROVED: LANDSCAPE IRRIGATION PLAN FOR: w UILT $R 1-11-21 LOCATION: ED. 2" IRON PIPE AND DISK IN AC ENCINITAS BEACH RESORT wow HORIZONTAL:1 "=20• DATE' z> .. PATH NORTH SIDE ' LA COSTA AVE,AT 6394-G z z m VERTICAL: A JAMES P. NERI DATE R.LA. NO.: 3321 ST NOWAK EDWA J. MER ROUGH GRADING wow WLCAN AVENUE 13' OFF SHOULDER See- lml� RECORD FROM: SAN DIEGO COUNTY $ 1-11-21 JAMES P. NERI l-II APN: 216-041-26 w o ELEVATION: 62,949 DATUM: NAVD 88 NGI EXP.: O6/30/19 DATE DA1E PLANNING CASE NO: TPM-89-014 SHEET120F 41 i m w TION EQUIPMENT SCHEDULE IRRIGATION STREAM ROTATOR HEAD SCHEDULE SYMBOL DESCRIPTION MANUFACTURERIMODEL REMARKS DETAIL 0 2' DOMESTI IGATION METER - SEE CIVIL PLANS SEE CIVIL PLANS N 2" BACKFLOW PREVENTION D E WITH BFD: 2" FEBCO 825Y INSTALL AT APPROX. LOCATION PER PLAN B/L1.3 AND LOCKING ENCLOSURE ENCLOSURE: STRONGBOX SBBC45SS, STAINLESS STEEL, SIZE TO FIT BFD &W MASTER VALVE SU IOR CONTROLS: 31002DO (2" NORMALLY OPEN, CONNECT TO LAST STATION ON CONTROLLER FJL1.3 LOW MI . OW FEATURE) OF FLOW SENSOR HUNTER "FLOW FCT-200" 2" SCH 40 SENSOR BODY EIL1.3 NO FLOW SENSOR WIRE IN CONDUIT WIRE: (2) SHIELDED #14 U G STRANDED COPPER INSTALL CABLE IN 1"CONDUIT, INSTALL PULL BOXES AT ALL CHANGES IN DIRECTION '-- SYMBOL WIRES AND AT 15V INTERVALS MAX. MAXIMUM RUN 2,000 FEET CONNECTOR: WATERPROOF THE S ES. TWO PART EPDXY KIT, SCOTCHLOK 3570 AS MANUFACTURED BY 3M. FOLLOW ALL MANUFACTURER'S INSTRUCTIONS. IRRIGATION CONTROLLER HUNTER I -CORE IC-2400 SS AL PEDESTAL MOUNTED, STAINLESS STEEL AIL1.3 24 STATION CONTROLLER 20A VAC INDEPENDENT CIRCUIT POWER REQUIREMENT. COORDI EXACT LOCATION WITH OWNER B O WIRELESS WEATHER SENSOR HUNTER: WIRELESS SOLAR SYNC WSS. CALCULATES INSTALL NEXT TO P STAL MOUNTED CONTROLLER AIL1.3 AND ADJUSTS ET, INCLUDES A RAIN AND FREEZE SENSOR REMOTE CONTROL VALVE HUNTER: ICV-101 GFS-AS-ADJ VALVE SIZE PER PLAN E/L7.3 ® ISOLATION VALVE DURN TWOM (AT MANIFOLDS, 2" SAME SIZE AS LINE AND SMALLER) O QUICK COUPLER ASSEMBLY QUICK COUPLER: RAINBIRD 444.RC PROVIDE (2) QUICK COUPLER KEYS, (2) HOSE SWIVELS DI1-1.3 KEY: RAINBIRD 44K SWIVEL: RAINBIRD SH-1 - - - - MAINLINE (PRESSURE) PIPE PACIFIC WESTERN PIPE OR EQUAL SCH40 PVC FOR LINES 1-112%AND SMALLER, CLASS 315 FOR PIPES 20 AND I,111-1.3 LARGER LATERAL LINE PIPE PACIFIC WESTERN PIPE OR EQUAL SCHEDULE 40 PVC FOR ALL LATERAL LINES (NO 112' PIPE) .3 -- - PVC SLEEVE PACIFIC WESTERN PIPE OR EQUAL SCH 80 UNDER ROADS, SCH 40 UNDER WALKS 2 X DIAMETER OF SLEEVED PIPE: 20 MINIMUM J11.1.3 NO CONTROL WIRE DIRECT BURIAL WIRE 14 GAUGE PILOT: 12 GAUGE COMMON DILIA SYMBOL PB O PULL BOXES CARSON : PLASTIC VALVE BOX WITH BOLT DOWN SIZE: 6" DIA. X 9" DEEP, ENGRAVED WITWELECTRIC JUNCTION' A/L1 OPTION, COLOR GREEN INSTALL AT CHANGES IN DIRECTION AND AT 300' MAX. NO PLASTIC VALVE BOX WITH BOLT DOWN OPTION, RCV: 12'X1T, 12" DEEP, ENGRAVED NTH'IRRIGATION CONTROL VALVE' GIL1.3 SYMBOL VALVE BOXES COLOR GREEN ISO VALVES I QC:10" DIA. X 124DEEP, ENGRAVED Wff H'IRRIGATION CONTROVE 7 - - - FLOW SENSOR WIRE IN PVC CONDUIT WIRE: 2X DIRECT BURIAL, 018 AWG COLOR CODED K / L1.3 1. THE IRRIGATION POINT OF CONNECTION (P.O.C.) SHALL BE MADE BY THE CONTRACTOR DOWNSTREAM OF THE DOMESTIC WA METER. A RECLAIMED WATER SOURCE IS NOT AVAILABLE FOR THIS PROJECT. 2. CONTRACTOR SHALL VERIFY THE EXACT LOCATION AND THE STATIC WATER PRESSURE OF 85 PSI AT POINTS 0 NNECTION PRIOR TO ORDERING ANY IRRIGATION MATERIALS AND PROCEEDING WITH INSTALLING IRRIGATION SYSTEM. IFTHE C CTOR FAILS TO NOTIFY THE LANDSCAPE ARCHITECT SHOULD THE STATIC WATER PRESSURE FOUND BE DIFFERENT, CONTRACTOR L BE RESPONSIBLE FOR ANY CHANGES AND ADDITIONS THAT MAY OCCUR TO THE SYSTEMS. 3. THE IRRIGATION SYSTEM IS DESIGNED TO OPERATE AT 40 PSI AT MP ROTATOR HEADSAr�45 PSI AT ROTORS CONTROLS / 1. SYSTEMS OF THIS PROJECT ARE CONTROLLED BY SOLID TE IRRIGATION CONTROLLER WITH SPECIFIED OPTIONS. THE CONTRACTOR SHALL MAINTAIN STRICT COMPLIANCE WITH THE MAN CTURER'S INSTRUCTIONS FOR PROPER GROUNDING, INSTALLATION AND USE. 2. CONTROLLER LOCATION IS SHOWN DIAG ATICALLY. FINAL LOCATION TO BE APPROVED BY THE OWNER'S REPRESENTATIVE. POWER FOR THE IRRIGATION CONTROLLER SH E PROVIDED BY THE OWNER LOCATED APPROXIMATELY WHERE SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL BE RESPON FOR INSTALLATION OF THE IRRIGATION CONTROLLER. 3. TO PREVENT UNNECE Y IRRIGATION IN THE EVENT OF SUBSTANTIAL RAINFALL THE IRRIGATION CONTROL SYSTEMS SHALL INCLUDE A RAIN SENSING DEVI CHANGE NO, DESCRIPTION I APPROVED1 DATE I BENCHMARK SCALE NEW SHEET $ /- DESCRIPTION: PT NO, 22 STA CLSB-022 PIR ROS 17271 AS BUILT 2i R LOCATION: ED. 2" IRON PIPE AND DISK IN AC HORIZONTALVA PATH NORTH SIDE OF LA COSTA AVE.AT VULCAN AVENUE 13' OFF SHOULDER VERTICAL: N/A RECORD FROM: SAN DIEGO COUNTY GALLONS PER MINUTE ARC SYM II,, DESCRIPTION MANUFACTURER/ MODEL NUMBER j� PSI I380' 270° 210' 1800 90" DETAIL 2100-2700 IL I SHORT DISTANCE POP-UP STREAM ROTOR _ _-_. --- _ SHORT DISTANCE POP -UPSTREAM ROTOR 1 HUNTER, HUNTER, HUNTER, HUNTER, PROS-04-PRS4D-CV-MP1000.210 LAWN PROS 12 PRS40-CV-MP1000.210ISHRU� PROS-04PRS40-CV-MP1000-90 LAWN PROS72-PRS40-CV-MP1000-90(SHRUB)1q' 14' 40 ! -- '� 0.57 0.43 - -- BI L1.4 0.43 -. 0.37 0.79 B/L1.4 - 210° -' 40 - 360' ® SHORT DISTANCE POP-UP STREAM ROTOR HUNTER, HUNTER, HUNTER, HUNTER, PROS-04-PRS40.CV-MP1000-9O (LAWN1 PROS-12 PR840-CV-MP1000-90 (SHRU9 PROS-04-PRS40LV-MP2000-360 (LAWN PROS-12 PRS40-CV-MP2000-360 (SHRU,, PROS-12fR340-ACV MP2000.210 MRU)B 14' 40 0.75 -- - - - 81 ILIA 360° ® SHORi DISTANCE POP UPSTREAM ROTOR _ 1g-20' qp 1 p7 - - B/L1.4 210•-270• ® SHORT DISTANCE POP-UP STREAM ROTOR HUNTER, 1g-20' 40 - - 1.70 0.06 90°-21p° ® SHORT DISTANCE POP-UP STREAM ROTOR - - _ SHORT DISTANCE POP-UP STREAM ROTOR SHORT DISTANCE POP -UPSTREAM ROTOR HURTER, HUNTER HHUNTER HUNTER, PROS-PR54V-MP200690 PROS 04 PR54S40-CO-CVV-MP3000360 PROS-12-PRS40-CV-MP UNTER PROS-04 PRS40-CV-MP300�0-280 PROS 12 PR MP30W210 SHRUB N-- 1g�-PO' 0 3� - 0.88 _ _ - - _ 40 2.73 0.74 0. BILIA _ _ _ aILIA 3B0" ® 210•-27p• 10 (LAWN (LAWN) SHRU - - , Bl L1A 9W-210• SHORT DISTANCE POP-UP STREAM ROTOR 'HUNTER, PROS-04-PK5 W-MP3000-90 PROS-12-PRS40-CV-MP3000 .90 PROS-04-PRS�-MPS 000-99O LAWNHUNTER. HRUI JLAWIN 3ry q0 - 212 1.82 0.86 B1L7.4 W 40 3.29 2.8511 1.28 T BILIA OW-210° ®', SHORT DISTANCE POP-UP STREAM ROTOR HURTER, ARC SYM I DESCRIPTION MANUFACTURER/ MODEL NUMBER READ. PSI 105° 90' 45° I DETAIL i 45%1056 © � SHORT DISTANCE POP-UP STREAM ROTOR � HUNTER, PROS-04-PRS4D-CV-MPCORNER HUNTER, PROS-I2-PRS40.CV-MPCORNER (LAW NIT ((SHRUBS 14' 40 0.45 0.39 0.19 B/L1.4 IRRIGATION SCHEDULE SYMBOL MANUFACTURERIMODEL/DESCRIPTION PSI RADIUS DETAIL 1s HUNTER I-20-12 4 24' CILIA SHRUB ROTOR, 12.0" POP-UP. ADJUSTABLE AND FULL CIRCLE. PLASTIC RISER. DRAIN CHEC r2.00 VALVE. STANDARD NOZZLE. za HUNTER 1-20-12 45 27' CILIA SHRUB ROTOR 12.0" POP-U DJUSTABLE AND FULL CIRCLE. PLASTIC R. DRAIN CHECK VALVE. STANDARD LE. 0 'F'NEXTTOAROTOR F NUMBER INDICATES. CIRCLE HEADS, OTHERWISE ARC IS ADJUSTABLE. TEMS ARE TO BE INSTALLED AS SHOWN ON THE PLANS, AS DIRECTED, IN ACCORDANCE WITH CURRENT LOCAL PLUMBING APPROVED DATE OF THESE PLANS. 2. THE CONTRA SHALL MAKE SURE ALL LANDSCAPED AREAS AFFECTED BY THIS CONSTRUCTION RECEIVE 100% IRRIGATION COVERAGE. 3. IRRIGATION MAINLINE EQUIPMENT ARE SHOWN DIAGRAMMATICALLY. THE CONTRACTOR SHALL INSTALL EQUIPMENT IN PLANTING AREAS UNLESS APPROVED IN ING BY THE LANDSCAPE ARCHITECT. 4. THE CONTRACTOR SHALL VERIFY EXA OCATION OF ALL UNDERGROUND UTILITIES, STRUCTURES, AND EXISTING IRRIGATION EQUIPMENT IN WORK AREA PRIOR TO ORDER Y IRRIGATION MATERIALS AND PROCEEDING WITH THE INSTALLATION OF THE IRRIGATION SYSTEM. IF A CONFLICT EXISTS BETWEEN SUCH 0 ACLES AND THE PROPOSED WORK, CONTRACTOR SHALL PROMPTLY NOTIFY THE LANDSCAPE ARCHITECT TO ARRANGE FOR REQUIRED OCATIONS PRIOR TO START OF CONSTRUCTION. IF THE CONTRACTOR FAILS TO NOTIFY THE LANDSCAPE ARCHITECT SHOULD THE LOCATIO E FOUND DIFFERENT, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY CHANGES AND ADDITIONS THAT MAY OCCUR TO THE S MS. 5. THE CONTRACTOR SHALL INSTALL MANIFOLDS (QUICK COUPLERSI HOSCS111S AND REMOTE CONTROL VALVES) ADJACENT TO WALKS AND CURBS (12" MAX. FROM SUCH EDGES) IN PLANTING AREAS. IN NO CASE SHALL VAKS BE LOCATED IN PAVED AREAS, UNLESS APPROVED IN WRITING BY THE LANDSCAPE ARCHITECT. .riL9SfI�14._1S4.U]:LL`[•�i1:T 7L1i6HYdXTLm1 17 zd:T§T 2 T ALL IRRIGATION LINES PASSING UNDER PAVING, THROUGH WALLS, STRUCTURES, ETC. SHALL BE SLE AS SPECIFIED. SLEEVES SHALL BE 2 TIMES THE DIAMETER OF PIPE TO BE SLEEVED, MINIMUM. B. CONTROL WIRES PASSING UNDER ROADS, THROUGH WALLS, STRUCTURES, ETC. SHALL BE INSTALLED AS SPECIFIE CONDUIT SLEEVES AT LEAST 2 TIMES THE DIAMETER OF WIRE BUNDLE IT SIZE MINIMUM). KEEP CONDUIT SEPARATE FROM WATER LINE SEE 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE EXTENT OF ANY SIMULTANEOUS AND ESSENTIAL WORK BY 0 SON THE SITE. CONTRACTORS SHALL COORDINATE THEIR OPERATIONS AND SHALL COOPERATE TO MINIMIZE INTERFERENCE. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTING AND DIMENSIONING FROM FIXED OBJECTS, THE EXACT LOCATION OF REMOTE CONTROL WIRING ROUTE, MAINLINE ROUTE, VALVES AND ALL OTHER MAJOR IRRIGATION EQUIPMENT ON THE "AS -BUILT' DRAWINGS. SEE ALSO SPECIFICATIONS. DATE: DATE S --1�7ciPi6iB3111� JAMES :7�11>15V7:a1N4YtlY111iQ:7t.99"�IB77aI.[HNI4g7 E RI 06/30/19 ENGINEERING DIVISION APPROVALS RECOK 1 APPROVED: S N NO�V�9 EDWA 19 DATE / DATE CRITICAL ANALYSIS Generated: 2018-09-25 11:47 P.O.C. NUMBER: 01 Water Source Information: SAN DIEGUITO WATER DISTRICT FLOW AVAILABLE Water Meter Size: 2' Flow Available: 51.00 gpm PRESSURE AVAILABLE Static Pressure at POC: 85.00 psi Elevation Change: 5.00 8 Service Line Size: 2" Length of Service Une: 20.00 ft Pressure Available: 82.00 psi DESIGN ANALYSIS Maximum Station Flow: 22.31 gpm Flow Available at POC: 51.00 gpm Residual Flow Available: 28.69 gpm Critical Station: A19 Design Pressure: 40.00 psi Friction Loss: 4.02 psi Fittings Loss: 0.40 psi Elevation Loss: -6.93 psi Loss through Valve: 3.18 psi Pressure Req. at Critical Station: 47.61 psi Loss for Fittings: 1.41 psi Loss for Main Line: 14.12 psi Loss for FOG to Valve Elevation: 0.00 psi Loss for Backflow: 11.30 psi Loss for Master Valve: 0.53 psi Loss for Water Meter: 0.47 psi Critical Station Pressure at POC: 75.44 psi Pressure Available: 82.00 psi Residual Pressure Available: 6.56 psi AS BUILT NOTE: LANDSCAPE SHEETS SUPERSEDED BY PRECISE GRADING PLAN 14038-G LA NERI LANDSCAPE ARCHITECTURE 928 HORNBLEND STREET, SUITE #3 SAN DIEGO. CA 92109 858/274.3222 VMV.NERILA.00M CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT IRRIGATION EQUIPMENT SCHEDULE & NOTES FOR: ENCINITAS BEACH RESORT ROUGH GRADING PLANNING CASE NO: TPM-89-014 APN: 216-041-26 W W n N M m N 0 N m^ m m m x 0 wa w To VzN N <O N w ao� z wmN m z O <om Jtv W N W zm - N )SCgp4 � N N zm _a U^m U N 13��OpP _w �UQ Nz� om «O � N DRAWING NO. i'o zU,O w>n 6394'G uzm wu SHEET130F 41I wa 4 r SIDE VIEW SECTION 1-CONTROLLER 8- TERMINAL STRIP WITH IONS AS SPECIFIED. 2- ST.STL. CONTROLLER ENCLOSURE 9-1" PVC CONDUIT AND LONG EP ELL. 3-120 VOLT SERVICE IN 1" CONDUIT. 10-314' DIA. x98' ELEC. GROUND R 4- POURED CONCRETE BASE 11- EPDXY SEALANT AROUND EDGES. 6- PVC LONG SWEEP ELL- SIXE AS REQUIRED 12- MOUNTING HARDWARE 6 DIRECT BURIAL REMOTE CONTROL WIRES. 13. BACKBOARD 7-POWER SWITCH/GFI RECEPTACLE 14- GROUNDING LUG TERMINAL WITH CONNECTION TO GROUND ROD. NOTES: A. 48042000 CONCRETE FOOTING, FORMED AND POURED. SLOPE FOR DARINAGE. FINISH EDGES WITH 114' RADIUS. B. MOUNTING & GROUNDING OF CONTROLLER MUST BE IN ACCORDANCE WITH MANUFACTURERS MIN. REQUIREMENTS. C. CONDUIT TO ADJECENT CONTROLLER FOR COMMUNICATION CABLES IF REQUIRED. D, DEMENSIONS WILL DEPEND ON ENCLOSURE SIZE REQUIREMENTS. IRRIGATION CONTROLLER - OUTDOOR PEDESTAL I 1. REMOTE OR MASTER CONTOL VALVE 7. PVC PRESSURE PIPE 2. WATERPROOF WIRE SPLICE B. PVC NON -PRESSURE PIPE FOR RCV, 3. VALVE BOX PVC PRESSURE PIPE FOR MCV 4. CONTROL WIRES; BUNDLE AND TAPE (W14 9. BRICK OR CONCRETE SUPPORTS FEET MIN. EXTRA WIRE) 10. PEA GRAVEL SUMP, 3" DEEP MIN S. PVC SCH 80 NIPPLE (TOE) LAR. 11. UNDISTURBED/ COMPACTED 6. PVC SCH 40 45A ELL (TYP 4X) SUBGRADE 12. FLUSH IN TURF, 1" IN GROUNDCOVER NOTES: A. VALVE BOX LID SHALL BE BRANDED TO IDENTIFY VALVE. B. CONTRACTOR SHALL INCLUDE A CHRISTY'S IRRIGATION I.D. (OAE) TAG ATTACHED TO VALVE BONNET BOLT. TAG SHALL INDICATE CONTROLLER AND STATION NUMBER. INCLUDE RW WARNING IF APPLICABLE. ppp`c1 MASTER & REMOTE CONTROL VALVE C SECTION NOT TO SCALE 1. PVC NON -PRESSURE PIPE 2. PVC PRESSURE PIPE 3. CONTROL WIRE BUNDLE 36" 4. APPROVED BACKFILL 24" 5. UNDISTURBED SOIL 6. IMPROVED BACKFILL WHERE REQUIRED 7. MINIMUM DISTANCE FROM HARDSCAPE 8. POLYETHYLENE TUBING 9. FLOW SENSOR CABLE IN CONDUIT (WHER OCCURS) 10. RW WARNING TAPE (WHEN APP LE) A TRENCH BOTTOM TO BE FIRM, STABLE AND WOOTH TO SUPPORT PIPE EVENLY. SUITABLE BEDDING BACKFILL MAY BE N ED TO PROVIDE THIS REQUIREMENT. B. THERE SHALL BE NO STONES OR OTHER HARD OBJECTS LARGER THAN 1/2^ DIA. C. PIPE AND WIRE TO BE INSTALL N SLEEVES UNDER ALL PAVING AND EXTEND 120 PAST EDGE OF PAVING. SLEEVES TO BE: 30"TO 36"CO NDER ROADS AND DRIVES 18" TO 24" ER UNDER WALKS I TRENCHING unT rn aral P CHANGE NO. 1 / DESCRIPTION 1. REDUCED PRESSURE TYPE BACKFLOW 7. PVC SCH 80 OR COPPER SWEAT FEMALE PREVENTION DEVICE ASSEMBLY ADAPTER (DEEP SOCKET) ON SERVICE 2. Y STRAINER W120 MESH INSERT AND 8. CONCRETE FOOTING (1 CU. FT.) PRESSURE REG. 10. PVC MAINLINE TYPE COPPER OR CL315 PVC FROM METER 3. BRASS ELVS (REDUCING IF NEC.) 4. BRASS UNION (RISER SIZE) 11, PEA GRAVEL SUMP(12"X12"X12T 5. BRASS RISERS: MAINLINE SIZE (L.AR.) 12. UNDISTURBED OR COMPACTED SUBGRADE 6. BRASS NIPPLES (NO CLOSE NIPPLES) 13. CHAIN & PAD LOCK I REMOVE HAND WHEELS 14. IDENTIFICATION TAGS AS NEEDED NOTES: 1, BACKFLGW PREVENTION DEVICE ASSEMBLY SHALL BE INSTALLED IN ACCORDANCE TO GOVERNING CODES AND ORDINANCE. WRAP SUBSURFACE BRASS PIPING WITH 10 MILL UPC PIPE WRAP. B FLOW PREVENTION DEVICE 3 12 NOTE: A. QUICKCOUPLER VALVES SHALL BE OF A TYPE APPROVED FOR RECYCLED 11 WATER USE. 14 4 12" 1. REDUCED PRESSURE TYPE BACKFLOW PREVENTION DEVICE ASSEMBLY (BY OTHERS) 2.4" THICK CONCRETE PAD - CONCRETE PAD 2" LARGER THAN ENCLOSURE FOOTPRINT 3. ENCLOSURE 4, COMPACTED SUBGRADE DEVICE ED R N 1 7 12" 12' 1 12" 0410 B '0 1. JUMBO RECTAN VALVE BOX 20"xl4', T. PVC SCH 80 TEESSS OR EL -SS ON ' aO III° MAX4VAL ER VALVE BOX MAINLINE - AND RECTANGULAR VALVE BOX 8. PVC SCH 80 TEE-SSS OR EL -SS ON I- 1 MAX 3 VALVES PER VALVE BOX MANIFOLD -. -' 3 UND VE BOX 10" DIA., 9. EDGE OF AREA (CURB, WALK, WALL) MAX 1 VAL VALVE BOX 10. RCV ASSEMBLY WITH DURA MANIFOLD e LI 9 B 4. PVC PRESSURE P - MAINLINE FITTINGS - SEE OTHER DETAILS 5. PVC PRESSURE PIPE- IFOLD 11. RCV MANIFOLD ISOLATION VALVE 1. QUICK COUPLING VALVE WITH ACME THREAD 6. PVC PRESSURE PIPE KEY 9, PVC SCH 40 COUPLING (Sq 2. QUICK COUPLING KEY WI SWIVEL HOSE ELL 10. UNDISTURBED COMPAC SUBGRADI 3. RED BRASS NIPPLE (LENGTH AS REQ'D) 11. THREADED BRASS FLING 4. 2" FROM LID BOTTOM 12, 10" VALVE BOX ID SET FLUSH WITH 5. CONCRETE CURB OR EDGE (WHERE OCCURS) PAVING S ACE 6. THREADED RED BRASS ELL 13. 1 CU EA GRAVEL SUMP 7. 1 CU. FT. CONCRETE FOOTING ON 14. P NGIPLANTING SURFACE COMPACTED SUBGRADE . BRICKICONCRETE SUPPORTS (ONE ON EACH CORNER/SIDE) QUICK COUPLING)IALVE a2 1. REMOVE AND REPLACE T ASPHALT 2.90% CLEAN BACKFILL AS REQUIRED (REFER TO ENGINEER FOR SPECIFIC j MATERAND IALCOMPACTION REQUIRE/ / 3 3. SOIL SEPARATOR 4. CLEAN PLASTER SAND MIN. 4 5. PRESSURE MAIN LINE WI SLEEVE 6. LOW VOLTAGE CONTROL WIRES, 0 _ 65 SLEEVE SIZE AS REQUIRED CL I I I I,I I kTL7 7. LATERAL LINE WITH SLEEVE /" 3" - 7 NOTES: A. ALL SLEEVES UNDER WALKWAYS TO BE PVC SCH 40 PIPE, ALL SLEEVES UNDER ROADS TO BE PVC SCH 80 PIPE, B. ALL SLEEVES TO BE SIZED TWICE THE DIA. OF THE PIPE (2" MIN.). C. ALL SLEEVES TO RUN A MIN. OF 12" BEYOND HARDSCAPE EDGES. r11 TRENCHING UNDER PAVING 4J SECTION NOT TO SCALE APPROVED DATE BENCHMARK Top n DESCRIP now Pt NO�STA CL`.E-022 P�R�17271CL93-022 P�R��iz715RLOCATION: ED. 2" IRON PIPE AND DISK IN AC PANORTH OF LA COSTA AVE,A�ATNOR�SIDE OF LA COSTA A�AT VULCAN AVENUE 13' OFF SHOULDER RECORD FROM: SAN DIEGO COUNTY ELEVATION: 62.949 DATUM: NAVD 88 SCALE I AS -BUILT 6. PVC NON -PRESSURE PIPE - ERAL NOTES: A. CONTROL VALVES SHALL BE INST O ALLOW ORDERLY B. LOCATE VALVE ASSEMBLES IN SHRUB OR OUNDCOVERAR C. LOCATION OF VALVE ASSEMBLIES SHALL BE 5 ED FOR API ARCHITECT PRIOR TO INSTALLATION. D. CENTER VALVE BOXES OVER VALVE ASSEMBLY TO FA AT E. SET VALVE BOXES AT EQUAL ELEVATIONS WITH TOP AT FI ABOVE FINISH GRADE IN SHRUB/GROUNDCOVER AREAS. F. VALVE BOXES SHALL BE SET PARALLEL TO EACH OTHER AND AREA. G. DO NOT DEFORM OR COLLAPSE VALVE BOX BY EXCESSIVE S, BOX. H. SEE ALSO INDIVIDUAL VALVE DETAILS. RRANGEMENT OF VALVE BOXES AS WHEN POSSIBLE. tOVAL BY LANDSCAPE ACCESS & MAINTENANCE. GRADE IN TURF AREAS OR r,1VALVE MANIFOLD & VALVE BOX ORI NOTES: A. FOLLOW MANUFACTURERS DIRECTIONS FOR CORRECT INSTALLATION. B. NO SIZE OR DIRECTION CHANGE WITHIN 10x PIPE DIAMETER UPSTREAM AND 5x PIPE DIAMETER DOWNSTREAM OF SENSOR. •• ' DATE: �. . JAMES 13�119I,h9[l•xI�CVJy�Slil:l�V>�iT•Za1RTIN9Y:>• NERI 060 AROUND VALVE 1. FLOW SENSOR 2. COMMUNICATION WIRE IL W/4" EXTRA WIRE) 3. WATER PROOF CONNECTORS 4. BRANDED 17" X 18" VALVE BOX WI EXTENSION 5. BRICK OR BLOCK SUPPORTS 6. PEA GRAVEL SUMP 3" DEEP 7. PVC PRESSURE MAIN SIZED EQUAL TO SENSOR FOR REQUIRED LENGTH 8, REQUIRED DISTANCE FROM FITTINGIHARDWARE 9. REDUCING FITTING OR HARDWARE 10. PVC PRESSURE MAIN 11. AT FINISH GRADE IN TURF; I"IN SHRUB AREA U. UNDISTURBED OR COMPACTED SUBGRADE 13. TWO (2) CONDUCTOR, SHEILDED CABLE (AEF 9516-2SP OAE) CONNECT TO TRANSMITTER ENGINEERING DIVISION APPROVALS 2 1 3 10 6 - F 7 9 5 J 1. GATE VALVE 0 L VALVE 7. PVC SCH 80 FEMALE ADAPTER 2. VALVE 80 /EXTENSIONS AS NEEDED (DEEP SOCKET) 3. BRAS ION WI BRASS NIPPLE B. PVC PRESSURE MAIN (TYP) 4. K OR BLOCK SUPPORTS 9. PVC SCH 80 45 DEGREE ELLS (TYP) . PEA GRAVEL SUMP 3' DEEP 10. AT FINISH GRADE IN TURF, 1" IN SHRUBS 6. PVC SCH 80 NIPPLE (T.O.E.) 11. UNDISTURBEDICOMPACTED SUBGRADE NOTES: A. VALVES UP TO 3' DIA. SHALL HAVE MALLEABLE IRON TEE HANDLES. VALVES LARGER THAN 3" DIA. SHALL HAVE SQUARE OPERATING NUTS. B. (4) 45 DEGREE PVC ELBOW FITTINGS SHALL BE USED TO RAISE BAWGATE VALVE TO WITHIN 12" OF FINISH GRADE. C. RW WARNING TAG IF APPLICABLE. MANIFOLD ISOLATION VALVE LJ SECTION NOT TO SCALE �- THRUSTBLOCK *rI CAP NOTES: 1. ALL PRESSURE PIPE TO BE INSTALLED ACCORDING TO THESE DETAILS UNLESS OTHERWISE NOTED OR DETAILED. 2. THE PORTLAND CEMENT USED FOR CONCRETE THRUST BLOCKS SHALL BE 42D-C-20D0 CEMENT. 3. FOLLOW DIRECTION INDICATED BY ARROW. 4. ALL CHANGES IN DIRECTION OF PIPE SHALL HAVE CONCRETE THRUST BLOCK. THRUST BLOCKS FOR PRESSURE PIPING fl PLAN NOT TO SCALE AS BUILT NOTE: LANDSCAPE SHEETS SUPERSEDED BY PRECISE GRADING PLAN 14038-G LA P, NERI LANDSCAPE ARCHITECTURE 4' 0 928 HORNBLEND STREET, SUITE #3 S9 RIB d5'1 SAN DIEGO. CA 92109 'e or cn�Ieoe r 858/274.3222 WWW.NERILA.COM ` CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWINGNO. LANDSCAPE IRRIGATION DETAILS FOR: ENCINITAS BEACH RESORT 6394-G ROUGH GRADING PLANNING CASE NO: TPM-89-014 APN: 216-041-26 SHEET140F 41 I DQ N n a rn� O N mM N am 0 J< a W W W �o UZN K a N <O NI w� I UwN m m o z ao aOw AS BUILT GENERAL NOTES / f EXISTING VEGETATION'�f' TO REMAIN - PROTECT IN PLACE I '/' ✓///,/// 1 +++ HYDIRRIO +++++ see 1 1 1 I 1 I EXISTING VEGETATION TO REMAIN 8CALB rlW CHANGE NO. 1 / DESCRIPTION /r ,I I I 1 II I APPROVED I DATE x .EXISTING VEGETATION - // r TO REMAIN - PROTECT INPLACE SOUTH PONTO / - ++ ++ STATE BEACH +{+a++/f/r f��j.� PARKING LOT 1.QUANTITIES SHOWN REFLECT PLANT MATERIAL SHOWN ON THIS SHEET ONLY. 2. BEFORE COMMENCING ANY SITE EXCAVATION, VERIFY LOCATIONS OF ALL TING SITE UTILITIES, INCLUDING WATER SEWER, GAS AND ELECTRICAL LINES. F OR OTHERWISE MARK ALL LOCATIONS AND INDICATE UTILITY TYPE. 3. SEE CIVIL DRAWINGS FOR SITE AND 4. LOCATE REFUSE BIN AT APPROVED ON -SITE LOCATIO CONTRACTOR SHALL DISPOSE OF ALL SITE REFUSE ATCITY-APPROVED L TIONS. S. PROPOSED LANDSCAPING SHALL NOT CO CT WITH EXISTING UTILITIES. 6. MAINTENANCE: ALL REQUIRED LAN APE AREAS SHALL BE MAINTAINED BY THE CONTRACTOR FOR 180 DAYS AFT DROSEEDING. THE LANDSCAPE AREAS SHALL BE MAINTAINED FREE OF DEBRIS LITTER AND ALL PLANT MATERIAL SHALL BE MAINTAINED IN A HEALTHY OWING CONDITION. DISEASED OR DEAD PLANT MATERIAL SHALL BE SATISFACTO Y TREATED OR REPLACED PER THE CONDITIONS OF THE PERMIT. 7. GRADED, TURBED, OR ERODED AREAS TO BE TREATED WITH NON -IRRIGATED HYDRO D MIX SHALL RECEIVE AN INTERIM BINDER / TACKIFIER AS NEEDED BETWEEN APR ND AND AUGUST 31 ST FOR DUST -EROSION CONTROL WITH SUBSEQUENT ,APPLICATION OF HYDROSEED MIX DURING THE RAINY SEASON BETWEEN OCTOBER 1ST AND APRIL 1ST. 8. PERMANENT REVEGETATION: ALL GRADED, DISTURBED, OR ERODED AREAS THAT WILL NOT BE PERMANENTLY PAVED OR COVERED BY STRUCTURES, SHALL BE R yo PERMANENTLY REVEGETATED AND IRRIGATED ; f . r F `/'/ NOTE: ! FR1v LIT- ' SEE SHEET L2.1 FOR PLANT MATERIAL SCHEDULE I a a a 1' Qa i I . a �, � + w « \`.' _ } - w PLANT CALLOUT KEY a a IV ` a w a=�_�+ a a a a a *}+*+ d+ a�a +++ a++ �+� {t'Lx++�rb4++{ 1 a ++ I 1, a w a a ` a�. a `. a ` a ` a • • ++ �A*+�*++*+*+*+*+*+k+ +{3a*a**+++*+*+*+'++++ +y^a+ a++z`++++ik44 3 1 a aax`. a s a s a ++**+ t+r++g+*++r+L*S{*i*+ lei+++ems+>++Sr++mat,�,+i-*+++Ps"t. ar4'a4aas +_ + + +++ at++i so a a 1 a +++ ++++�+++*+*.*t* • 1' W 1 a a +*>+ ++*+ *t*+ta+`*iT�;; +F+++++++++++ '^ 1 t'I'' f1j2 *.'4wa.`�.`.. awawaaawa w w+f+1+-+++4�±�-+,i+--�^�°'i3k�isa�ta+s}�t�.+���aa a a`a`a a yl VVJ aa�:\aaaaa. `a w4 .�.wwaa+. .a aaa a`a `a` a w 1 �aa a `�+Z aaaa +`waa`a`\tea—+w�w w w VV. a ���alj 10 y��-1w= 1 a a a a a a a y/ a a u r �a aaa a'_a. . w w'w a a a A a }` a 3'+� s+i*+}� a a a a a j a a r yk� a a u a a a a 4 y♦3++++++y-4.L}_ w w w .w www-w w a+ 1 w.: y a / � � jj' SEA BLUFF VILLAGE ^f��/,,�(r�j PROPOSED CONTOURS, 1 t »*+*s.0 TYP. SYMBOL .` EXISTING CONTOURS, 18�._ T .i... � `__ .'+ +*,+;+.. ,+»`£ ..,s,`+*,+*, TYP. SYMBOL. BENCHMARK DESCRIPTION: PT NO 22 511 09-0 PER ROS 17271 LOCATION: ED 2" IRON PIPE AND DISK IN AC PATH, NORM SIDE OF LA COSTA AVE AT VULCAN AVENUE 13' OFF SHOULDER RECORD FROM: SAN DIEGO COUNTY ELEVATION: 67949 DATUM: NAVD 88 PER SDRSJ D-9 SCALE SEA BLUFF VILLAGE AS -BUILT HORIZONTAL: 1"=20' VERTICAL: N/A I JAMES P. NERI DATE 1 """'"N °T: `Mt'MU eT: ENGINEERING DIVISION APPROVALS 'LANS PREPARED UNDER SUPERVISION OF RECO ENDE APPROVE DATE: z SF_E AT&mr R.L.A. NO.: 3321 S -da3yy EDWA JAMES P. NERI EXR: 06/30/19 DATE DATE Of QUANTITY ON SHEET SPECIES/ VARIETY 4 ULM PAR STD 48" BOX SIZE ADDITIONAL NOTES NOTE: QUANTITIES LISTED ARE FOR THIS SHEET ONLY. \ AS BUILT NOTE. LANDSCAPE SHEETS SUPERSEDED BY PRECISE GRADING PLAN 14038-G IMmf M \ NERI LANDSCAPE ARCHITECTURE 928 HORNBLENO 51REET. SUITE # 3 J• SAN Drew, CA 92109 858/274-3222 PNJW.NEWLA.00M CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT NDSCAPE PLANTING PLAN FOR: ENCINITAS BEACH RESORT ROUGH GRADING APN: 216-041-26 W M N M b P N _O N N W m N a �Vv Fez a W W V F 0 VZN <aN aNM mza VAN Nmoo zzm zwm Joy zmrn z� e N pNOSCApf ,E NF?5 Zm� �U m^ N P >pX OF CAlAiOP OF N Z ,i L a om zro a�N io F V N DRAWING NO. 6394-G 3zm SHEET160F 41 AS BUILT w IN I PLANT MATERIAL SCHEDULE �� r/ • \.�.- Fv'-�, �� ���V A� `, v IRRIGATED HYDROSEED PLANTING: �' \ SYMBOL SIZE BOTANICAL NAME COMMON NAME LBSIACRE AAAI IIIAA IIII EXISTING VEGETATION // / Or% 1 +� ,{ � / i> � � , ""�.` \ x � \�\ � \\ � �` a TO REMAIN - PROT$C7 % '� r / r /' / - ^` "F �� ij+ ✓, \ \\ \. `. \ + + + SEED 'COASTAL BLUFF SEED MIX"AVAILABLE FROM SS S S, (806) 664-0436 SOUTH P O IN PLACE V �i 5 5 / ��f P` �� ��V A STATE BEACH _ / y r / t v + + ' // / % l i ✓ V V v 09 A Av A;'X d vv v +++++ Amplex carrescens Fourwing ush 4.0 PARKING LOT / /'"/ �` `` �>` �� A\. �� HYD IRR Acmispon 4laber Dee d 2.0 �/' �" vv \ A* \ V ��,� ,+/ Ademesra calilomlca mia sagebrush 2.0 1 PROPOSED CONTOURS, J ✓ ' i - \ I \ ✓ �\ \ \ \ \ ` Dichelostemme cedatum Blue Dicks 2.0 TYP. SYMBOL / Y < �, A #v CYi �� A v �� A p 1 / u -� � v \ v Camissomopsa cheiranth" Beachevemm9 Primrose 2.0 ,� v L T � vIN I\ VVV v v v / f ' fl^rdFRH L n- -9 v A V Ceanothus verrucosus Wart -Stemmed ceanothus 2.0 ./A, ,q)�\' i ��y', y - EXISTI CONTOURS, �'b/ \ \ t I" I O \ Enceka ca6tomlca Bush Sunflower 6.0 TYP. SVM _ �t'F/ �9� - A\aA ��'� .\ ' v''oA �v� `'�`•� ErioPhyllum diflomm Golden Yarrow 4.0 �'' V O ; F`, �? 'V '\ OVA A Edoga iganteum St. Catherine's Lace 6.0 1 �-P �i �- `�\:.\ ' '\; um parorfolium ClifBuckwheat 4.0 i + \� i / �' \I yv v _ chschdne pldomiCe Calilomia Poppy 6.0 �: +t+ *" V�•v V •A "�V\ w ♦ �, `� Frankenia Satma Alkali Heath 2.0 +++++YD1RR 25670Sf d/f/-#+*+`,+++k+�'«i'++.Aa+++,+ /' ''s; V�'��.A\. A\, Av V A,A ` , { I'� ''� Helianthemum scropadum Sun Rose 2.0 +++ S88 / / `*+*.+r+r+,y * +{F +#"*++# % / �_ y. AA, A� , A v v - _ Monardelle linoides San Diego Willowy Mint 4.0 / p + +++++ �' *:* `�+ + ++''"'++{ -/ � }_, � �/ AVA� � "\ v - .' _ Mimulus suranhacus pummus Red Monkey Flower 3.0 1 +_ t * +*'t \ � EXISTING VEGETATION `A �� 'v vv Pensfemons ectabilis Sho PenstemonS ectatilis 4.0 + + + +*�+ + '� "� \ \ TOREMAIN-PROTECT ' Y° 'A' \\\ �� Stsydnchlum bellum Blue Eyed Grass p 2.0 * *++ m# +°'*++ I`I` I r- INPLACE \ s" 1` Q, S6peWlchra Purple Needle Grass 4.0 W ++«++o / / ++#+. ^� + +4 +<+ +, i \ ©�j� Trictrostema lanafum Woolly&ue Cuds 2.0 tr HYD 46 720 sf �,rt + + �^ v S` 1 = i+ }+ 6*+**+ +(F� Y 63.) LBS ACRE NONI-tRRIGATED HYDRO LANTING: SYMBOL SIZE BOTANICAL NAME COMMON NAME LBSACRE "BASIC NATIVE EROSION CONTROL MIX" AVAILABLE FROM SS SEEDS, (805)684-0436 1 ~9✓ / f ✓ +f ++iW++-++.+++++ ++ ++*+4+ 4+ / \ �"Yj� + + + +* � -. � Bromus cadnatus "Cucamonga' "Cucamonga Brome° x* * « i + 1 f' / HYD NON ++*+* ^+ +*+% ',y /, %/ ,.. \ \.` Tiilolium tddenfatum Tomcat Clover" vgA�+*++++* -. F"-/�/ \ \ Vulpia mrcrostachys "Small Fescue" 38 LBSt ACRE y i�/�// f/f� .++*+++++7+4++++++*may/ X ../. �.%// ✓i'i✓�/� / %/� / % / / /i /�.. \ *T"+} \y`\\ ♦ \\U,,/' \ +J i /! '. _ ' / -++++ +/+ _1/` ` PLANT CALLOUT KEY +++++ ++ -4 }+t+#'+k++++ w.. // / / v W '�+ ++ + + \ \ p f "(( \. / .ic --.;'F'+ ++*+*+*+tx*+*+t *.*t++s%+++'ktt+++t*+ a+ +t++ +�+rt t#+ 1 �i'/ .' . l o- . o- « `. . `..'\^+*i ++�`++w+ \ 4'Y C'.,\ \�'' \ \ \ \` \ \ QUANTITY ON SHEET LLI �;� \ s. �,i +. ++++a++ rt++++++t++t+A:+r+c++x{. ++ r++�a++,Lti�sr-#+^+"+ +�t+ +'1 + .y - ,Cart 4 +'CF \ �v \ v..,-t ,:s"''�z!'��.� c * ++'>s+++t+*ram+*+ +*+*+++*+*++++*+++++'+ + +'+++ La* EO-+ ': +A'^ *' +-*+ .. ` ` ++ +++ ++ \ \. \\y _ \ SPECIES/VARIETY ,n_..: l \�} _ r + + ♦+-.+ �..+-+*S"+.+a# +++++++++t+y+M+ + - yy..jy y+}µ`. ..`.4. «+. //%% ^<•/'� t'�.-. t + * Y#** w+b+++++++F++*+� ++i++++Y«#++Y++i.*+*+++*#+ + #+*i +�i +F.+4.a +t+-t • . a .. • v a a v v µ s 4 r .0 r .r+ /!�' % �'%� «t+i's++4*s*#t+4# ++ ++++xt+++, ' S,* T+.rtW ` „ " ` . \ lJJ } + + p +++#w ++r++w s+?+ ++++++ a+ +++++ s'+ # s �- #-yam+*++ +c ++ ++ + ++ +'1 j-•. ,£," + k + + +*s+++V * - Wit.+.-.e +a --J.-a +"k3-m*.*.4� .. * *+ \ \ \ \ / 4 + +*tl++++++ r-a. d '"I ... ` .`. `.`. `. .`. `.`.may ULM PAR '+'N '� a+++FF+++++++++y+'*rr n.-ti-._., .. >. .._W.. x a y_. + a��.` STD 48"BOX n + +�' W s ++** + +++w + +*++++x + +t� \\\ SIZE \\\\ F+s:++++*++` *+ a '+ \\� \ \�\\ ADDITIONAL NOTES l +�++ - - I 4 ' ' - '� ' r ` ++ix \ \� \\ \\\T \\ \ �c NOTE: QUANTITIES LISTED ARE FOR THIS SHEET ONLY. LLI is*+ w++t+*++* p \ f *i-*+ix.'*."u O 12a' 4aw. - .1'ktt 1\ \\ \\ \ \\ a « + U♦ • ♦ • v v va, • • r • r r r • < ♦ OWO . I- + (' (V V7\� • a r + + + + o �� r ♦ + + •`• •'a` `♦ r `a $ • ♦ A A, .x ♦+ I ♦I + r + + \ V W. .W `. .°'* .+. . . f. A .'' C + _ w4 + /y II. .`. .` - `+++*+ . .. * r �.`� \\-\\` \\\ AS BUILT NOTE: aa.N +` + st+ ++ ` *- - - + + \\ _ \\ LANDSCAPE SHEETS SUPERSEDED BY PRECISE ` ` • • -` , *+ .' ` + • ' ' • * • ._� '\ GRADING PLAN 14038 G W < . . . . w �+ • " *#,..'+�,++ts*tGl'+ *fLw + _ w . R +�. . . . . . \zzw ?4. -as+t+ *v*+'l'-itxt' I++:+`F+'- +ta$£***i}+++-++++++♦ .. �. .`.�`... +I� . `w .+� + w+ ..-ram++*++ +*' +r +t +'t +st�'+� {v.,,}}may F+} �4 - v9 W++Y++ t i { YY +i'-4+++t4+±*i#}#+++t+++ i+++h a: F+ N +�.. \ .\ syx�-+ - tts*+6 +t+r+t+q{i#r+ - +ti'rtr w-�.++ +++++t{+t+*+*stwt+*rmr+++..+ f ++++w +++z+r*+ 1..» • • • -w. • • +++ WNW 1%'v+++t++y ++:+s��+,-+*Ji+St.+*.+':+X .. +�t*,:*i*y4r ::. . . . . r . . 4 .+# \ \ z m r PROPE+ RRTM LIfD+{E r s��+.++*+_ _ +. _ _ _a ++ �T' +t t+'+«+= ,+=Es'+,r?++'+"i'+4z -:i_r .---. —".—_ _. -._ "++`fit++*+*ft«*'+i1;�+ *+.'+*. \ -x---w-- + + ++ + + # ++ ++Lw++ + ++ ++$F +++++++++i+++ +++++++ ++++ ++++44 '+* \ N +r t+ ++++++*++++ ++++t +++aL + -T`/�-�Nt1+*++*#+++4+i++1.+ 4 ++++t+ ++k + + ++i+ 44+++}f++++ + * +++ _ +++ + + +++++++++t+t++, +++ ,+ ++ +++ A s * �OPE- r.,.'-"`tf+..t+. `+#+++.tt+4+*«*t*+*+ ++ *+ '4 o- z ro E'RI LANDSCAPE ARCHITECTURE 0. ` 4 w_wv BLUFF VILLAGE SEABL,UFF,VILLA6E SAN DiEc B, A S�M2109 . SUITE #3 s9 of �s't` j o 4 SAN DIECA, CA 92709 tf oe' r a - I CABO GRILL BCAIFf11 858/274-3222 M/W W.NERILA.COM CHANGE No. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS -BUILT DESIGNED BY: DRAWN BY: CHECKS Y: ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. a o , NE HEFT - - DESCRIPTION: PTNO. n STA cLSa-n�� PER ROS nzn PLANS PREPARED UNDER SUPERVISION OF REC D APPROVED: LANDSCAPE PLANTING PLAN FOR: =01 UILT S 1-11-21 LOCATION: FD 2' IRON PIPE AND DISK IN AC � ENCINITAS BEACH RESORT w' PATH, NORTH AID OF A COS A AT HORIZONTAL: 1"=20• DATE: /�yJ l� n, �± Z o m WLCAN AVENUE 13' OFF SHOULDER VERTICAL: N� JAMES P. NERI DATE EDWA7 JAP)/ C1.3.7�'V RECORD FROM: SAN DIEGO COUNTY SEElmmT R.I.-A. NO.: 3321 NOWAK EDWAR J. MER ROUGH GRADING w�� ELEVATION: 62.949 DATUM: NAVO 88 SR 1-11-21 JAMES P. NERI-lr'/S APN: 216-041-26 SPECTOR NIOR E ER EXP.: �0 �39J79 DATE DATE PLANNING CASE NO: TPM-89-014 SHEET170F 41 r AS BUILT CAUTIONN ALL EXISTING UTILITIES MAY NOT BE SHOWN ON THESE PUNS. DIG ALERT & GENERAL CONTRACTOR SHALL LOCATE @ POTHOLE (AS NEEDED), ALL EXISTING UTILITIES BEFORE LEGEND RETAINING WALL CONSTRUCTION BEGINS. STATE OF CALIFORNIA DEPARTMENT OF INDUSTRIAL RELATIONS DIVISION OF TOW. = TOP OF WALL TEMPORARY SOLDIER BEAM I ,«♦ OCCUPATIONAL SAFETY AND HEALTH TRENCH/EXCAVATION T.O.B.OP OF BEAM MONITORING POINT , \\ I ♦ \ PERMIT NO.\" ♦ ♦ \ \ B.O.W = BOTTOM OF WALL ` \ \ \• •\ \ ` UTILITIES NOTIFIED, •♦ ES1.8 •A• ��x ��•� �: SDG&E Underground (P) PROPOSED SOLDIER BEAM COUNT O �� \\ ♦ \\ ` — Service Alert �\ ♦ \ \, \ \ •\ \ \ LEVEL THREE COMM.COOLING a ramoe (E) = EXISTING 1 ♦ ! A V A. SD CENTRAL COOIJNG i� I � A ICG TELEPHONE GROUP CALL 70LL FREE ♦♦ i'�♦ �A \�" •� •� SDGIE ELEC. TRANSMISSION �L TOLL FREE 3" x 12" DF J2 DETAILISECTION CALLOUTS iT � ����E �� ���� UTI — PAC BELL TIMBER LAGGING I II ♦V' - COX CABLEES / \ ♦ O ♦ \ COX CpAMUNICATIONS TWO WORKING DAYS BEFORE YOU DIG .! �' , ES1.7 \\ `�• NEST PACK PIPELINE RE —NOTIFY EVERY TWO WEEKS ;� 16D THE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE CITY OF SAN DIEGO TICKET / 71EB4CK (ELEVATION) ® /, ♦ \ •\ \/i;�, \ �� ACCORDING TO THESE PLANS AND THE SPECIFICATIONS IN PLAN. — TRAFFIC DATE CALLED: TIEBACK (PLAN) 1 ♦ •, / �� \ INCLUDING THE INSTALLATION OF TEMPORARY SOLDIER BEAMS TIEBACKS, a"a STREET UGHTS I j 4a(� ♦ \\ / •\ \ - \ i RAKERS AND LAGGING. WATER / a \ �� \ ♦ \\� V0�.� \ INas INy V � V , 0� am A !!e a\.AI �• Agyp ♦ �•�' ��� _ - A ♦ `\\ 41,.. ° I a a + as ! ''�•� \! . T ES1.5 \\" \\- - �`\ \ ! a �aa a aaae �a I %!!<®!S No* %` A _ a v 0 V a a » ! �_ alai, ti - err— — \ ! ��,� - �� ." r _--- as L. e ♦ 150 s -G It - PROPERTY LINE A 140 130 .,,.:. _.. r _�T ._...__1 '" ` 138'.�'� ES1.6 ,' '� R.�H - -WAr \ /;r�%•, �roF IN I 1 PROPOSED STR E I li >♦ ♦ - A El u ��IN �j _ AI;, W ♦ s 1� j 1 �� J W )� I�.-... W ♦ I PROPOSED STRUCTURE - _�. \\/ -------- - —'r — —— —�--� ----- \/ ,I W ♦: 'PROPOSED TEMPORARY SHORING ' —--------------�>\\. \ \\ Ma I —dill I ♦ it l-.1 a ♦ 1 " a i t �T/' ♦ON, T \,r' \ ! PROPOSFD TEMPORARY. SHORINS �� s- - - I 1 � I V\ 1 s �• \ ,' '! - Imo, = II 1 - A�•\ 1 ' s \ j i a � :.. I '11_ ✓ v IDU ` ti .. ... ICI s - ES1.4`V� e lt�x v°O: s �` ♦�' 1 v/ \ No '� °.. II ♦- > i i \ .-_. ♦ ��i —TEMP. 1:1 SLOPE �r------ __ +I— t --.-+._---- Y`V ! T 11 I`♦ 70 ES1.2 _..-----PROPERTY LHNE --- •�--� \a �'. 3 ♦ , o e _ 80 »- I it u - \ •. 1 1 SLOPE x I I ! ¢ TEM ti� r. a e :1 - s TEMP. 1:1 SLOPE 1 I- , ' � + Y� i SAME OWNERSHIP A VA \. y I--j'-----------.--- _ - I 1 ' lL ----- - ESi 1 �` IN IN ' ES1.3 j \ 1 1 1 — — V \ / > "1 i 1 ! �I,�\---- -------------�— X ma�o�a 9errice euA ��I) I � a � •, _ - (II. •��\ 1� �,\ , O SITE PLAN VIEW EARTH SUPPORT SYSTEMS �1-800422-4139 I tl 1 1i s ll / +Ew emne 1IyV SCALE: 1" = 30° 8889VTEXcr�cw851 FAX DIEGo:cAezlze 1 �I TEL (TRO)92&2851 FAX pe0192&2892 SIGNED BY CHANCE No, DEscRIPnoN APPROVED DATE BENCHMARK SCALE % I AS—BIUIILT DRAWNCHECKED STY ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DRAWING N0. z NEW SHEEP DESCRIPTION: Pr xD. T'sM G.SEIH s wL aoS 1m1 I,�Y� PLANS P ED UNDER P-ERVISION OF RECOMMENDED: APPROVED: MODIFY BEAb 1-1 141-163 d 170-179 4 LOCATION: FD. 2" IRON %PE AND DISK IN AC PATH. 11 /302020nj�ENCINITAS BEACH RESORT AS BUILT IN -11-21 NORM SIDE OF LA COSTA AVE, AT VULCAN AVENUE HORIZONTAL R_ICARDO JORDAN DATE o4/,z/zm9 6394-G 13' OFF SHOULDER—5ILVEN NQWAK WIMMER— RECORD FROM: SAN DIEGO COUNTY VERTICAL $ 1-11-21 RI .C.E. 68436 EXP. 09-30-19 APN 21 6-041 -26 ELEVATION: 82.949 DATUM: NAw ee REVIEWER INSPECTOR SENIOR ENGINEER DALE DATE PLANNING CASE NO: TPM-89-014 SHEET Ten .p A&BUILT 268'-9" 2'-5" 5'-6" 5'-6" 6'-8" - 4 EQ. SPACES = 32'-0" 7'-6" 7'-6" 3 EQ. SPACES = 24'-6" 3 EQ. SPACES = 24'-6" 8'-0" 8'-0" 8 EQ. SPACES = 64'-8" 9 EQ. SPACES = 72'-0" - - `29� 2 EXISTING GRADE 90.00' AT BACK OF SHORING I TEMP 1.16 Z�' AT PROPERTY LINE Fes' 32 301 PROPOSED GRADE R ___-- TE --,.._SLOPE -'— --- -- -- --- -- --Z~ 2-3" aol 1 90.GG' - -- -_.-) - of - TOP OF SHOTCRETE o f Lei l w l - (1'-0" MIN. ABOVE �I�nl 00I bI w FINISH GRADE $ i j ES3.1 col 1 "t-- �'t _ - I� N TOP OF SOLDIER BEAM -. _._- ----------(Ok-3" TO Ot GRADE)_ - --._-___ T.O.W.= T.O.W of i� -.0. =79. 0' --- 4' 4" 3'-9 Qw BG.GG' - - n T.O.W.=77.00' FF 71.00 , 70.00' _--- - ----- - 69.00' _ - I - - - — - - - — - _ _._ ._ WALER rL ELEV 71 00 70.0 - 3 �'-- EQ.. EQ. -- TEMPORARY��N � �._ _ _ - -_-- - - _. - ._ _ - - WALE . 0 R (TYP SEE - 3. APS, - DETAIL 2/ES3.3) 1:1 SLOPE �� - - .N.O.) U.N.O. H" PE 4/E .3 RAKER STRUT (TYP. 60.00' _�_ TIEB K .S" SEE DETAIL 2/ES3 3 • {TIP AL) PROPOSED GRADE I _ - 3" x 12" OF 2 TIMBER IN FRONT OF WALL �� - _a_ - - - -..._ .T_. - -- -- --- - - - -- - - - - LAGGING (TYPICAL, U.N.O.) - --. -._: _r 60.00' 50.00'• ... _. '. '•__• . ' .... : , [BROWO-PIP [-B.O.W4=51.00' - - --- -- B.1.0 TEMP. 1:1 SLOPE -- - B.O.W=55.00' 51.00' ��.. BOTTOM. OF SHOTCRETE (54'-O") =PERMANENT BOTTOM OF WALL TEMPORARY BOTTOM OF WALL toe LOWER 3' OF LAGGING BETWEE11 N SOLDIER BEAMS #1 TO 7 MAY BE OMITTED II J NJ 91 11 "D"tee O1 M Yr it 7r y� IF ySITE CONDITIONS PERMIT, AT THE DISCRETION OF THE SOILS ENGINEER -ry- y+I lip B.O.W.=42.00' ll ll ll� ll ll ll ll Ll ll ll ll Il ll ll ll ll ll ll ll U ll ll ll Il Il Il ll tJ ll O---SOLDIER BEAM,TYPICAL O O O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O SEE SCHEDULE FOR SIZE 1A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 NOTES: ELEVATION VIEW — LOOKING SOUTH 1. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.0. - SCALE: 1" = 10' 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. - I, TIEBJACK(TYPICAL) II e, 1 PR�POS4EDGRAOE/SL --- PEfiiV"GRADING. PLANS- _ I PROPERTY LINE 9 SAME OWNERSHIP INN" �z; L ' - TOISBE R UTILITY ,te PROPERTY LINE v�l E REMOVED 1 S2. r' /�`\ � PROPERNs E 1 lA 3�1+ © 7 B 9O 10 11 12 ld SKEN`15' TEMP, 1.1 SLOPE rt 1 2 �' ES31 f53.1 , 1 4531 ES33 - 1 ES3.6 12 2 / 2 4 6 17 15 • S3. 15 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 $3. PROPOgFA STRUCTURE PROPOSED DRARY SHORING. - - .' r �Z 10 %� �� PR�OSED PERMANENT SHORING SB{�1 7; 1 3 - -- - _ ____ ----________ -- - -- ,.---_---- - ----- _ _--- _ STRUT (TYP.) RAKER ( ) N>N - — - 4 1 _ _T- ---__l 4 0 TYP _ - `- VAdmgromd gm a I I I I PLAN VIEW SOUTH CAI. TOLL M �1_800422-4133 R re. a/.n/ e SCALE: 1' 10' .. :. e = s i.O Ymis DESIGNED BY DRANK BY CHECKED BY CHANCE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS-BR&T J RM RJ ENGINEERING DIVISION APPROVALS rPLAN'NING OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. 2 NEW SHEET DESCRIPTION: PI NO, 22 STA =-= PER RaS m21 PLANS PRE UNDER SUPERVISION OF RECOMMENDED: APPROVED: UNIFY B WS 1-7141-163 $ 170 M1 4,LOCATION: FD. 2" IRON PIPE AND DISK IN AC PATH. 11/30/2020 5 AS BUILT R -11-21 NO TH SIDE R COSPA AVE AT VULCAN AVENUE HORIZONTAL RICARDO JORDAN DATE 04/12/2019 —�--� �ARDJ. NMMMER_ENCINITAS BEACH RESORT 6394-G RECORD FROM: SAN DIEGO COUNry VERTICAL S 1-11-21 RIC D .E. 68436 EXP. 09-30-19 APN 21 6-041 -26 ELEVATION: 62.949 DATUM: B9YD_8R - REVIEWER INSPECTOR SENIOR ENGINEER GATE DALE CASE NO: TPM-89-014 SHEET IQ& OF 41 A&BUILT 283'-11" 8'-3" 12 EQ. SPACES = 96'-0" 6'-0°.I'61-0" 7'-8" 8'-0' 19 EQ. SPACES = 152'-0" In 23 m GRADE EXISTING ta, n is -+------- a _5" _ -TEMP. 1-1 SLOPE- -r- -- ----- -- -----1---- -- ZI - 21 _ tl-------- --- , - - - - ---- -- -- -- "-- -- - y --------____... _ _. .. TEMP. 1:1 SLOPE 90.00'.. - --W J -.. 4- li - I ' - 25 -- 80.00' r -_ - - --- - - ---------.----_... -....-.--_ - — — — _ -{� 1._ _.. _.-._._ — — �_ -. --_.- -I-.--- ---- 1 —=�1.. 80.00' T.o.w.- 70.00' WALER fL ELEV=71.25'- 3-6" -OIIIN, - 10 4'-2" -.-.. 1' 4° .A.. \� ES33--I-cd i._ _. - . - ----._ ...I! — — —i— ROUGH. GRADE.. PA AD AREA ___ 7C.00' 00 11 AT ELEV. 64.00 t 1 WALER (TYP. SEE_ 8' -3"---..-l0" - -T - - - \ ~ _ DETAIL 2/ES3.3) -- -- _. --- _�_ — _ -1 .B„ - - 3 -� _ — - _ _ _ _ — _ _ _ _ _ _-0.W6400� 01 RAKER STRUT (TYP. _ 60.00,SEE DETAIL 2/ES3.3) —ES3.3 — _. --- -- "A., 60.00' BSA K - - - - STRAPS H' (TYPI L) 50.00' 50.00' -:- .,S" PER 4/ 3.3 "S. 3" z 12" DF #2 TIMBER - � LAGGING (TYPICAL, U.N.O.)tr -- _. . 40 00 B O.W.=42.00,_ - _ -- --- - - -- — -_ - -- _ -2 40,00' y� yF m yE Yr yE yF yF y� rt yF yF yF y� rr y�-.— _ y� .9.yF 4 .00'T.�F SOLDIER BEAM,TYPICAL--w: u u u"�ce u u u u 11 11 II ll Il 11 Il 11 ll ll ff e 11 {! ll ll 11 Il ll SEE SCHEDULE FOR SIZE NOTE ELEVATION VIEW - LOOKING SOUTH 1. FOR DIMENSIONS "A" "B" "D°toe "H" & °S", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.0. 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. SCALE: 1" = 10' v � f PROPERTY ���,t, �� III it 9z PROP BACK _rI ✓ .� li SKEW 6-. AS SHOWN.1 TEMP 1 SLOPE j ( - --. z,�. e Q_ .z — C SKEW 5' AS SHOWN -I-_ - SKEW 5 AS SHOWN �\ PROPERTY LINE ,.! [t - �� �,k-. �� �\\ ��e ��°irc`•..� �. , - 67 68_, - S2. TEMP. 1:1 SLOPE 66 65 BOTTOM OF TEMPORARY SLOPE15 ` f - _ _ 62 • -:. f `�\�� - fr _ S9 s 33 34 -_ 35 36 37 38 - 39 40 41 42 43 44 45 46 -_- .� _ U O O O O OI O O I O O O � O O ��� v, - ,t --- - . `EQ,.1 f .3 VA- 11 If -- a - -------� -- 55 t - - ------ ----- - -- --- --- ------ i .m S2. 52 2 I I I I I ES31 1 1 = _ ' `� •- 1 \, J, I I - ^ C ° -- - - - 49 5' MIN. (SOLDIER BEAMS #49-75) �aFV.V:. r- P.: 1 \ t b I' SIM. PROPOSED STRUCTURE I I I � I PROPOSED TEMPORARY SHORING __ 111 I --� I ----------- I, -- ---�s 3 = ° T I III RAKER STRUT (TYP.) j II KER FOOTING (TYP.) ' I i I It it I VoderR"®d 9errice Alni ' Vf__, V ,r, : :, �._T.:,U- PLAN VIEW - SOUTH ..,.. L_ , SCALE. 1 = 10�J L W1 To Fm ---- -- M i- i4`-0" (TYP.) 1-000422-4133 i i a ES1.2 ,wwe.m wea. 'i L ' CHANGE No. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS-BIUIILT Y RAffMM BY CH CHECKED BY ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. , NEW SHEET Stol knad I DESMPRDN: Pr NT. n Su CLM-M PER FMS 17271 PLANS P PARED R SUPERVISION OF RECOM NDED: APPROVED: AS BUILT 11-2 LOCATION: F➢. L IRON PIPE AVE.A IISK IN AC 14UE 11/30/2020 ,� �� ENCINITAS BEACH RESORT 6394-G NORM SIDE OF U COSfA . AT III AVENUE HORIZONTAL 13' OFF SHOULDER RICARDO JOROAN DATE 12/04/2018 RECORD Mal DIEGO COUNTY VERTICAL SR 1-11-21 RICARD N R.C.E. 68436 EXP. 09-30-19 1-}2-l4 APN 216-041-26 ELEVATION: B2443_ DATUM: IYA\�B@ Rc,ncwcR mccmrnR cculnR FNGMFFR DATE DATE PLANNING CASE NO: TPM-89-014 SHEET20OF 41 A&BUILT 162'-8" 8'-0" 7'-9" 7 EQ. SPACES = 56'-0" 6'-10'le '-50 8'-0" W-00 7 EQ. SPACES = 56'-0" 7'-4" 0'-4" of of a a a I I =I q I I I I I 1 I I I I I t I I I 70.00' _.. -_. -_ _ -_-----_-.._ _. _ ROUGH GRADE PAD AREA 1 _70.00' AT ELEV. 64.00't T.O.=64.00'— - -. - _ _ - - - - - _ - ---- --. - - - - -_ -- —T.O.W.=64.00' TIEBACKW(TYPICAL) - __ - - - -- - - -- �- 60.00, 3" x 12" DF #2 TIMBER -- LAGGING (TYPICAL, U.N.O.) 50.00' Is, 50.00 H" 40.00' B.O.W =42.00,_ -. .. , - - .. - - . _ _ B.O.W.=42.00' 40.00' _._ -- -. p rt �Y yr TY Yr. ---.- SOLDIER BEAM,TYPICAL u u u u u u1 f 'ff -ff 11 TT U U U TT Il SEE SCHEDULE FOR SIZE O O O O O O O O O O O O O O O O O O O O O 0 68 69 70 11 72 73 74 75 76 77 78 19 80 81 82 83 84 BS 86 87 88 89 ELEVATION VIEW - LOOKING SOUTH NOTES: . " = 10' 1. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM SCHEDULE ON SHEEP ES4.0. SCALE1 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. SKEW 5• AS SHOWN - i� p pp p I II II II K 1 �� SKEW 15' AS SHOWN ( � ! , / I II 1 �s'' TIEBACK TYPICAL _.. PROPERTY LINES IV '' SKEW B' AS SHOWN I �{ I J TEMP. 1:1 SLOPE , I: — Ifi II II I fl: 61 e2 es e4(� e588 71 72 13 14 75 76 17 78 8 7 70 / O S3. 1 I 2 ES3. 5'-0" MIN. 10'-O" MIN. k (SOLDIER BEAMS 10 69 876-89) ES3.1 PROPOSED STRUCTURE PROPOSED TEMPORARY SHORING �� `�� -' -- - y� ` ..-- .. .,�„ .'. / /i � % •' �9 DRSWON Alat — PLAN VIEW SOUTH SCALE: 1" = 10' ® 18001422-4�133 y, ainn• A — CHANGE NO. w DESCRIP11ON APPROVED DATE BENCHMARK SCALE I''" ' _ AS-BI LT RAW" UY ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. NEW SHEET 0 CKnON: E 14 No.O CIA aND DISK N 7mt k PLANS P ARED SUPERVISION OF RECOMM APPROVED: ENCINITAS BEACH RESORT 6394=G AS BUILT SR 1-11-2 LOCATION: N: 2' IRON PPE II- p18K N AC PAM �- 11/30IL020 NORM SIDE OF Iw COSTA AVE. AT VULCAN AVENUE HORIZONTAL 12/04/20118 RICARDO JORDAN DATE " OEE SHO l ER APN 216-041-26 RECORD FROM: SAN DIEGO COUNTY VERTICAL RAt 1-11-21 RICAR O R.C.E. 68436 EXP. 09-30-19 LAI ELEVATION: 62W9 DATUM: NAVD 88 REVIEWER INSPECTOR SENIOR ENGINEER DATE DATE PLANNING CASE NO: TPM-89-014 SHEET21 OF r)ll W T AS -BUILT T.O.W.=62.00' 80. DO' 70.00' 60.00' 50.00' 40.00' ® 90 91 92 93 ® 95 96 97 98 ® 100 101 1® 0© 104 1® 106 10 108 109 110 11 11 11 14 11 ELEVATION VIEW - NORTH -WEST NOTES: SCALE: 1" = 10' 1. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM SCHEDULE ON SHEET ESCO 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. { _ B .G. E �I ROUGHRA PAD AREA BEHIND SHORN R 14'�671MDEIMIN.. ELEa1C'62.00' . _ ... _. i, i _ r I TEMP. �:1 SLOPE _ II - A n PFF6PERTY LINE�- - -— — -— t� qF � 1` \� 10 �. ' 107 1 109 110 11111 11 _ .. _:. -\ 114 1 " ' / - -- 01 --.PROPOSED TEMPORARY SHORING f I 'e -- \ PROPOSEDSTRUCTURE 1�, 00 ES3. S3. S3. I L 11 98 el I 96 _ f � 95�, / I K (TYPICAL) �\ TEBACC94 / 90 PLAN VIEW NORTH -WEST �1-800422-4133 - .-+..Sy'42'��t., Jr,-o SCALE: 1" = 10� 7 ate" ESt 4 CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS-BIUILT DESIGNED BY vm1 Y H ENGINEERING DIVISION APPROVALS CITY OF ENCINITA3 -DEVELOPMENT SERVICES DEPARTMENT DRAWING N0. NEW SHEET - DESCRIPTION: rI NO. u STA aSB-= PER Na 17271 PLANS P P RED UNDFR SUPERVISION OF RECOM D APPROVED: AS BUILT 3RAt 1-11-2 LOCATION: FD- T' IRON PIPE AND DISK IN AC PATH. 11/30/2020 _ ENCINITAS BEACH RESORT 6394-G NORTH SIDE OF IA COSTA AVE. AT VULGAN AVENUE HORIZONTAL RICARDO JORDAN DATE 12/04/201 B 13' OFF SHOULDER RECORD FROM: SAN DIEGo CoUN1Y VERTICAL 1-11-21 RICA J R.C.E. 88438 EXP. 09-30-19 DATE /-13-/9 lak DATE APN 216-041-26 ELEVATION: 62.949 DATUM: NAVD REVIEWER I INSPECTORI SENIOR ENGINEER PLANNING CASE NO: TPM-89-014 SHEET2 OF 41 A&BUILT 165'-2" 0'-4' 0'-4 2 EQ. 80.00, 7'-8" 3 EQ. SPACES = 24'-0" 6'-4" 4 EQ. SPACES = 32'-0" SPACES 5'-1 8 EQ. SPACES = 64'-O" 6'-6" 6'-2" 8000' -- ----- ------------- ----- -. - _. --_ -- -_-- 12'-0' - . - -_.- - _. .. zi zi �J 70.00' ._...___b .............._-._— I ROUGH GRADE PAD BEYON _- ............. ._ 70.00' _.-_--------- ........._-------- TEMP. 1.1 SLOPE ---g ---- -- -- I �S3. TEMP. 1.1 SLOPE I j 60.00' T.O.W.=62.00'—� � � AT ELEV. 60.00t � ..--._----- _ -_-- --- TIEBACK (TYPICAL) _ 6Q 3" x 12" OF $2 TIMBER --.- —ol __ 1 m W 5000'_.___LAGGI.NG_(TYPJCAL,.-U.N.D"}-- : o _ 50.00' W --_._._.... __-.._ ___ __..__. _-..... .___.- --------- Q1 -. "H" -. . — TT.O.W.-46.00 B.O.W=43.00'— - - - -- -- � - - — 40.00' - B.O.W.-42.00' 40.00' Yr 7r 7r 7r I . "0" Yr Yr 7r Yr 7r Yr Yr -fr 7r SOLDIER BEAM,TYPICAL--� u u u u Yur11 Yr ff SEE SCHEDULE FOR SIZE 11 116 11 118 19 120 121 1© 1© 24 125 126 12 12 129 130 131 13 13 ® 135 136 13 NOTES: ELEVATION VIEW - LOOKING NORTH-EAST 1. FOR DIMENSIONS "D"toe & "H", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.0 SCALE: 1" = 10' 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. N.k\_ r PRQPERTY LINE`.. i IfK� r - - TEMP 1:1 SLOPE n"""` 126 } T T T T T Is t T T Jr r 123 9 \ 53. Sim. w _ 12 ES3. \ cs3. y/ ROPO TEMPO S STRUCTURE 12o S3. P S \.` POSED STRU RE ' 2 PRO 1 `'. ED TEMPORARY SHORING TEMP. 1 1 SLOPE i. 1 � -, 1 _s1 r', �,/ t /� a tt,� 12 ,\. 1 s XL h is .LV�\v 't.-=:..16 - C„ tt �_ h7 °;,' \ ' F i 16 - vnaeeAroun4 sarlee Men TIEBACK (TYPICAL) ✓ $ �. 1�D PLAN VIEW E NORTH-EAST 1-800422-4133 // ES1.5 CHANGE NO.rpAf DESCRIPTION APPROVED DATE BENCHMARK SCAT E AS—emT J BY DR Y J ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. NEW SHEET 30W 14341 DESCRIPTION: P[ No. 22 So, Clss-W PER FES Inn PLANS P RED ER SUPERVISION OF RECOM ED• APPROVED: AS BUILT 5RN -11-2LOCATION: E➢. 2" IRON PIPE AND DISK IN AC PATH. 11/30/2020 ENCINITAS BEACH RESORT NORM SIDE OF lA COSTA AVE AT WICAN AVENDE HORIZONTAL ✓--- w 6394-G RICARDO JORDAN DATE 12/04/2018 73� OFF SHOULDER EFZ— RECORD FROM: �DIEGO CO�f!( — I APN 216-041-26 VERTICAL S 1-11-21 RI AN R.C.E. 68436 EXP. 09-30-19 pA� GATE PLANNING CASE NO: TPM-89-014 SHEET23OF 41 ELEVATION: 62.949 DATUM: ruvD ae REVIEWER INSPECTOR SENIOR ENGINEER A&BUILT 80.00' 70.00' 60.00' 50.00' 40.00 120'-6" 7 EQ. SPACES = 56'-7" 8'-0" 6 EQ. SPACES = 48'-0" 6'-4" . 1'-7" C1 I w mj I o I o I I I _......... __..___ _. _.._._.. _._—__.._ NI -mI 80.00' ml...-. �Y— — — — — — T.O.W— 78,00�—= T T.O.W.-78.00' of � I of of gl n. �I "A" rol uiI 01 J, of nl III �l tOI m / r I NOTES: 1. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.0 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION uaa",�uoa s®,� eat uu T2 -41 1-800422-4133 CHANGE NO. DESCRIPTION t APPROVED DATE DESCPoWX im 5•uA Loc now I — 3" x 12" DF 12 TIMBER LAGGING (TYPICAL, U.N.O.) — B.O.W.=51.00' SOLDIER BEAM,TYPICAL u toe II SEE SCHEDULE FOR SIZE 138 139 140 141 14 1® ® 14 146 14 148 149 150 151 15 15 ELEVATION VIEW - LOOKING NORTH SCALE: 1" = 10' yA m O � U.. TIEBACK (TYPICAL),�„ rr ASKEW 5'\ _ 11 r 153 iL 151 HORIZONTAL VERTICAL v 149 148 r � \ 141 142 143 144 145 146 O O O -- O:T TI i r 2 � ES3.1 2 otv xe. eeue AS-&UNLT DNi ESIGNED BY PLANS PRE 11/30/2020 1D PROPOSED TEMPO $)40RINC�/11 7 / ` \ �., - RIGHT-OF-WAY ES3. SIM. PROPOSED STRUCTURE 3. PLAN VIEW - NORTH SCALE: 1" = 10' 60.00' 50.00' 1 40.00' ES1.6 i nrm nr LMUn U e1 ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. UNDER SUPERVISION OF RECOMMENDED: APPROVED: 04/12/2019 — STEVOT___EDWXRff7J_W9MaER__ ENCINITAS BEACH RESORT 6394-G I.E. 68436 EXP. 09-30-19 DATE DATE APN 216-041-26 PLANNING CASE NO: TPM-89-014 SHEET24A OF 41 A&BUILT 4'-3" 5'-10a 2'-41" 2 EQ. SPACES 8-6" 2 EQ. SPACES 3 EQ. SPACES 111 8 8'-0° '-2 7-2" 8'-1 = 16'-4" -2 = 161-0" of ml 5" 1 0,-4" 0,-4e 0,-4. S3. 80.00' T.O.W.=78,00' - ` ml5 m a m zl - Im ml Iz 70.00' Im 7C, 0 ' TIEBACK (TYPICAL) "H" �\ 4 S3. 60 00' ` -- - _\.I EXISTING 50 - _ GRADE N6 NT 3" WALL x 12" DF #2 SHORING X -_ T ! TIMBER LAGGING y- _ -: _ (BEHIND SHOTCRETE) - WALER YP) -- --- -' 40.00' "D tm _ D"toe_ _.-......_..---- ------------. --_.- SOLDIER BEAM,TYPICAL 40.00' rr y� yT -�T TM SEE SCHEDULE FOR SIZE- --- - - -- - - 154 155 156 15 158 159 160 i61 16 16 164 165 166 16 Q 169 oln olu�i, Nlumi. Flo �I$ Nlo mlo Ali �I$ Flo „�Ig ull ,QIN o '� o M ,�Im �I� mlry ^� d� Ala Ala �� �� �� N d. �� �� Ala 9p 4Ia III 11.I1. II II. II II II II 11 II N II. II II. II II• III II_ II II, II II, III II. II I.11. III II. III II. ml3 opl3 ml3 ml3 ml3 ml3 ml3 ml3 ml3 mI ml3 - ml3 m 3 ml3 m13 adli olo d16 old old old old did old old did olo did C5105 old C516 old aim H1m tiim Hlm rim aim r=im 1-:1m aim aim r=im aim H-im F-Im aim aim 1. FOR — FOR DIMENSIONS "A", "D"toe, "H° & °S°, SEE SOLDIER BEAM SCHEDULE ON SHEEP ES4.1 ELEVATION VIEW LOOKING WEST 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILTDES PRIOR TO ANY SHORING INSTALLATION. SCALE: 1" = 10' "P N y TIEBACK (TYPICAL) RIGHT-OF-WAY / 168 / r r /»A 4 16 16 Ak / 0 161 164 S3. Sd EST.i 159 : y \ 10 ES36A�� -- �� 7: ES3. ES SIM. %y'f ) PROPOSED PERMANENT SHORING o��� - M C PROPOSED STAIRWAY •. _ � J/ •. i �/ ice'_/' � .: � � .., i- 0 e Dnaasowa same MaR n , �,� i ✓ - wl Tou PLAN VIEW WEST 1-800422-4133 • w.t[.n[1l x SCALE: 1" = 10' e_m " ES1.7 CHANGE No. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS-BIUIILT DESIGNED BY 1 DRAWN BY 1 CHECKED BY ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. z NEW SHEEP DESCRIPTION: Fr In. 22 so, asB-m PER gm urn PLANS P UNDER SU ON OF RECOMMENDED: APPROVED: MODR' BEW 1-7141-163 g 170-179 O LOCATION: FD. 2' IRON PIPE AND DISK IN AC PATH. 11/302020 AS BUILT RN -11-2 im DEOuFaLA OSTA A AT AN A N E HORIZONTAL RICARDO JORDAN DATE 04/12/2019 - ,�EuWAKuJ.MMMLFFENCINITAS BEACH RESORT 6394-G RECORD FROM: SW DIEGO COUNTY VERTICAL S R 1-11-21 RIC ROAN 436 EXP. 09-30-19 APN 216-041-26 ELEVATION: 62.949 DATUM: NAW DB REVIEWER INSPECTOR SENIOR ENGINEER DATE OATS PLANNING CASE NO: TPM-89-014 SHEET25A OF 41 A&BUILT 206'—o" 4'-9" 3'-7" 3 -2' 3 -O" 9'-0" 8'-0' 7'-1° 8'-0" 7'-10' c 7'-0' * 7'-0"k-7'-1"7'-0" 8' Ion,0'-4° I I I1 1 O'-2° in o1 =1 o of =1 I00 PROPOSED ml ml m ml TEMP. 1:1 SLOPE g tc I PERMANENT I I I oald 1 21.SL I I - _.._.--- --�rzs.1�.. I- -.. --- -. - - --T --___� -1----T.O-:W.=46. �IQI� 1 T.O.W. 43.50' 1 1 ES3. T.O.W.=46. w 6'-0' + 4 EQ. SPACES = 32'-0" B O.W.=47.00' T.O.W.=40.00 3 w & T.0 W. 43.00' — i- — t TIEIr - .40.00' _ TEMP. 1:1 SLOPE TEMP:-1:1-SLOPE - -- -- ------ "H" "H" BEHIND"SHOTCDF RETEBER LAGGING BOTTOM OF SHOTCRETE=32.50' - "S"() -- - - - BOTTOM OF SHOTCRETE=32.50' 30.00' =PERMANEN7..BQTTOM-OF..WALL ------=PERMANENT BOTTOM- OF WALL 3 EQ. 3 —o" 8 EQ. SPACES = 64'-0" SPACES = 18'-6" III 13a PROPOSED PERMANENT SOLDIER BEAMS WOW -- - ��j173192, 6' BELOW T.O.W. (TYPICAL) I�'c% T.O.W;=47.00' T.Q.W.=47.85' 31W.WE T 0 B.=46.50' T.O.B.=47.35'_ 50.00' 1 40.00' 1 _.._ 30.00' 1 i B.O.W. y� Yriy� m 20.00' rr 27.50'rr 824.01Y 11 rr... O.W.=2rr of _--_rr_ rr _ _ -_.. rt� ll ll _. ❑. _ll. ll -.[1_. ll ll ll 0� 8 LI B�W 2� O B.O.W.rr24.00 /ll LI - if ll _.. 20.00' 170 171 0 17 174 17 17 lQt 179 180 181 1® 1® 184 1® 186 18 188 189 190 191 19 19 194 i® 196 19 �- TEMPORARY SHORING �1 TEMPORARY B.O.W.=BOTTOM GRAVEL LAYER TEMPORARY SHORING 1. NOTES:FOR DIMENSIONS "A", "D"t«, "H" & "S', SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.1. ELEVATION VIEW - LOOKING EAST & SOUTH 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTILITIES PRIOR TO ANY SHORING INSTALLATION. SCALE: 1" = 10' PERMANENT TI 6CTYP11 AL 4 _ l � � \� i i� it � iT , r ��� _� 18 ��Il, .....___ _-_- 8 -= -189-. 190 19 19 19 __-194 R - 1 1ss ;1s 1t_ a --- z , NEW IGHT-OF WAY - - - `-- \ / \ OLD -OF=WAY PROPOSED PERMANENT 2 1SLOPE 180 C li 11 1 ) 2 �% - MP. 1:1. SLOPE PROPOSED PERMANENT ES3.6 S3. ES3.1 -' 178r 1 SHORING WALL sr� - 179 I � _ I - I - � 3 GIP WALL (PER SEPARATE -PLAN) 1 -� S3.'.� 17 4 751 PROPOSED PERMANENT - _ SHORING WALL j - 174 10 M J Q 12 E 1 SIM. , I<> ,� ES3.1 1 w U / 11 IY n i' U I a 17 1 s3. IF l TEMP. 1:1 SLOPE - I. i / F ! 170 f 'I / � =-� W - W - EAST & SOUTH ®�..�, y PLAN VIE cw. roa reaK. I "' °°"° SCALE: 1" = 10' x-ego 422-4133 / . - - ES1.8 DESIG D PY ORA BY CHECKED BY CHANGE NO. DESCRIPTION APPROVED DATEI BENCHMARK SCALP I n AS -BOLT M J ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. NEW SHEET DESCRIPTION: Pr ND 22 sM cm-m PER Kos 17271 PLANS PSWIARiQ UNDER SUPERVISION OF RECOMMENDED: APPROVED: MMFY BEAMS 11-1 141-16i § t7a179 . l LOCATION: FD. 2' IRON PIPE AND DISK IN AC PATH. 11/30/2020 ENCINITAS BEACH RESORT AS BUILT $ -11-2 NORTH SIDE OF A COSTA AVE.AT CAN AVENUEHORIZONTAL RICARDO JORDAN DATE / 04/12/2019 13' OFF SHOUDER -�- RECORD FROM: SW DIEGO COUNTY VERTICAL �R- APN 216-041-26 $ 1-1"1 RI R 68436 EXP. 09-30-19 ELEVATION: 62.949 DATUM: NM ae RENEWER INSPECTOR SENIOR ENGINEE .. DATE GATE PLANNING CASE NO: TPM-89-014 SHEET260OF 41 A&BUILT 13 EQ. SPACES = 104'-0" PROPOSED LAIWINU nj gl n GRADE �I 80.00 -.----- --- SLOPE ml T.O.W.-79.00' . - --ml u I ml 11 of of oml m1 ml g 3" x 12" DF 2 �- PR 0SED R MP ql ml 70.00' TIMBER LAGGING - --_ - of cp Iml'I -_ - -- H" ---- -_.- --_... _.....-----_. -- - - _nl...... (BEHIND :_ dt-.._.__.._....._. _. -_. .__._.. ...__..._-_. ..--_-._...-.. B.O.W.= BOW. 63.00 - _ - 60.00' .,.-.__._ 64.00' .. B.Q.W. 2.00'.. B.O W. BOW- - ----- PROPOSED WATER 67 00; 60.00' B.. 59.0 PLANS) CIVIL PROPOSED RETAINING WALL FOOTING 50.00, _ (BEYOND, TO THE NORTH) LINE (PERYr BOTTOM OF TEMPORARY EXCAVATION 196 199 4 ©0 4 ® BOTTOM OF SHOTCRETE= PERMANENT BOTTOM OF WALL 1. FOR DIMENSIONS "D"toe & "H", SEE SOLDIER BEAM SCHEDULE ON SHEEP ES4.1 ELEVATION VIEW - LOOKING SOUTH 2. FIELD LOCATE EXISTING & PROPOSED STRUCTURES AND UTIUTIES PRIOR TO ANY SHORING INSTALLATION. SCALE: 1" = 10' ili��I �111 lL VL t Uede and 9enice .Vert Ite N p = mu pm 1-600422-4133 ..eor CHANGE NO. DESCRIPTION 1APPROVED e vl e HORIZONTAL VERTICAL I cE �n1 AS—�MLT DERT SIGNEI PLANS 11/302020 — RICARDO JORDAN DATE PLAN VIEW - SOUTH SCALE: 1" = 10' 80.00' 70.00' 60,00' 50.00' l� ES1.9 AN UT i �1145u ' ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING t UNDER �SU OF RECO E APPROVED: f ENCINITAS BEACH RESORT 6394-G / / D 8 i- -< 2 APN 216-041-26 :,E. 68436 EXP. 09-30-19 ' DATE DATE; PLANNING CASE N0: TPIA-89-014 SHEET27OF A&BUILT PAL PAL EXISTING GRADE EXISTING GRADE I PROPERTY LINE PROPERTY LINE- 15-9°—�' 15'-9°�I I I TEMP. 1:1 SLOPE -- - --- - ---._....-- 80.00' 1 " I I A" I T 70.00' 70.00'70.00'.. OPORRINRY "ElmI "" TEMPORARY i - SHOR RY I 60.00' H ..60_00' _ .. ------ -- ""_. _... !/ 60.00'.. 50.00' r //_ 50.00' _50_00' ..._.._...-- --------- './� _._.------C z_ '-tI---_. ------._ _.._.. - 50.00 ___ NOTE: UNDERGROUND UTILITIES MUST BE FIELD VERIFIED. POTHOLE AND AS -BUILT BEFORE SHORING HQILL CONSTRUCTION BEGINS. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM AND TIEBACK SCHEDULE ON SHEET ES4.0 TEMPORARY CROSS SECTION SOUTH WALLS, LOOKING EAST =1L ;1 "D"tJ�LJ NOTE: UNDERGROUND UTILITIES MUST BE FIELD RIFTED. POTHOLE AND A -BUILT BEFORE SHORING NOTE: CONSTRUCTION BEGINS. FOR DIMENSIONS "A", "B", "D"toe, "H" & "S", SEE SOLDIER BEAM AND TIEBACK SCHEDULE ON SHEET ES4.0 TEMPORARY CROSS SECTION SOUTH WALLS, LOOKING EAST 35'-9" (VARIES) PAL EXISTING PROPERTY LINE—{ Ir GRADE I i 90.00' _ — ""0'.,, TEMP. 1:1 SLOPE / I 80.00' _ 60_0070.00'' / 70.001 / / I I 60.00'I A I _--- 60.00' "H" TIEBACK TO BE DISENGAGED I - I ------------ 30 "D"toe. TEMPORARY NOTE: \ SHORING L=40' UNDERGROUND UTILITIES MUST BE FIELD VERIFIED. POTHOLE AND AS -BUILT BEFORE SHORING NOTE: CONSTRUCTION BEGINS. FOR DIMENSIONS "A°, "D"toe, °H" & *$", SEE SOLDIER BEAM AND 11EBACK SCHEDULE ON SHEET ES4.0 TEMPORARY CROSS SECTION SOUTH WALLS, LOOKING EAST Dmetpwea sanice elms re. sane 1-800422-4133 K CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE �) _ A3-BN1DESIGNE1LT YDRAY HECJ ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. NEW SHEET DESCRIPTION: m RD. az su ase-Da PER Ros 17271 '�j PLANS ARED U UPERVISION OF RECOM E APPROVED: AS BUILT S RN 11-2 LOCATION: PD. 2" IRON PIPE AND DISK IN AC PATH. l 11/30/2020 ENCINITAS BEACH RESORT NORTH SIDE OF a COSTA AVEAT i Au AVENUF HORIZONTAL Ll�- 6394-G 13' OFF SHOULDER RICARDO JORDAN DATE 12/04/2018 RECORD FROM: SAN DIEGO COUNtt VERTICAL 1-11-21 RICAR JO R.C.E. 68438 EXP. 09-30-19 A-13-lf F APN 216-041-26 ELEVATION: 62.949 DATUM: NAVD BB REVIEWER INSPECTOR SENIOR ENGINEER DATE DATE PLANNING CASE N0: TPM-89-014 SHEETO OF 41 A&BUILT TEMPORARY SAFETY CABLE RAILING (TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE WITH CAL —OSHA STANDARDS, BY OTHERS) EQ. 42' EXISTING EQ, I f GRADE TIMBER LAGGING, SEE ELEVATION 1 1/2 SACK SLURRY (ABOVE TOE) /—T.B. ANGLE (SEE SCHEDULE) LENGTH BACKFILL ABOVE PLUG WITH 1 1/2 SACK SLURRY CENTRALIZER ®B' O.C. (TYP ) TIEBACK TO BED 'BONDED DISENGAGED / / / FAILURE / PLANE SOLDIER BEAM (SEE SCHEDULE FOR SIZE) 1/2 SACK SLURRY TOE, OR DRIVEN T DIAMETER SCHEDULE FOR SIZE) NOTES: 1. NEW STRUCTURE WALL NOT SHOWN FOR CLARITY. 2. LAGGING NOT SHOWN AT TIEBACK FOR CLARITY. 3. FOR DIMENSIONS "A', "D"toe, "H" & 'S', SEE SOLDIER BEAM & TIEBACK SCHEDULE ON SHEET ES4.0 i1 SOLDIER BEAM SECTION ;ONE TIEBACK) Updergiound 9mla NM ® 1-000422-4139 CHANGE N0. DESCRIPTIONS APPROVED LOCATION: N.T.S nm . IwlF. :J l :1 A, Ili1- 1 1 1,: � , 1 ✓ 1 JI 6"0 CEMENT GROUTED TIEBACK ANCHOR PLUG W/POST GROUTING TEMPORARY SAFETY CABLE RAIUNG (TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE MATH CAL -OSHA STANDARDS, BY OTHERS) 1 ,.H" BOTTOM OF EXCAVATION T EQ. 42" EXISTING EQ. I J/— GRADE —TIMBER LAGGING SEE ELEVATION �1 Y2 SACK SLURRY (ABOVE TOE) SOLDIER BEAM (SEE SCHEDULE FOR SIZE) 2,500 PSI (MIN.) STRUCTURAL CONCRETE TOE T DIAMETER SCHEDULE FOR SIZE) NOTES: 1. NEW STRUCTURE WALL NOT SHOWN FOR CLARITY. 2. FOR DIMENSIONS "D"mo & "H" SEE SCHEDULE ON SHEET ES4.0 SOLDIER BEAM SECTION (CANTILEVER) N.T.s. ra. a/n/Ic T ION Y A BY 1 CHECK,J Y ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT PLANS - ARED R SUPERVISION OF RECOM APPROVED �— 11 3DATE Cc.7Y+/ /C/ ' ENCINITAS BEACH RESORT DATE 12/04/2018 Aim A 1-11-21 RIC JORDAN R.CE.60436 EXP. 09-30-19 /S APN 216-041-26 :NIOR ENGINEER DATE DATE PLANNING CASE NO: TPM-89-014 ES3.0 DRAWING NO. 6394-G OF 41 00 W w ON A&BUiLl A" x 3" FLAT J ' BEAM BAR STRAPPING NOTE: STRAPPING SHALL BE PROVIDED IN THE EVENT OF SOLDIER BEAM TWISTING DURING TIEBACK STRESSING. STRAPPING DETAIL (AS REQUIRED) SOLDIER BEAM (SEE SCHEDULE FOR SIZE) 8" x 8"_ PLATE OF SOLDIER BEAIA-� "a" STIF PLATE 2 REQ. b" DOUBLER BAR (ONE EACH FLANGE) TIMBER LAGGING 1p SEE ELEVATION PLAN VIEW A td 1 A B �-' TIMBER LAGGING 1/2" x 3" FLAT BAR STRAPPING SEE ELEVATION (SEE STRAPPING DETAILBBOVE) E1 qOF ANCHOR HEAD — 2144" VIEW A —A ELEVATION VIEW 8 NOTES: 1. TIEBACKS SHALL BE INSTALLED IN ACCORDANCE WITH THE TIEBACK INSTALLATION PROCEDURE SHOWN IN THE SHORING NOTES. 2. TIEBACKS SHALL BE INSTALLED ON LEFT SIDE OF ODD NUMBERED SOLDIER BEAMS AND ON THE RIGHT SIDE OF EVEN NUMBERED SOLDIER BEAMS 3. SPECIAL INSPECTION IS REQUIRED ON ALL WELDING. SOLDIER BEAM, TYPICAL (SEE SCHEDULE FOR S12 _MAXIMUM SPACING OF SOLDIER BEAM (SEE ELEVATION FOR SPACING) FILL VOIDS BEHIND LAGGING MATH COMPACTED SOIL OR LEAN CONCRETE TIMBER EGGING —j SEE ELEVATION 1Th" (MIN.) ' BEARING 20d NAIL (AS REQUIRED) FOR LAGGING INSTALLATION (TYPICAL, CONSULT WITH GENERAL CONTRACTOR FOR WATERPROOFING REQUIREMENTS) SOLDIER BEAM PLAN SECTION (TYPICAL \ — / N.T.S. DRILLED SHAFT 11h" (MIN.) BACKFILLED MATH BEARING CONCRETE/SLURRY TIMBER EGGING ` SEE ELEVATION i. kl;8W v422-41 CHANGE N0. 1 SOLDIER BEAM— FSCHEDULE OR SIZE) 20d NAIL (AS REQUIRED) FOR LAGGING INSTALLATION (TYPICAL) LAGGING OFFSET DETAIL N.T.S. TIEBACK DRILLED SHAFT BACKFILLED WITH CONCRETE/SLURRY TIMBER EGGING SEE ELEVATION 2" (MIN.)J DRILLED SHAFT BACKFILLED WITH CONCRETE/SLURRY PERMANENT STRUCTURE WALL SOLDIER BEAM, TYPICAL (SEE SCHEDULE FOR SIZE) — —/ I, It V CONCRETE BLOCKOUT FOR — DISENGAGEMENT OF TIEBACKS (SEE DISENGAGEMENT PROCEDURE BELOW) NOTCH FLANGE 3" AT FRONT ANCHOR HEAD ASSEMBLY — PIPE SCHEDULE 160 TIEBACK POCKET SCHEDULE SB FLANGE STIFFENER DOUBLER WELD WIDTH BARS BARS SIZE bf a b c IN — — IN bf 6 7" V4 x 3 V4 x 3 901e 7"<bf<9" Y4x4 -Y4x4 % 911<bf<11" Y4x5 Y4x5 Tile 11%bf Y4x6 Y4x6 A SOLDIER BEAM "c" TIMBER LAGGING `i 6"x B" cur -OUT TIEBACK iii FOR TIEBACK ANCHOR --- HEAD ASSEMBLY CONCRETE BLOCKOUT FOR i DISENGAGEMENT OF TIEBACKS 6 .(SEE DISENGAGEMENT PROCEDURE BELOW) II ANCHOR HEAD MAY BE CUT 8"x 8" PLATE / ° All FLUSH W/FACE OF BEAM AFTER ANCHOR HEAD MAY BE CUT DISENGAGEMENT PROCEDURE FLUSH W FACE OF BEAM AFTER HAS BEEN COMPLETED DISENGAGEMENT PROCEDURE HAS BEEN COMPLETED VIEW B—B ELEVATION VIEW (PLATE SIZE & THICKNESS PER MANUFACTURER'S RECOMMENDATIONS) DISENGAGEMENT PROCEDURE — HIGH STRENGTH ARE STRANDS 1. HEAT STRAND WEDGES (GRIPPERS) WITH A WELDING TORCH TO RELEASE TENSION (DISENGAGE) ON TIEBACK ANCHORS. 2. REMOVE ANCHOR HEAD ASSEMBLY AND CUT—OFF THE PORTION OF THE STRANDS PROJECTING BEYOND THE FACE OF BEAM. 3. BUILDING WALL BLOCKOUT REQUIRED FOR DISENGAGEMENT OF TIEBACKS UPON COMPLETION OF PERMANENT STRUCTURE. 4. REFER TO BUILDING PLANS FOR WATER PROOFING & FINAL WALL CONSTRUCTION. KET DETAIL (TYPICAL) 20' TOE NAIL (4 PER BOARD SOLDIER BEAM AS REQUIRED) FOR LAGGING (SEE SCHEDULEt INSTALLATION (TYPICAL) FOR SIZE) q TIMBER LAGGING x. // SEE ELEVATION �x 11oe" (MIN.) BEARING TIMBER LAGGING SEE ELEVATION 3 TIMBER LAGGING BRACE DETAIL N.T.S. 1YC (MIN.) BEARING v�SOLDIER BEAM 4, (SEE SCHEDULE X. FOR SIZE) 6 OUTSIDE CORNER LAGGING DETAIL — N. T. S. m ewe j SCALE % AS-BIUIILT 1/30/2020 HORIZONTAL RICARDO JORDAN DATE VERTICAL 1-11-21 RENEWER INSPECTOR SENIOR ENGINEER SOLDIER BEAM - (SEE SCHEDULE FOR SIZE) SOLDIER BEAM (SEE SCHEDULE , FOR SIZE) � � j \—TIMBER LAGGING / SEE ELEVATION 4" (MIN.) < DRILLED SHAFT BACKFILLED WITH ' CONCRETE/SLURRY CORNER LAGGING DETAIL (TYP N.T.S. SOLD ER BEAM BACKFILLED ANTH L.FOR CHEDULE CONCRETE/SLURRY E) 2" (MIN.) TIMBER LAGGING SEE ELEVATION 1Vi° (MIN.) BEARING S91 OUTSIDE CORNER LAGGING DETAIL — N.T.S. SOLDIER BEAM (SEE SCHEDULE ° FOR SIZE) y v I �— DRILLED SHAFT `_ BACKFILLED WITH TIMBER LAGGING � CONCRECONCRETE/SLURRY SEE ELEVATION 2" (MIN.) �01 INSIDE CORNER LAGGING DETAIL (TYPICAL) N.T.S 5'-0" (MAX.) SEE ELEVATION FOR — 1It" (MIN.) I SOLDIER BEAM SPACING BEARING /`�\i/ ALTERNATE LAGGING FOR LOG CABIN CORNER '`—TIMBER EGGING SEE ELEVATION TIMBER LAGGING ELEVATION �h' 5'-0" (MAX.) SEE ELEVATION FOR SEE SOLDIER BEAM SPACING . > 20e TOE NAIL (4 PER BOARD - -° ' AS REQUIRED) FOR EGGING ` INSTALLATION (TYPICAL) DRILLED SHAFT - BACKFILLED KITH CONCRETE/SLURRY %41 TIMBER LAGGING BRACE DETAIL — N.T.S. L 3"x 3"x Vitt TIMBER EGGING LOCATION OF ANGLE SEE ELEVATION ON PILE AS REQUIRED BY FIELD CONDITIONS N Y4 V4"® 12" O.0 ` SOLDIER BEAM 1 (SEE SCHEDULE f FOR SIZE) DRILLED SHAFT BACKFINTH 2" (MIN.) CONCRETE/SLURRY RY BEARING �71 INSIDE CORNER LAGGING DETAIL N.T.S P169I�1 T [ 3 ].T�PIJ IN SUPERVISION OF REC �ILII1 j)? APPRO - 12/04/2018 /Nuwm — /-�s+a 6 EXP. 09-30-19 DATE DATE SOLDIER BEAM, TYP. (SEE SCHEDULE FOR SIZE) 1Vh" (MIN.) \ BEARING `— L 3"x 3"x Y" W/)¢"x 3" LAG BOLTS 0 12" O.C. (BOTH LEGS) [—Ili" (MIN.) BEARING TIMBER EGGING SEE ELEVATION IGING DETAIL (TYPICAL) ES3.1 CITY OF ENCINITAS It DEVELOPMENT SERVICES DEPARTMENT DRAWING I ENCINITAS BEACH RESORT 6394-G APN 216-041-26 PLANNING CASE NO: TPM-89-014 SHEET 30 OF W (A A&BUILT LOCATE TOP OF RAKER FOOTING MIN..1'-O" BELOW BOTTOM OF PROPOSED ADJACENT BUILDING FOOTINGS (PER STRUCTURAL PLAN) 51't � RAKER (SEE SC RAKER FOOTING (SEE 1/ES3.3 FOR DETAIL) TEMPORARY 1.25:1 CLEARANCE CUT FOR RAKER INSTALLATION (MAX. 2' WIDE SLOT) RAKER STRUT (SEE 2/ES3.3 FOR SIZE) TEMPORARY SAFETY CABLE RAILING 2" TEMPORARY SAFETY CABLE RAILING 2" (TYPICAL AROUND ENTIRE SHORING (TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE WITH EXISTING PROJECT, IN COMPLIANCE WITH EQ. EXISTING CAL -OSHA STANDARDS, BY OTHERS) EQ' 42" GRADE CAL -OSHA STANDARDS, BY OTHERS) 42" GRADE EQ. EQ. 1 1/2 SACK 1 1/2 SACK SLURRY SLURRY (ABOVE TOE) (ABOVE TOE) "A" TIMBER LAGGING, WALER�, TIMBER LAGGING, WALER i��, SEE ELEVATION (SEE 2/ES3.3 i� \ SEE ELEVATION FOR 517/.E) 3.3 , I \ FOR SIZE) /� 1 / 1 i'- i� TEMPORARY 5'-On /r �� TEMPORARY 5'-0" SHORING BENCH y--� SHORING ,H, 3ENCH -- •H• TEMPORARY 1.25:1 / .! CLEARANCE CUT FOR RAKER INSTALLA11ON 12" i� / (MAX. 2' WADE SLOT) / "S" 1.25 / RAKER STRUT SOLDIER BEAM LOCATE TOP OF RAKER (SEE 2/ES3.3 / SOLDIER BEAM (SEE SCHEDULE FOOTING MIN. 1'-O" BELOW FOR SIZE) /� (SEE SCHEDULE FOR SIZE) BOTTOM OF PROPOSED �1 //T FOR SIZE) ADJACENT BUILDING FOOTINGS RAKER ANGLE (PER STRUCTURAL PLAN) (SEE SCHEDULE) 51'f BOTTOM OF "D"toe `C �� �1 // BOTTOM IO "D" EXCAVATION \.. / EXCAVATION RAKER FOOTING '51 DRILLED SHAFT (SEE 1/ES3.3 FOR DETAIL) DRILLED SHAFT 1 1/2 SACK (SEE SCHEDULE FOR SIZE) 1 1/2 SACK (SEE SCHEDULE FOR SIZE) SLURRY TOE SLURRY TOE NOTES: 1. NEW STRUCTURE WALL NOT SHOWN FOR CLARITY. 2. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM & TIEBACK SCHEDULE ON SHEET ES4.0. NOTES: 1. NEW STRUCTURE WALL NOT SHOWN FOR CLARITY. 2. FOR DIMENSIONS "A", "B", "D"tee, "H" & "S", SEE 1 SOLDIER BEAM SECTION SOLDIER BEAM & TIEBACK SCHEDULE ON SHEET ES4.0. N.T.S. rF1 SOLDIER BEAM SECTION N.T.S. Undaaomd 9aritt Alut _pan, ItcAu TON, FRE 1-800422-4133 CHANGE NO.�wp DESCRIPTION APPROVED I DATE BENCHMARK SCALE AS-M&T E IGN D BY D A Y Y ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS-DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. NEW SHEET 5xk) IL&411 DESCRIPTION: PE No. 22 SIA =-= PER as 17271x�'�� PL A NDER SUPERVISION OF RECOMM D: APPROVED: S BUILT -11-2 LOCATION: ED. 2' IRON PIPE AND DISK IN AC PATH. s 11/302020 ENCINITAS BEACH RESORT 6394-G NORTH SIDE OF LA COSTA AVE AT VULCAN AVENUE HORIZONTAL RICARDO JORDAN DATE 12/04/2018 13' OFF SHOULDER RATZ RECORD FROM: W1 DIEGO COONIY /- I 2 APN 216-041-26 ELEVATION: 62.949 DATUM: NAVD VERTICAL 1-11-21 DpJB AN R.C.E. 68436 EXP. 09-30-19 DATE DATE REVIEWER INSPECTOR SENIOR ENGINEER � PLANNING CASE N0: TPM-89-014 SHEET 3I OF 41 A&BUILT "C" LONG BARS - "D" TRANS BARS (TOP & BOTTOM) SHOTCRETE/— CONCRETE: F6=41000 PSI 3" CLR.—/4\\ RAKER STRUT .9 FOR SIZE) 3.3 ifa i i i i r:T�.r:�><1r:T�xT�raE:i SOLDIER BEAM RAKER LEVEL FTNG. DIM REINFORCING STEEL PLATE "C" "D" TO 16-19 - 4'-6" 2-5" #10 7" O.0 #6 A 15" O.0 1"x 22"x22, 20-29 - '-10 2'-9" #10 7" O.0 #8 10" O.0 1"x26"x26' TOP 4'-3" 2'-6" #10 6" O.0 #fi 12' O.0 1"x 26"x26' 33-45 LOWER 6'-0" 3'-0" #10 7" O.0 #6 12' O.0 1"x28"x28" i i� 1"@ THREADED ROD (ROPE THREAD I.E. DYWIDAG OR EQUAL) ^<° 3" CLR. • 8" 1"XISO X6" STEEL PLATE ° - BOTH SIDES OF PLATES SOLDIER BE) (SEE SCHEDI FOR SIZE) SECTI ON Uvda ud S ft llll - =1111110111 cu 41x1. PM RFVAA namnnlA 1"0 THREADED ROD ° (ROPE THREAD EQUAL ��—�� I.E. DYNADAG OR EQUAL) I EQUAL �� _ RAKER STRUT I (SEE �� ° FOR SIZE) 3.3 '— 2" CLEAR "E" STEEL PLATE (TYP.) SECTION A -A RAKER FOOTING DETAIL SOLDER BEAM STRUT LEVEL PIPE DIA STEEL PLATE WELDSIZE PRELOAD" LOCKOFF KIPS 'A' 'E' 'F' N. N. N. 13-14 12 M5116 4116 4/16 55 TOP 12 4i16 !lib 55 46-07 LOWER 16 1 5118 1 70 NOTE: PRELOAD MAX TO THE INDICATED LOAD OR UNTIL SHORING WALL MOVEMENT B DETECTED. TOP & BOTTOM OF PLATE STEEL PLATE "D.r "A"O, STD. WALL STD. WALL PIPE STRUT STRUT i BOTH SIDES 2� MAX.. OF PLATES "B" THICK STEEL PLATE BOTH SIDES "F" SOLDIER BEAM OF PLATES (SEE SCHEDULE FOR SIZE) UT/WALER CONN N.T.S. PLAN 3 SIDES (TYP-) Or "F" "C% "D"x "E"— STEEL PLATE "B", STD. WALL RAKER STRUT SOLDIER BEAM (SEE SCHEDULE FOR SIZE) 1't"x6"FL BAR STRAPPI,"v NOTE: 1. PROVIDE 2 EQUAL STRAPS PER TIEBACK LEVEL (ONE ABOVE AND ONE BELOW TIEBACK ELEVATION.) 2. ALL STRAPS SHALL BE CONTINUOUS FOR A MINIMUM OF 8'-0" IN EACH DIRECTION �41 STRAPPING DETAIL N.T.S SCHEDULE RFVAA O110.1001A PIPE DIA. STEEL PLATE WELD LENGTH PRELOAD SOLDER RAKER WALER STIFFENER "LOCK 'B' TO 'D" 'E' TO 'G" SECTION PLATES "H" & "P BEAM LEVEL •A" IN. N. IN. IN. IN. N. (THICKx WIDTH) OFF (K� 16-19 - W 20117 20 1. 24 20 18 5116 1" x 4' 130 20-29 W 24X146 24 1 28 24 22 5/16 1, x 6" 150 TOP W 24X131 24 1 28 20 18 5/16 1" x 4" 130 33-45 LOWER W27X161 26 1 30 24 22 3/8 1'x6" 160 NOTE: PRELOAD MAX. TO THE INDICATED LOAD OR UNTIL SHORING WALL MOVEMENT IS DETECTED. —ti SOLDIER BEAM q5s (SEE SCHEDULE FOR SIZE) STAND—OFF (SEGMENT OF BEAM, TYR. AT EACH SOLDIER BEAM) CUT TO MATCH WALER ANGLE & SIZE L=8" MIN. 0 WALER, L=18" MIN. 0 BEAM • 76 (TYP. BOTH SIDES) 21" MAX. (AS REQUIRED TO PLACE BACK OF WALER MIN. 6" CLEAR OF INSIDE FACE OF PROPOSED BASEMENT WALL). OR MIN. 3" CLEAR OF INSIDE FACE OF COWMN/PILASTER A" WALER FB STIFFENER PLATES "H"x"I" (THICK x WIDTH),TYP. L="G" (TYP. BOTH 7As TOP & BOTTOM) L="F" (TYP. i1e BOTH SIDES) L SOLDIER BEAM (2) WT8x25 (1 AT FRONT FLANGE, FOR SIZE) DULE ` 1 AT BACK FLANGE OF SOLDIER BEAM) TIMBER LAGGING - SEE ELEVATION — 2" (MIN.) Wf BEARING 114" (MIN.) BEARING —TOP OF BEAM a J �51 DIAGONAL BRACE DETAIL N.T.S `�; ES3.3 DESIGNE BY A BY CHEC55D By ENGINEERING DIVISION APPROVALS CITY OFENCINITAS- DEVELOPMENTSERVICESDEPARTMENT DRAWING NO. 11/30/2020 PLAN R RED 1 ER SUPERVISION OF RECOM iWmR APPROVED: DATE 12/04/2018 ENCINITAS BEACH RESORT 6394-G TAI 1-11-21 RICAR 0 M' R.C.E. 68436 EXP. 09-30-19 1T-!f L / APN 216-041-26 JIOR ENGINEER DATE DATE PLANNING CASE NO: TPM-89-014 SHEET32OF 41 A&BUILT PROVIDE TEMPORARY SAFETY CABLE RAILING (TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE NTH CAL -OSHA STANDARDS) 3 FREEBOARD (PER CIVIL PLAN) •_, � PERMANENT SHOTCRI FACE (SEE DETAILS 3/ES3.5 & 1AS3.6) EXISTING/FINISH GRADE OR SLOPE WHERE APPLIES 145 SACK SLURRY (ABOVE TOE) TIMBER LAGGING SEE ELEVATION /-T.B. ANGLE (SEE SCHEDULE) BACKFILL ABOVE PLUG //-.W1TH IA SACK SLURRY (TYP.) ' BONDEC FINISHED LENGTH SURFACE i �FAILURPLANE 0 8' O.C. 12" MIN. 50" 6"0 CEMENT 1 (SEE ELEVATION) 3-PERMANENT`DCP _ GROUTED TIEBACK 3• ° SOLDIER BEAM (TYP.) ANCHOR PLUG EPDXY COAT BEAM TO W/POST GROUTING 1'-6" BELOW TOP OF - CONCRETE TOE. toe 3,500 PSI (MIN.) STRUCTURAL ° CONCRETE TOE SHAFT "TOE" DIAMETER,"d' (SEE SCHEDULE FOR SIZE) NOTES: 1. NEW STRUCTURE NOT SHOWN FOR CLARITY, 2. FOR DIMENSIONS "A", "D"toe, "H" & "S", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.1 SOLDIER BEAM SECTION (ONE TIEBACK -PERMANENT) PROVIDE TEMPORARY SAFETY � CABLE RAILING (TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE WITH CAL -OSHA STANDARDS, BY OTHERS) TOP OF WALL FREEBOARD (PER CIVIL PLAN) FINISHED SURFACE 12" MI (SEE ELEVA toe EXISTING/FINISH GRADE OR SLOPE WHERE APPLIES Ili SACK SLURRY (ABOVE TOE) TIMBER LAGGING SEE ELEVATION PERMANENT SHOTCRETE FACE (SEE DETAILS 3/ES3.5 & 1/ES3.6) SOLDIER BEAM (TYP.) EPDXY COAT BEAM TO V-6" BELOW TOP OF CONCRETE TOE. 4It-3,500 PSI (MIN.) STRUCTURAL F CONCRETE TOE -•_..SHAFT "TOE" DIAMETER,"d• (SEE SCHEDULE FOR SIZE) NOTES: 1. NEW STRUCTURE NOT SHOWN FOR CLARITY. 2. FOR DIMENSIONS "D"toe, & "H", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.1 -PERMANENT R. PROVIDE SAFETY CABLE RAILING, TYPICAL AROUND ENTIRE SHORING PROJECT, IN COMPLIANCE WITH CAL -OSHA 2" STANDARDS. (BY OTHERS) FREEBOARD SIM. 1, EQ• + 42• (PER CIVIL PLAN) I EQ• I FINISHED SURFACE 12" MIN. (SEE ELEVATION) toe EXISTING GRADE OR SLOPE, WHERE APPLIES. 1Y4 SACK SLURRY (ABOVE TOE) TIMBER LAGGING SEE ELEVATION PERMANENT SHOTCRETE FACE (SEE DETAIL 4/ES3.6) 31500 PSI (MIN.) STRUCTURAL CONCRETE TOE SOLDIER BEAM (SEE SCHEDULE FOR SIZE), EPDXY COAT FULL -HEIGHT (TYP.) SHAFT "TOE" DIAMETER,"d' (SEE SCHEDULE FOR SIZE) NOTES: 1. NEW STRUCTURE NOT SHOWN FOR CLAIRITY. 2. FOR DIMENSIONS "D"toe, & "H", SEE SOLDIER BEAM SCHEDULE ON SHEET ES4.1 �J N.T.S. �J N.T.S. SOLDIER BEAM SECTIONN.T.S. SOLDIER BEAM SPACING (SEE ELEVATION) EQUAL EQUAL PERMANENT SHOTCRETE FACE EPDXY COATED SOLDIER BEAM EPDXY COATED (SEE 1/ES3.6 FOR DETAILS) �Ie (SEE SCHEDULE FOR SIZE) SOLDIER BEAM (SEE SCHEDULE 1'-6" 1'-6" TIMBER LAGGING ---� FOR SIZE) SEE ELEVATION 'A" EPDXY COATED N STIFFENER ADJACENT ! oxy TO KNIFE PLATE 1" EPDXY COATED(W21z93 ORW16x89 OR W18x3.j KNIFE PLATE (COPE DRILLED SHAFT AS REQUIRED) �BACKFILLED WITH 21 ` CONCRETE/SLURRY - Me �3^� Ih" x 4Ve"—/ �53�S TIEBACK EPDXY COATED WALER NOTE: EPDXY COATED IM. 1. PERMANENT SHOTCRETE FACE NOT SHOWN FOR CLARITY. STIFFENER (SEE SCHEDULE - 2. TOUCH UP EPDXY AFTER FABRICATION PER MANUFACTURER'S PLATE (TOP ONLY) FOR SIZE) RECOMMENDATIONS. WALER CONNECTION DETAIL CHANNEL WALER &TIEBACK DETAIL �61 (SOLDIER BEAMS #158-159, 160-161 & 162-163) N.T.S. (SOLDIER BEAMS #158-159 160-161 & 162-163) N.T.S. lieae.�a sa:� Aler! 1-800422-4188 �a ES3.4 DESIGNED BY DRAWN BY CHECKED B DRAWING N0. CHANCE No. DESCRIPTION APPROVED DATE BENCHMARK SCALE A$-BIUIILT ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT NMMFY MDEW SHEET DESCRIPTON: FT No. 22 SrA CLSB-M PER RDS n221 PLANS PR D UNDER SUPERVISION OF RECOMMENDED: APPROVED: M$ 1-T 141-163 Q ITII-1T9 LOCATION: FD. 2" IRON PIPE AND DISK IN AC PATH. 11 /30/2020 AS BUILT A/ -11-2 }3' OFF SHOULDER OSTA AV AT Lceu p N iF HORIZONTAL RICARDO JORDAN DATE 04/12/2019 -- �� ENCINITAS BEACH RESORT 6394-G RECORD FROM: Sol DIEGO COUNTY VERTICAL $(Z 1-11-21 RI DA 436 EXP. 09-30-19 APN 216-041-26 ELEVATION: 62.949 DATUM: N6YD�H REVIEWER INSPECTOR SENIOR ENGINEER DATE DATE PLANNING CASE N0: TPM-89-014 SHEET 33A OF 41 A&BUILT GALVANIZED ANCHOR PLATE IPP (PER MANUFACTURER'S SPECIFICATIONS) IIIII 4"L 4"14' x 4'x tflOngeD EPDXY SOLDIER BEAM STIFFENER BARS WTHI FILLET WELD 3 SIDES,P SCH. 4ET PIPE (24" LONG) WELDED TO ANCHOR PLATE / / l ELEVATION AND SECTION J / — — — — — — — — — — — — — — — — / I - 1/2" x 3" FLAT BAR STRAPPING TIMBER LAGGING (SEE STRAPPING DETAIL) SEE ELEVATION B I 12' � � n e a �I EPDXY COATED ; 12" SOLDIER BEAM (SEE SCHEDULE GALVANIZED ANCHOR PLATE (PER ' FOR SIZE) MANUFACTURER'S SPECIFICATIONS) B A" x 3" EPDXY - COATED FLAT BAR STRAPPING I; y4 E I I EPDXY C SOLDIER NOTES: IF STRAPS ARE PERMANENTLY LEFT IN PLACE, GALVANIZED PAINT OR EPDXY COATING OF FLAT BAR IS REQUIRED. STRAPPING DETAIL (AS REQUIRED) VIEW A —A 14' 8"0 EXTRA STRONG - STEEL PIPE i-W THK. FLANGE — PLATES, 5OKSI (TYP. FRONT & BACK) EPDXY COATED SOLDIER BEAM, TYPICAL (SEE SCHEDULE FOR SIZE) n FRONT VIEW (Typ.)� ANCHOR HEAD ASSEMBLY AND BEARING PLATE PER MANUFACTURER'S SPECIFICATIONS NOTE: POCKET SHALL BE EPDXY COATED AFTER FABRICATION CENTER POCKET DETAIL N.T.S. B t of ANCHOR OF EPDXY COATED SOLDIER BEAM F HEAD 12" THICK "b° DOUBLER BAR 2Vi" 2 R QF PLATE (ONE EACH FLANGE) i - - p^ TIMBER LAGGING SHOTCRETE FACEMe a SEE ELEVATION (FINISH PER ARCHITECT) _ ELEVATION VIEW 'r PLAN VIEW NOTES: B 1. TIEBACKS SHALL BE INSTALLED IN ACCORDANCE WITH THE TIEBACK INSTALLATION PROCEDURE SHOWN IN THE SHORING NOTES. 2. TIEBACKS SHALL BE INSTALLED ON LEFT SIDE OF ODD NUMBERED SOLDIER BEAMS AND ON THE RIGHT SIDE OF EVEN NUMBERED SOLDIER BEAMS. 3. SPECIAL INSPECTION IS REWIRED ON ALL WELDING. SOLDIER BEAM EPDXY COATED *FIELD WELDING OF TRUMPET PIPE IS (SEE DETAIL 2/ES2.0) ACCEPTABLE. USE GALVANIZED PAINT PERMANENT TIEBACK POCKET SCHEDULE TO TOUCH-UP AFTER WELDING IS \ COMPLETED. SECONDARY GROUTING DCP PERMANENT I I * SCH. 40 STEEL TRUMPET PIPE (24" TIEBACK ANCHOR LONG) WELDED TO ANCHOR PLATE TRUMPET SEAL VARIES I Ova avO (FOR GROUTING TRUMPET) \ IL&V07N ELASTIC GALVANIZED AN6HOR PLATE (PER MANUFACTURER'S SFE I�FICATIONS) I BOVDED KICKER PLATE WELDED TO FLANGE LEA OF BEAM AND ANCHOR PLATE I I 6" OR 8" UudczV m Service Ater[ �-W T4O. rM 1-600422-4183 rwmE CHANGE NO.1 DESCRIPTION SO FLANGE STIFFENER DOUBLER WELD WIDTH BARS BARS SIZE bf a b C IN IN IN IN bf47" 4'4x7 14x3 411 7"< bf < 9" 1 x 8 1 x 4 7A18 9"< bf<11" 1 x 9 1 x 5 of 11"<bf I x9 1 x6 41d HOLE CENTRALIZE O B'-0" O.0 SHOP CEMENT GROUT (BETWEEN BAR & Gn. CORRUGATED SHEATHING) DEPENDINGON �7 DIAMETER / "a" STIFFENER BARS WITH v; "c" FILLET WELD 3 SIDES, (TYP.) PVC CORRUGATED PVC SMOOTH SHEATHING SHEATHING TIEBACK DIAMETER "b" DOUBLER BARS WITH WRAP TAPE AROUND TRANSITIONPRIMARY GROUT END CAP (SEE SCHEDULE NOTES: "C" FILLET WELD (TYP., BEYOND) ON SHEET ES3.0). 1. DOUBLE CORROSION ANCHORS ARE PREFABRICATED IN SUPPLIERS SHOP. ACTUAL ANCHOR SIZE, LENGTH, SHAPE, BEARING PLATE, STIFFENERS, ETC. MAY DIFFER FROM WHAT IS SHOWN. ANCHOR SUPPLIER SHALL PROVIDE A SHOP DRAWING TO THE SHORING ENGINEER FOR APPROVAL BEFORE ANCHOR FABRICATION BEGINS. 2. EPDXY COATING REQUIRED FOR ENTIRE TIEBACK POCKET, INCLUDING DOUBLER BARS, STIFFENER PLATES & WELDS. 3. USE GALVANIZED PAINT OR EPDXY COATING AS APPLICABLE TO TOUCH UP AFTER ANY FIELD WELDING IS COMPLETED. VIEW B—B, SOLDIER BEAM AND TIEBACK ANCHORAGE DETAIL (DOUBLE CORROSION PROTECTED) —PERMANENT SOLDIER BEAM AND TIEBACK ANCHOR POCKET DETAIL (DOUBLE CORROSION PROTECTED) -PERMANENT 6" REINFORCING STEEL /5 O 12" O.C., VERTICAL, EACH FACE 4'4" X 10" WELDED STUD O 15" O.C., MAX. (SEE DETAIL 2/ES3.6) HORIZONTAL REINFORCING STEEL d- #5 O 12" O.C., EACH FACE FINISHED SURFACE CONNECTION TO SUBDRAIN SYSTEM, AS REWIRED (BY OTHERS) 3,500 PSI (MIN.) STRUCTURAL - CONCRETE TOE / PERMANENT SHOR 2' N.T.S. II mom MR -EPDXY COATED SOLDIER BEAM, TYPICAL (SEE SCHEDULE FOR SIZE) 2w —Te. min TIEBACK w W C'0 W l"4 0\ —1—Y•" THK. FLANGE PLATES, 5OKS1 (TYP. FRONT & BACK) MIRADRAIN 6000 GEOCOMPOSITE DRAIN 24" WIDE VERTICAL STRIPS CENTERED AT MIDSPAN OF /\\! BAYS WITH 24" WIDE CONTINUOUS HORIZONTAL RIP AT BOTTOM OF AVATION. EXCAVATION. //// TIMBER LAGGING (SEE ELEVATION) \/\ //// SOLDIER BEAM (TYP.) EPDXY M TO BTOPOF 1 6" BELOWW CONCRETE TOE. \ 3"0 (SCH.40) PVC WEEP HOLE WITH DRAIN GRATE CENTERED BETWEEN BEAMS (TYP.) MAY BE LOCATED 6"3 ABOVE OR BELOW FINISHED GRADE, AS REQUIRED, COORDINATE WITH CIVIL DRAWINGS �— 3" CLEAR (TYP.) WALL SECTION N.T.S. y [,y, YM/,9 A "� aK�,s 4 DATE BENCHMARK SCALE AS-BMT DES19VOA Y v ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SEF Rj a DESCRIPTM: Pr NO, 22 SNI UM-W PER RDS 17271 X� / -11-21 LOCATION: ED. Y IRON PIPE AND DISK IN AC PATH. PLANS PARED SUPERVISION OF RECOMM I D• APPROVED. ` NORM SIDE u COSTA AVE AT WIGN AVENUE HORIZONTAL / 11/30/2020 20 L ENCINITAS BEACH 13' OFF SHOULDER RICARDO JORDAN DATE 12/04/2018 RECORD FROM: SAN Duo couNtt VERTICAL 1-1GINE1-21 RIOAR R.C.E. 68436 EXP. D9-30-19 Z—J•3-/9 APN 216-041-26 ELEVATION: 62.949 DATUM: NNVD 88 DALE DATE PLANNING CASE N0: 7PM-89-014 REVIEWER INSPECTOR SENIOR ENER / ES3.5 ES DEPARTMENT DRAWING NO, RESORT 6394-G SHEET34 OF 41 A&BUILT EPDXY COATED SOLDIER BEAM MAXIMUM SPACING OF SOLDIER BEAM (SEE ELEVATION FOR SPACING) DRILLED SHAFT FILL VOIDS BEHIND LAGGING WITH BACKFILLED WITH COMPACTED SOIL OR LEAN CONCRETE CONCRETE/SLURRY (COMPACTED SOIL PER GEOTECHNICAL RECOMMENDATIONS) 20d NAIL (AS REQUIRED) .. ° FOR LAGGING INSTALLATION REINFORCING STEEL (TYPICAL) /4 0 12" O.C. VERT. EF iNe" (MIN.) 3"0 (SCH. 40) PVC WEEP HOLE WITH BEARING DRAIN GRATE OR EQUIVALENT 0 MIDSPAN OF BAYS. WEEPHOLE SHALL BE LOCATED 6" ABOVE OR BELOW FINISH GRADE IN FRONT OF WALL AS REQUIRED, COORDINATE WITH CIVIL DRAWINGS. SOLDIER BEAM PLAN SECTION N.T.S. MIRADRAIN 6000 DRAINAGE BOARD INSTALL 24" WIDE STRIPS 0 8'-0" 3 O.C. VERTICALLY CENTERED BETWEEN BEAMS), WITH 24 WIDE STRIPS CONTINUOUS HORIZONTALLY CENTERED WITH WEEP HOLES. TEMPORARY 3"A2" DF/2 TIMBER LAGGING FREEBOARD, IF REQUIRED — (PER ARCHITECT AND CIVIL). PERMANENT SHOTCRETE ° NOTES: 1. GRIND EPDXY COATING FROM SOLDIER BEAMS AT STUD LOCATIONS. a (INSTEAD OF GRINDING EPDXY AT THE CONTRACTORS OPTION, A 2" WIDE STRIP AT THE FLANGE CENTER UNE MAY BE TAPED —OFF PRIOR TO EPDXY WELDED STUD (TYP. 0 EACH BEAM) COATING. TAPE SHALL START AT NO LESS THAN 4" FROM TOP OF BEAM). 2. METAL ARC WELDING (GMAW) OR SHEILDED METAL ARC WELDING (SMAW) PROCESSES ARE 12" THICK PERMANENT REINFORCING STEEL ACCEPTABLE PROVIDED SURFACES TO BE WELDED AND SURFACES ADJACENT TO A WELD SHOTCRETE FACE N5 0 12" O.C. HORIZ. EF ARE FREE FROM LOOSE OR THICK SCALE, SLAG, RUST, MOISTURE, GREASE, AND OTHER FOREIGN FULL HEIGHT MATERIAL THAT WOULD PREVENT PROPER WELDING OR PRODUCE OBJECTIONABLE FUMES. 3. SPECIAL INSPECTION FOR STUD WELDING IS REQUIRED. 4. VERIFY WELDS USING BEND TEST AS RECOMMENDED BY MANUFACTURER. (COPY UNDER SEPARATE COVER) BEAMS #1-7, 154-169, & 181-1 i S�R BEAM /. (SEE SCHEDULE FOR SIZE) / lYP 35• UMBER LAGGING I GEOCOMPOSITE SPACING OF SOLDIER BEAMS DRAINAGE BOARD a DRILLED SH F NTH (SEE ELEVATION FOR SPACING) C CONCRETE/SLURRY FILL VOIDS BEHIND LAGGING \ WITH COMPACTED SOIL OR LEAN CONCRETE ib"X3"0" A EPDXY CON wd"+pG=e & la 9� ®U N TOLL 1-600422-41: yn �p ilcLrev Il..G�O.z�d /Ic'b�u'IE1G GN.O.e�c'{N.g����GG�. INV L 12H THICK SHOTCRETE FACE CHANGE NO. I DESCRIPTION L REINFORCING STEEL (SEE DETAIL 5/ES3.6) APPROVEDIDATEIBENCHMARK DESCRIPTION: Q m_22.9_r 2m 2 L OS— 1Q m_22L_r 1� 2 L 0 w I I'+ •T917(+ . 1 N.T.S. SCALE HORIZONTAL VERTICAL r2 STUD WELDING DETAIL H; N.T.S. 2" PROPERTY UNE 3"t CONSTRUCTION TOLERANCE ANGLE IRON EPDXY COATED, TYP. \ 1'li0"No t GEOCOMPOSITE DRAINAGE BOARD (NOTE: APPLY WATERPROOFING AS REQUIRED BY OTHERS) "UKI; M411 A n - � AS •, . r 2.5" CLEAR TO FACE OF BEAM Yh" (MIN.) BEARING 1 AS-BIULT 11/30/2020 11 2" 12" SHOTCRETE R COVE / COVER 6" PVC DRAIN J CONNECTION TO MAIN SUBDRAIN SYSTEM, AS REQUIRED, (BY OTHERS) REINFORCING STEEL #5 0 12" O.C., EACH WAY, EACH FACE 12" THICK SHOTCRETE FACE FINISHED SURFACE IN FRONT OF WALL 2% 3,500 PSI (MIN.) STRUCTURAL CONCRETE TOE GRADE OR SLOPE COPE BEAM WHERE APPLIES AS REQUIRED WELDED STUDS • ��/� SWALE AS REQUIRED, BY \�'`/\y (REFEROTHERS TO GRADING PLAN) EPDXY COATED SOLDIER BEAM (TYP. SEE SCHEDULE FOR SIZE) -12"— NOTES: 1. COPE SOLDIER BEAMS AS REQUIRED 2. LAGGING NOT SHOWN FOR CLARITY 3. TOUCH UP EPDXY AS REQUIRED PER MANUFACTURER'S RECOMMENDATIONS 3 TOP OF WALL DETAIL N.T.S. 0 SOLDIER BEAM EPDXY COAT FULL -HEIGHT (TYP.) MIRIDRAIN 6000 GEOCOMPOSITE DRAIN 24" WIDE VERTICAL STRIPS, CENTERED AT MIDSPAN OF BAYS, WITH 24" WIDE CONTINOUS HORIZONTAL STRIP AT BOTTOM OF EXCAVATION. (NOTE: APPLY WATERPROOFING AS REQUIRED BY OTHERS) TIMBER LAGGING (SEE ELEVATION) 3" DIA. (SCH. 40) PVC WEEP HOLE WITH DRAIN GRATE 0 8'-0" O.C.t, MIDSPAN BETWEEN BEAMS. (MAY BE LOCATED 6" ABOVE OR 6" BELOW FINISH SURFACE, AS REQUIRED, BY OTHERS. CONNECTION TO MAIN SUBDRAIN SYSTEM AS REQUIRED, COORDINATE WITH CIVIL DRAWINGS) Y 5 PERMANENT SHORING SECTION ES3.6 aw f � acu - N.T.S. DESIGNED BY I DRAWN BY CHECKED ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING N0. PLANS PR D UNDER SUPE VISION OF RECOMMENDED: APPROVED: ENCINITAS BEACH RESORT 6394-G 04/12/2019 -p JLUWAKU . wmmERICA�RDA L 68436 EXP. 09-30-19 DATE DATE APN 21 6-041 -26L 68436 EXP. 09-30-19 DATE DATE APN 216-041-26 PLANNING CASE NO: TPM-89-014 SHEET35Aor 41 A&BUILT SOLDIER BEAM & TIEBACK SCHEDULE (TEMPORARY SHORING) 'JANUARY 29, 2019 1 I. REVISION 8 - -F Shore Toe Total Toe Tieback No. of Distance Distance Distance T.B. Nstrands* Lock -off Test Unbonded Bonded Total T.B. Nstrands Lock -off Test Unbonded Bonded Total From To Sold. Use Height Depth Drill, Diameter Diameter TB or Brace from Grade from TB#1 last TB Angle Load Load Length Length Length Angle Load Load Length Length Length SB SIB Bm. Section j Levels to TB #1 to TB #2 to Subgr. _ - - Qty H Dtoe H+Dtoe D c6 A B S TB #1 TB #1 TB #1 TB #1 TB #1 TB #1 TB #1 TB 92 TS #2 TB #2 TB #2 TS #2 TB #2 TB #2 ft ft ft in In ft ft ft deg kips kips ft ft it deg kips kips ft ft ft 8 10 9 10 2 1 W 16 x 36 W 16 x 45 20.0 22.0 9.0 11.0 29.0 33.0 24 24 6 6 1 1 TOO 5.00 - 13.00 17.00 28 4 110 143 28 4 124 161 15 15 18 20 33 35 - - - - - - - j 11 j 11 1 W 16 x 45 25.0 11.0 36.0 24 6 1 7.50 17.50 28 4 124 161 15 20 35 12 12 1 W 18 x 55 29.0 11.0 40.0 r-- 24 -.._._-..- 6 1 10.00 - 19.00 _ 28 5 1 155 202 -_ 15 25 40 - - - - - - - --r _ 13 14 2 1 W 18 x 50 28.0 11.0 39.0 24 - 1 Brace 8.00 - 20.00 0 Brace - - - 1 W 18 x 50 26.0 13.0 39.0 24 6 6.00 - 20.00 35 4 137 178 15 22 15 15 1 16 19 4 W 21 x 62 23.0 12.0 35.0 30 1 Raker 6.00 17 00 See Elev. Raker .. 20 32 13 W 24 x 68 26.0 -- 14.0 40.0 30 -_ 1 Raker 6.00 20 00 _ -- See Elev. Raker -- - _. 33 -45- 13 W 24 x 68 35.0 13.0 48.0 30 2 Raker 6.00 75 11 75 17.25 See Elev. Raker -,i. - - - See Elev. Raker - - - - - 46 47 2 W 24 x 68 3&0 13.0 48.0 - 30 ._ . t 2 Brace 6.00 ..r.... 12 - 17.25 _ --0 .. Brace - - - - - 0 Brace - t- - - - - - - - -- -- - - - - 48 48 1 W 18 x 55 24.0 13.0 37.0 24 6 1 6.00 - 18.00 30 5 175 228 15 28 43 - - - - - - - 49 75 27 - W 18 x 50 - 22.0 13.0 -.. --- 35.0 - 24 6 -_ - 1 5.00 - - 17.00 --_ 30 4 134 - 174 15 22 -.__-- 37 - -- -------- - - - - - - 76 99 24 W 14 x 30 22.0 9.0 31.0 24 6 1 TOO - 15.00 30 3 84 109 15 15 30 100 103 4 W 14 x 30 21.0 9.0 30.0 24 6 1 TOO 14.00 32 3 84 + 109 15 15 30 104 115 12 W 14 x 30 19.0 8.5 27.5 24 6 1 5.00 - 14.00 35 2 63 82 15 15 30 - - - - - - 116 131 16 W 24 X 76 12.0 26.5 38.5 30 - Cantilever - - - -._ _ - - - - - - - - - - _ 132 133 2 W 24 X94 13.0 29.0 42.0 30 Cantilever j 134 134 1 W 21 X62 10.0 24.5 34.5 30 - Cantilever- 135 135 1 W 21 X62 8.0 22.0 30.0 30 - Cantilever 136 136 1 W 12X26 6.0 15.0 21.0 24 - Cantilever - - 137 137 1 W 12X26 4.0 10.0 14.0 24 - Cantilever - 138 138 1 W 12X26 5.0 10.0 15.0 24 - Cantilever - 139 139 1 W 21 X62 10.0 24.5 34.5 - 30 - Cantilever - - - - - - - - - - - - - - - - 140 140 1 W 24 X 84 14.0 23.5 37.5 _. _. 30 - Cantilever - - - - - - - - - - - - - - - - 141 142 2 W 14 x 30 14.0 6.0 20.0 24 6 1 4.00 - 10.00 30 2* 37 48 15 15 30 - - - - - - - 143 143 1 W 16 x 45 17.0 7.0 24.0 24 6 1 4.00 - 13.00 ,i 30 2* 48 62 15 15 30 - - - - - - - _ _ - 144 144 1 W 16 x 45 21.0 10.0 31.0 24 6 1 4.00 - 17.00 30 2* 65 85 15 15 30 - - - - - - - 145 145 1 W 18 x 55 25.0 11.0 36.0 24 6 1 5.00 - 20.00 30 4 107 139 15 17 32 - - - - - - - 146 152 7 W 18 x 55 27.0 11.0 38.0 24 6 1 6.00 - 21 00 30 4 107 139 15 17 32 - - - - 153 153 1 W 21 X 73 27.0 11.0 38.0 30 6 1 6.00 - 21.00 30 4 107 139 15 17 32 - - - - - - - NOTE: * WHEN 2STRANDS ARE SHOWN, INSTALL 3 STRANDS, STRESS ONLY 2. U94Rvmma sir AWt CALL r011 PIaE 1-800 422-4133 Jy `� xe. MA%Y + r'°'' - + ES4.0 CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS-BIUIILT 11/30/2020 DESIGNED BY DRAWN BY CHECKED BY ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. RM NEW SHEET DESCRIPRON: Pr NO a STA MM-M PER ROS 17271 LOCATION: FD. 2' IRON PIPE AND DISK IN AC PATH, NORrH SIDE OF u COSTA AVE. AT VULCAN AVENUE HORIZONTAL PLANS PREP UNDER SUPERVISION OF 04�12�2019 RECOMMENDED: APPROVED: �WA)26S-�ER-- - ENCINITAS BEACH RESORT 6394-G 1IM IEM 1-7 141-163 1]o7v9 cSrAz S. AS BUILT -11-21 13' OFF SHOULDER RICARDO JORDAN DATE RECORD FROM: sM OIEGO ELEVATION: 62.949 0UNTY DATUM: NAVD 88 VERTICAL DATE DATE APN 216-041-26 3R 1-11-21 1 RICH AN - 36 EXP. 09-30-19 REVIEWER JINSPECTORI SENIOR ENGINEER PLANNING CASE NO: TPM-89-014 SHEET36A OF 41 A&BUILT SOLDIER BEAM & TIEBACK SCHEDULE (PERMANENT SHORING) MARCH 21, 2019 REVISION 8B Shore Toe Total Min. Toe Tieback No. Of Distance Distance T.B.I Strut No. of Strands Lock -off Test Unbonded Bonded Total From To Sold. Use Height Depth Drill Length Diameter Diameter TB or from T.O.Bearn last TB Angle or Tie rod Load Load Length Length Length SS SB Sm. (1(y Section H Dtoe H+Dtoe of Steel Braces to TB 01 to Subgr. TB #1 Diameter TB #1 TB #1 TB #1 TS #1 TB #1 TB #1 Beam D do A S It R it It in In 4t If deg kips kips ft it it 1 1 1 W IBX50 &DO 24.00 32.00 32.DG 30 - Cantilever - - - - - - - - - - 1A 1A 1 W 1BX50 9.00 26.DO 35.00 35.00 30 - Cantilever - - - - - - - - - 2 2 1 W 24 X76 12.00 30.50 42.50 42.50 36 - Cantilever- 3 3 1 W 24X84 12.50 32.50 45.00 45.00 36 - Cantilever - - - - - - - - - 4 5 2 W27X94 14.00 31.00 45.00 45.00 36 - Cantilever - - - - - - - - - 6 6 1 W 27 X 102 15.00 30,00 45.00 45.D0 36 - Cantilever -- 7 7 1 W 27 X 114 15.50 34.50 50.00 50.DO 36 - Cantilever - - - - - - - - - 154 155 2 W 21 X73 29.00 13.00 42.00 42.00 30 6 1 9.00 20.00 30 6 177 266 20 33 53 156 156 1 W 18 X 50 26.50 12.00 38.50 38.50 30 6 1 7.50 19.00 30 5 137 206 20 25 45 157 157 1 W 16 X 40 21.DO 10.50 31.50 31.50 24 6 1 6.00 - 15.00 30 3 90 135 20 20 40 158 158 - 1 W 21 X 111 17.5 12.0 29.50 29.50 36 6 1 5.00 12.50 18 4 120 180 20 24 44 159 159 1 W 21 X 93 14.0 12.0 26.00 26.00 38 6 1 4.00 10.00 160 160 1 W 21 X 93 13.5 12.0 25.50 25.50 36 6 1 4.00 _ 9.50 18 5 136 204 20 27 47 161 161 1 W 21 X 93 14.00 12.0 26.00 26.00 36 6 1 4.00 10.00 162 162 1 �- W21 X93 13.5 12.0 25.50 25.50 1 36 6 1 4.00 __ 9.50 18 5 128 192 20 25 45 163 163 1 W 21 X 93 12.0 12.0 24.00 24.00 30 6 1 2.75 9.25 164 164 1 W 16X40 8.00 17.50 25.50 25.50 24 - Cantilever -- - -- - - - - - - - - 165 - 165 - - 1 W 16 X 40 7.75 17.50 25.25 25.25 23.75 24 24 - --Cantilever- Cantilever _ - - - - - - - - - 166 166 1 W 16X40 7.25 17.50 24.75 167 167 1 W 16X40 6.75 17.50 24.25 23.75 24 - Cantilever - - - - - - - - - 168 168 1 W 12 X 26 5.25 10.50 15.75 15.00 24 Cantilever - - - - - - - - - 169 169 1 W 12 X 26 - 4.00 1G.DG 14.00 14.00 24 - Cantilever - - - - - - - - - 70 1T70 _____________ 1 W 14X30____"_3.50____6_.50 t_.LXI_O t_ ___________ 10_.00 24 Cantilever- ..............__ _________________________________________________ 171 172 2 W 24 X 104" 15.00 30.00 45.00 45.00 30 Cantilever - 173 177 5 W 24 X 104 16.50 23.50 40.00 40.00 36 - Cantilever- 178 180 3 W24 X 131 16.50 28.50 45.00 45.00 36 - Cantilever - - - - - - - - - - 181 183 3 W 14 X 30 19.50 10.00 29.50 29.50 24 6 1 &50 14.00 30 3 94 123 20 20 40 184 188 5 W 14 X 30 20.00 10.00 30.00 30.00 24 6 1 6-75 14.25 _ 30 3 94 123 20 20 40 189 192 4 W 16X36 21.00 8,00 30.00 30.00 24 6 1 __ 7.00 _ 14,00 30 3 104 135 20 20 40 193 194 _______________________ 2 W 16 X 36"' 25.G0 1536 35.00 ______________ 35.00 24 6 1 7.50 ______ 17.50 _________________________________________________ 30 3 100 130 15 20 35 195 195 1 W 14 X 30" 18.00 10.00 28.00 28.00 24 6 1 7.00 11.00 30 2' 63 82 15 20 35 196 196 1 W 16 X57" 10.00 19.00 29.00 29.00 24 Cantilever -- - - - - - _ - - 197 197 1 W 14X30" 3.00 6.50 9.50 9.50 24 Cantilever - - - - - - - 198 198 1 W 21 X73 14.00 27.50 35.50 35.50 30 - Cantilever- 199 201 3 W 24 X 94 16.00 23.00 39.00 39.00 36 - Cantilever - - - - - - - - - 202 203 2 W 24 X 131 17.00 25.00 42.00 42.00 36 - Cantilever - - - - - - - - - 204 204 1 W 24 X 94 16.00 23.00 39.00 39.00 36 Cantilever - - - -- --- - - - - - - - 205 206 2 W 21 X73 13.00 21.50 34.50 34.50 30 - Cantilever _ - - - - - -- - - - - - - 207 207 1 W 21 X 73 12.00 21.50 33.50 33.50 30 - Cantilever -- - - - - - - 208 208 1 W 16 X 36 10.00 17.00 27.00 27.00 24 - Cantilever- 209 210 - 2 W 16X36 9.00 17.DO 26.00 26.00 24 - Cantilever - - - - - - - - - - 211 211 i W16X36 8.00 17.00 25.00 25.00 24 - Cantilever - - ----- - - - - - - NOTE: WHEN 2 STRANDS ARE SHOWN, INSTALL 3 STRANDS, STRESS ONLY 2. " TEMPORARY SOLDIER BEAM Uvdagrow4 SVWw 4vrt ,�y ®m�wmv� Ave CW, 'NIL PP68. xo. vane 1-80D 422-4133*�'��-' mow,. i ��a ES4.1 PATHD BY DRAWN BY CHECKY CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK SCALE AS -MILT NEENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DRAWING NO. s nm NEW SHEEr DESCRIMION: Fr No. n SIA ase-M2 PER aPLANS P D UNDER SUPERVISION OF RECOMMENDED: APPROVED: IDOFY N7415 I-] 141-163 R 170-179 •A LOCATION: ED. 21 IRON PIPE AND DISK IN AC PATH-1 11730/2020 AS BUILT R -11-21 NORTH SIDE OF LA COSTA AVE. AT VULCAN AVENUE HORIZONTAL ENCINI A 6394-G 13' OFF SHOULDER RICARDO JORDAN DATE 04/12/2019 WWAKU --Mg�- RECORD FROM: s1N DIEGo cou#tt VERTICAL 1-11-21 . .E. 68436 EXP. 09-30-19 APN 216-041-26 ELEVATION: 62.949 DATUM: BAVD 88 \ DATE DATE REVIEWER INSPECTOR SENIOR ENGINEER PLANNING CASE NO: TPM-89-014 SHEET37A OF 41 A&BUILT GENERAL NOTES AND DEFINITIONS 1. THE SHORING ENGINEER IS DEFINED AS THE REGISTERED CIVIL ENGINEER WHOSE STAMP RESIDES ON THESE DRAWINGS, 2. THE GENERAL CONTRACTOR (GC) IS AS DEFINED WITHIN THE CONTRACT DOCUMENTS. 3. CONSTRUCTION SHALL CONFORM TO ALL APPLICABLE SAFETY AND CONSTRUCTION CODES. 4. THE SHORING CONTRACTOR IS DEFINED AS THE ENTITY WHICH INSTALLS THE SUPPORT SYSTEM(S) SHOWN ON, AND DESCRIBED WITHIN, THESE DRAWINGS. 5. UNLESS OTHERWISE NOTED, THE SHORING AND SUPPORT SYSTEMS DEPICTED WITHIN THESE DRAWINGS ARE TEMPORARY SYSTEMS WITH A UNITED STRUCTURAL LIFE. THEY ARE INTENDED TO FACILITATE THE CONSTRUCTION OF PERMANENT STRUCTURES. THEREFORE, THE NEW STRUCTURES MUST BE DESIGNED TO ACCOMMODATE ALL APPLICABLE LOADS ON A PERMANENT BA515. 6. GENERAL SITE EXCAVATION SHALL BE COORDINATED WITH THE INSTALLATION OF THE SHORING SYSTEM TO ENSURE SAFE WORKING CONDITIONS AND TO PREVENT THE LOSS OF GROUND AND THE CAVING OF HANKS. 7. PILE DRIVING EQUIPMENT, DRILL EQUIPMENT & CRANES SHALL NOT BE LOCATED WITHIN TEN (10) FEET OF THE SHORING BULKHEAD UNLESS SPECIFICALLY PROVIDED FOR IN THE DESIGN AND SPECIFICALLY SHOWN IN THESE DRAWINGS. B. ALL SHORING DATA ON THESE SHEETS ARE THE EXCLUSIVE DESIGN OF EARTH SUPPORT SYSTEMS, INC. AND NO PART OF THESE DRAWINGS SHALL BE COPIED AND/OR USED WITHOUT OUR WRITTEN CONSENT. 9. THE GENERAL CONTRACTOR SWILL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE AND REPORT ANY VARIATIONS TO THE SHORING ENGINEER. 10. THE GENERAL CONTRACTOR SHALL COORDINATE SHORING WITH DRAWINGS OF RECORD TO ENSURE PROVISIONS OF POCKETS, BLOCKOUTS, OFFSETS AND ANY OTHER ITEMS THAT MIGI4T BE IN CONFUCT WITH, OR AFFECTED BY, THE SHORING. 11. ALL INSPECTIONS SERVICES, MATERIAL TESTING OR NOTIFICATIONS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR, 12. ALL PERMITS (EXCEPT OSHA PERMIT) SHALL BE PROCURED AND PAID FOR BY THE GENERAL CONTRACTOR. 13. ALL ENCROACHMENT EASEMENTS AND PERMISSIONS SHALL BE PROCURED AND PAID FOR BY THE GENERAL CONTRACTOR. 14. ALL STRUCTURAL DETAILS OR SHAPES SHOWN ARE THOSE UTIUZED FOR DESIGN. ALTERNATE DETAILS, CONNECTIONS, SHAPES AND/OR MATERIALS MAY USED SUBJECT TO THE APPROVAL OF THE SHORING ENGINEER. 15. HYDRAULIC JACKS USED FOR UNDERPINNING OR TIEBACK STRESSING SHALL BE CALIBRATED WITHIN (9) NINE MONTHS OF THE DATE IT IS USED, THE CERTIFICATION SHALL BE STAMPED BY A REGISTERED CIVIL ENGINEER AND SHALL BE MATTE AVAILABLE TO THE GENERAL CONTRACTOR. 16. THE GENERAL CONTRACTOR SHALL PERFORM A PRE -CONSTRUCTION SURVEY AND ESTABLISH MONUMENTS FROM EXISTING ADJACENT STRUCTURES PRIOR TO THE START OF SHORING WORK. 17. TO PREVENT ENCROACHMENT INTO THE PROPOSED STRUCTURE WALLS, THE GENERAL CONTRACTOR SHALL MONITOR THE FACE OF EACH AND EVERY SOLDIER PILE AT POINTS ALONG THEIR LENGTH AS THE EXCAVATION DESCENDS ON A WEEKLY BASIS, SURVEY DATA SHALL BE REDUCED AND INTERPRETED, AND TRANSMITTED TO THE SHORING ENGINEER. 18. IF IN THE OPINION OF THE SHORING ENGINEER, MONITORING DATA INDICATES EXCESSIVE MOVEMENT, ALL EXCAVATION SHALL CEASE UNTIL THE SHORING ENGINEER INVESTIGATES THE SITUATION AND MAKES RECOMMENDATIONS FOR REMEDIATION OR CONTINUING. IN ADDITION, THE SURVEY DATA WILL BE USED BY THE SHORING CONTRACTOR TO MAINTAIN ALIGNMENT OF THE SHORING FACE RELATIVE TO THE BACK FACE OF THE NEW STRUCTURE WALL 19. ANCHOR HEAD CUP ANGLE STIFFENER PLATES AND FIAT BAR STRAPPING SHALL BE PROVIDED AS REQUIRED BY THE SHORING ENGINEER. 20. ALL SHORING TIEBACKS SHALL BE DISENGAGED FOLLOWING COMPLETION OF THE PROJECT. PROCEDURE FOR CANTILEVER SOLDIER BEAMS 1. SOLDIER BEAMS SHALL BE ACCURATELY LOCATED AND INSTALLED AS SHOWN ON THE PLANS OR AS APPROVED BY THE SHORING ENGINEER. SOLDIER BEAMS SHALL BE PLACED IN DRILLED SHAFTS AS SHOWN IN THE DETAILS HEREIN. 2. LINES AND GRADES ARE TO BE ESTABLISHED BY THE GENERAL CONTRACTOR TO ENSURE PROPER TOE EMBEDMENT BELOW SUBGRADE AND HORIZONTAL ALIGNMENT. PLACE SOLDIER BEAMS VERTICALLY IN ACCORDANCE WITH THE LOCATIONS SHOWN HEREIN. ALLOWABLE PLACEMENT TOLERANCE SHALL BE 2" IN AND 2" OUT OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER. 3. INSTALL SOLDIER BEANS TO THE EMBEDMENT SHOWN. IF BEAMS ARE PLACED IN PRE -DRILLED SHAFTS, BACKFILL THE TOE AS SHOWN IN THE DETAILS HEREIN. FILL THE REMAINDER OF THE SHAFT WITH LEAN CONCRETE. 4. START EXCAVATION AND LAGGING IN LIFTS NOT GREATER THAN 5' OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER. CONTINUE THIS EXCAVATION/LAGGING PROCEDURE UNTIL BOTTOM OF EXCAVATION IS REACHED. 5. FOR PERMANENT WALLS, INSTALL GEOCOMPOSITE DRAIN BOARD (& WATERPROOFING, IF NEEDED) AND SHOTCRETE FACING PER THE DETAILS HERE IN. Vadagrcood 9mvlee Alert wl. == CALL TOLL Imes CHANGE NO.1 DESCRIPTION APPROVED DATE PROCEDURE FOR TIED BACK SOLDIER BEAMS 1. HOLES FOR SOLDIER BEAMS SHALL BE ACCURATELY LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED HY THE SHORING ENGINEER. SOLDIER BEAMS MAY BE DRIVEN INTO POSITION OR PLACED IN DRILLED SHAFTS, AS INDICATED IN THE SECTIONS & DETAILS. PILES SHALL NOT BE DRIVEN WITH AN IMPACT HAMMER OR DIESEL HAMMER. 2. LINES AND GRADES ARE TO BE ESTABLISHED BY THE GENERAL CONTRACTOR TO ENSURE PROPER TOE EMBEDMENT BELOW SUBGRADE AND HORIZONTAL ALIGNMENT. PLACE SOLDIER BEAMS VERTICALLY IN ACCORDANCE WITH THE LOCATIONS SHOWN HEREIN. ALLOWABLE PLACE- MENT TOLERANCE SHALL BE 2" IN AND 2" OUT OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER. 3. INSTALL SOLDIER BEAMS TO THE EMBEDMENT SHOWN. IF BEAMS ARE PLACED IN PRE DRILLED SHAFTS, BACKFILL THE TOE WITH EITHER LEAN CONCRETE OR HARD ROCK CONCRETE AS SHOWN IN THE DETAILS HEREIN. FILL THE REMAINDER OF THE SHAFT WITH LEAN CONCRETE. 4. START EXCAVATION AND LAGGING IN LIFTS NOT GREATER THAN FIVE (5) FEET OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER, CONTINUE THIS EXCAVATION/LAGGING PROCEDURE UNTIL TIE HACK LEVELS ARE REACHED. SHORING SHALL NOT BE SUBJECT TO TEMPORARY CONSTRUCTION STAGE FOR MORE THAN 14 DAYS PRIOR TO THE PLACEMENT OF A TIEBACK. IF 14 DAYS ARE EXCEEDED, THE CONTRACTOR SHALL EITHER INSTALL THE TIEBACK OR BACKFILL AS NECESSARY TO PROVIDE SUPPORT ABOVE THE TIEBACK LEVEL 5. THE GENERAL CONTRACTOR SHALL GRADE SAFE WORKING AND DRILLING BENCHES NOT MORE THAN TWO (2) FEET LOWER THAN THE TIEBACK LEVEL BENCHES SHALL HAVE LENGTHS AND WIDTHS WHICH WILL ALLOW FOR SAFE AND PRODUCTIVE MOVEMENT OF THE TIEBACK DRILLING EQUIPMENT. 6. DRILL TIEBACK ANCHOR HOLES TO THE DEPTHS AND DIAMETERS INDICATED OR AS OTHERWISE AUTHORIZED BY THE SHORING ENGINEER. IF CAVING OCCURS, CASING OR OTHER ALTERNATE DRILUNG METHODS MAY BE USED AS AUTHORIZED BY THE SHORING ENGINEER. 7. INSERT THE TIEBACK TENDONS INTO THE DRILLED SHAFTS WHILE TAKING MEASURES TO ENSURE THAT THE TENDONS ARE CENTERED (I.E. BY THE USE OF CENTRALIZING DEVICES) IN THE ANCHOR SHAFT. PLACE PVC PIPE OVER THE "UNBONDED" LENGTH OF THE TIEBACK TENDON (UNLESS OTHERWISE NOTED IN THE DETAILS HEREIN). 8. BACKFILL THE ANCHOR LENGTH WITH A STRUCTURAL GROUT OR CONCRETE MIX OF A STRENGTH DESCRIBED HERON. 9. ONCE THE TREMIE GROUT HAS ATTAINED ITS INITIAL SET, PERFORM POST GROUTING OF THE ANCHOR BOND ZONE THROUGH THE ATTACHED POST GROUT LINE AND VALVES. THE POST GROUT LINE CONSISTS OF A 1/2' SCH 40 PVC PIPE WITH RUBBER VALVES AT 4'-0" O.C. IN THE POST GROUT ZONE. 10. FRACTURE THE INITIALLY SET BOND ZONE WITH WATER AND REPEAT GROUTING UNTIL CONFINEMENT BACK -PRESSURES OF APPROXIMATELY 300 PSI ARE RECORDED, 11. UNLESS OTHER'"SF. AUTHORIZED BY THE SHORING ENGINEER, ANCHOR TESTING AND LOCKOFF WILL ONLY OCCUR WHEN THE "BONDED" ANCHOR MIX HAS ACHIEVED A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AND HAS CURED FOR A MINIMUM OF THREE (3) DAYS. 12. ANCHOR TESTING SHALL BE IN ACCORDANCE WITH THE PROCEDURES OUTLINED IN 'TESTING OF ANCHORS" OR AS OTHERWISE DIRECTED BY THE SHORING ENGINEER. 13. REPEAT STEPS 4 THROUGH 12 AS APPUCABLE FOR EACH ADDITIONAL LEVEL OF TIEBACK ANCHORS OR UNTIL BOTTOM OF EXCAVATION IS REACHED. 14. FOR PERMANENT WALLS, INSTALL GEOCOMPOSITE DRAIN BOARD (& WATERPROOFING, IF NEEDED) AND SHOTCRETE FACING PER THE DETAILS HERE IN. TESTING OF TIEBACK ANCHORS 1. EACH ANCHOR SHALL BE TESTED TO THE TEST LOADS SHOWN HEREIN. TEN PERCENT OF THE ANCHORS SHALL BE PERFORMANCE TESTED BY CYCLING THE LOAD IN INCREASING INCREMENTS OF 25% OF THE LOCK -OFF LOAD UP TO THE MAXIMUM TEST LOAD. 2. THE FIRST ANCHOR LOAD TEST SHALL BE MAINTAINED AT THE PEAK TEST LOAD FOR A MINIMUM OF ONE HOUR AND THE CREEP DEFORMATION BETWEEN THE SIX MINUTE AND SIXTY MINUTE READINGS SHALL BE LESS THAN ONE TENTH OF AN INCH. 3. PROOF TESTING OF THE ANCHORS SHALL BE PERFORMED BY INCREASING THE LOAD IN 25% INCREMENTS OF THE LOCK -OFF LOAD UNTIL THE MAXIMUM TEST LOAD IS REACHED. 4. AN ANCHOR IS DEEMED SATISFACTORY WHEN THE ANCHOR ROD OR STRANDS DO NOT MOVE MORE THAN TWELVE (12) INCHES, AFTER INITIAL SETTING, DURING THE APPLICATION OF THE TEST LOAD. AT TEST LOAD, THE ANCHOR MOVEMENT SHALL NOT EXCEED 1/8" DURING A TEN (10) MINUTE PERIOD. 5. IN THE EVENT OF A FAILURE OF AN ANCHOR TO ACHIEVE THE TEST LOAD, THE ULTIMATE LOAD SHALL BE RECORDED. THIS ANCHOR WILL THEN BE ASSIGNED A LOAD DETERMINED BY THE SHORING ENGINEER AND LOCKED OFF AT THIS LOAD. AN EXTRA ANCHOR WILL BE INSTATED AT A LOCATION AN ANGLE DETERMINED BY THE SHORING ENGINEER. THE ADDITIONAL ANCHOR SHALL ATTAIN THE BALANCE OF THE REQUIRED LOAD AND BE TESTED IN ACCORDANCE WITH ITEM 2 ABOVE 6. THE SHORING CONTRACTOR SWILL PROVIDE ADDITIONAL, TEMPORARY SUPPORT FOR STEEL SEC- TIONS, AS MAY BE REQUIRED DURING THE TEST LOADING OF ANCHORS, 7. THE ANCHOR LENGTHS AND DIAMETERS SHOWN ON THE PUNS ARE FOR GUIDANCE ONLY. THE SHORING CONTRACTOR CAN CHANGE THE ANCHOR CONFIGURATION WITH THE APPROVAL OF THE SHORING ENGINEER PROVIDED THAT THE FOLLOWING CRITERIA IS MAINTAINED: A MINIMUM ANCHOR LENGTH SHALL EXTEND TWENTY (20) FEET BEYOND THE THEORETICAL FAILURE PLANE. B. THE TIEBACK SHALL MEET ALL LOAD TESTING REQUIREMENTS AS DESCRIBED ABOVE. BENCHMARK I SCALE VO�x I.1•AT , x,Jx JN .• A. ,:P AS-BIUILT 11/30/2020 PLANS MONITORING OF EXISTING UTILITIES & IMPROVEMENTS 1. THE GENERAL CONTRACTOR SHALL MONITOR THE FACE OF SOLDIER PILE AT MONITORING POINTS AS SHOWN ON PLANS AS THE EXCAVATION DESCENDS ON A WEEKLY BASIS AND ON A MONTHLY RASES AFTER EXCAVATION HAS BEEN COMPLETED. 2. MONITORING POINTS SHALL BE PLACED ON THE FACE OF SOLDIER PILE AT APPROX. 48 FEET ON CENTER AT THE TOP OF THE SOLDIER BEAM, ONE FOOT BELOW THE UPPER TIEBACK, AND ALSO DIRECTLY BEHIND THE SOLDIER PILE AT A DISTANCE 'H/2- FROM THE SHORING WALL & AS INDICATED ON PLANS. 3. MAXIMUM ESTIMATED DEFLECTION = 1.0 INCH. MATERIALS 1. WELDING: ELECTRIC ARC USING ELECTRODES E70-XX PLACED BY QUAIFIED WELDERS. 2. STRUCTURAL STEEL: STEEL SHALL CONFORM TO REQUIREMENTS OF ASTM A-992 (50 KSI) OR BETTER. 3. ANCHOR TENDONS: TIEBACK ANCHOR TENDONS SHALL BE EITHER OF THE FOLLOWING ITEMS: A HIGH STRENGTH THREADED RODS WHICH COMPLY WITH THE LATEST EDITION OF ASTM A-722-75, A-615-75 AND SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 150,000 PSI SUCH AS DYWIDAG OR EQUAL. B. HIGH STRENGTH WIRE STRANDS WITH A MINIMUM ULTIMATE STRENGTH OF 270,ODD PSI AND 0.6 INCH DIAMETER (58.8 KIPS ULTIMATE LOAD EACH STRAND) SUCH AS DYWIDAG, LING OR EQUAL. (PERMANENT ANCHOR TENDONS SHALL BE DOUBLE CORROSION PROTECTED PER MANUFACTURER'S SPECIFICATIONS). 4. LAGGING: IF SOIL CONDITIONS AND CHARACTERISTICS MERIT, LAGGING MAY BE OMITTED IN CERTAIN AREAS AS DIRECTED BY THE SHORING ENGINEER. LAGGING SHALL BE ONE OR A COMBINATION OF THE FOLLOWING ITEMS AND SHALL BE APPLIED AS DIRECTED BY THE SHORING ENGINEER: A DOUGLAS FIR #2 TIMBERS PRESSURE TREATED FOR GROUND CONTACT (SEE ELEVATIONS). B. REINFORCED SHOTCRETE FACING C. STEEL PLATE 5. ANCHOR GROUT: ANCHOR GROUT FOR TIEBACKS SHALL BE EITHER OF THE FOLLOWING ITEMS: A. NEAT PORTLAND CEMENT WITH A MAXIMUM WATER -CEMENT RATIO OF 0.45 BY WEIGHT (TYPE il/V CEMENT). IT MAY CONTAIN AN ADDITIVE TO CONTROL SHRINKAGE, SUCH AS INTRAPLAST-N BY SIKA CORP., AND SHALL HAVE SUFFICIENT STRENGTH TO INSURE LOAD TRANSFER BETWEEN THE ANCHOR TENDON AND THE SOIL B. CONCRETE WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS (TYPE II/V CEMENT). IT MAY CONTAIN AN ADDITIVE TO CONTROL SHRINKAGE, SUCH AS INTRAPUST-N BY SIKA CORP., AND SHALL HAVE SUFFICIENT STRENGTH TO INSURE LOAD TRANSFER BETWEEN THE ANCHOR TENDON AND THE SOIL. 6. LEAN CONCRETE: LEAN CONCRETE SHALL BE A MIXTURE OF SAND, CEMENT AND WATER WITH A MINIMUM OF 1 1/2 SACK OF CEMENT PER CUBIC YARD. 7. STRUCTURAL CONCRETE (TEMPORARY CANTILEVER SOLDIER BEAM TOES): STRUCTURAL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. 8. STRUCTURAL CONCRETE (PERMANENT SOLDIER BEAM TOES): STRUCTURAL CONCRETE FOR SOLDIER BEAM TOES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,500 PSI AT 28 DAYS (TYPE II/V CEMENT). WITH A MAXIMUM WATER -CEMENT RATIO OF 0.45 BY WEIGHT 9. SHOTCRETE: SHOTCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 4,000 PSI WITH A MAXIMUM WATER/CEMENT RATIO W/C=0.45; TYPE 11/4 CEMENT REQUIRED (OR AS OTHERWISE ' DIRECTED BY THE GEOTECHNICAL ENGINEER). SHOTCRETE SHALL BE APPLIED BY A CERTIFIED NOZZLE - MAN. SHOTCREM CONSTRUCTION AND TESTING SHALL COMPLY WITH THE REQUIREMENTS OF THE CBC. 10. GEOCOMPOSITE DRAIN: GEOCOMPOSITE DRAINAGE BOARD SHALL BE WRACIRAN 6000 BY MIRADRI (OR EQUAL). 11.. REINFORCING STEEL REINFORCING STEEL SHALL BE GRADE 60 AND CONFORM TO REQUIREMENTS OF ASTM A615. 12. WELDED STUDS: STUDS SHALL BE NELSON SHEAR CONNNECTOR STUDS MANUFACTURED FROM ASTM A 108, GRADES C-1010 THROUGH 1020 COLD DRAWN STEEL STUDS SHALL BE IN CONFORMANCE WITH ICC-ES REPORT ESR-2907 13. EPDXY COATING: EPDXY COATING SHALL BE BTTUMASTIC COAL -TAR EPDXY TWO COATS SHALL BE APPLIED FOR A TOTAL DRY FILM THICKNESS OF 16 MILS. ALL STEEL SURFACES SHALL BE BUST WITH SSPC-SP 10 (NEAR WHITE) BEFORE COATING IS APPLIED. PROCEDURE FOR RAKER BRACED SOLDIER BEAMS 1. INSTAL. SOLDIER BEAMS & LAGGING PER 'PROCEDURE FOR TIED -BACK SOLDIER BEAMS', STEPS j1 TO 4. 2. INSTALL WALERS AT ELEVATIONS SHOWN IN THIS PLANS FROM A BENCH APPROXIMATE 2' LOWER THAN THE WATER LEVEL 3. PROVIDE BENCH AND CONTINUE EXCAVATION AT A MAXIMUM 1.25:1 SLOPE UNTIL BOTTOM OF EXCAVATION IS REACHED, PER THE DETAILS HEREIN. 4. INSTALL CONCRETE RARER FOOTINGS AND RARER STRUT AS SHOWN IN THE DETAILS HEREIN. 5. PRELOAD RAKERS AND LOCK -OFF TO THE LOADS SHOWN IN THE DETAILS. 6. REPEAT STEPS 2 TO 5 AS APPLICABLE FOR EACH ADDITIONAL LEVEL OF RAKERS. 7. CONTINUE EXCAVATION AND LAGGING UNDERNEATH THE INSTALLED RAKERS UNTIL THE BOTTOM OF EXCAVATION IS REACHED. UFTS SHALL NOT BE GREATER THAN FIVE (5) FEET UNLESS AUTHORIZED BY THE SHORING ENGINEER. SUMMARY OF SPECIAL INSPECTION 1 CONCRETE 13.1 VERIFY SOILS CONDITIONS ARE SUBSTANTIALLY IN 2 BOLTS INSTALLED IN CONCRETE CONFORMANCE WITH THE SOIL INVESTIGATION REPORT 3 CONCRETE MOMENT -RESISTING SPACE FRAME 13.2 VERIFY THAT FOUNDATION EXCAVATIONS EXTEND TO 4 REINFORCING STEEL AND PRESTRESSING STEEL PROPER DEPTH AND BEARING STRATA 5.1 All STRUCTURAL WELDING 13.3 PROVIDE SOIL COMPACTION TEST RESULTS, DEPTH OF 5.2 WELD TESTING DUCTILE MOMENT -RESISTING STEEL FRAME FILL, RELATIVE DENSITY, BEARING VALUES 5.3 WELDING REINFORCING STEEL 13.4 PROVIDE SOIL EXPANSION TEST RESULTS, EXPANSION 6 HIGH -STRENGTH BOLTING INDEX, RECOMMENDATIONS FOR FOUNDATIONS, ON -GRADE 7 STRUCTURAL MASONRY FLOOR SLAB DESIGN FOR EACH BUILDING SITE 8 REINFORCED GYPSUM CONCRETE 14 SMOKE CONTROL SYSTEM 9 INSULATING CONCRETE FILL 15 SPECIAL CASES (DESCRIBE) 10 SPRAY -APPLIED FIREPROOFING 16 OFF -SITE FABRICATION OF BUILDING COMPONENTS 11 DEEP FOUNDATIONS (FILING & DRILLED CAISSONS) 17 OTHER SPECIAL INSPECTIONS AS REQUIRED BY DESIGNER 12 SHOTCRETE (STRUCTURAL OBSERVATION) NUMBER DESCRIPTION OF TYPE OF INSPECTION REQUIRED, LOCATION, REMARKS, ETC. DESIGN STRENGTH 1 VERIFY PLACEMENT OF SOLDIER BEAMS. 2 VERIFY LENGTH, DIAMETER & ANGLE FOR TIEBACK ANCHORS & SOLDIER BEAMS. 3 GROUT/POST GROUT PROCEDURE FOR TIEBACK ANCHORS & SOLDIER BEAMS. 4 VERIFY TESTING & LOCKOFF LOADS FOR TIEBACK ANCHORS & RAKERS. 5 FIELD WELDS E70-XX 6 STRUCTURAL CONCRETE (BEAM TOES) (TEMPORARY/PERMANENT) f'c = 2,500/3,500 psi 7 DISENGAGEMENT OF TEMPORARY TIEBACKS. 8 STRUCTURAL CONCRETE/SHOTCRETE (RAKER FOOTINGS) & SHOTCRETE FACE Vc = 4,000psi 9 PLACEMENT OF REINFORCING STEEL 10 SOIL ITEMS 13.1, 13.2, 13.3. a. The Special Inspections listed are in addition to the c. The Special Inspectors & testing laboratories must be called inspections required by the CBC, as amended. certified by the City to perform the Special Inspection is not a substitute for inspection type of inspection specified. by a City Inspector. c1 t�Sols b. Continuous inspection is always required during the per- inspections by the Soils Engineer of record. formance of the work unless otherwise specified. When 2. Smoke Control System, by the Mechanical Engineer of record. work in more than one category of work requiring 3. When waived by the Building Official. special inspection is to be performed simultaneously, or the geographic location of the work is such that it can- d. It is the responsibility of the contractor to notify the not be continuously observed in accordance with the pro- Special Inspector or inspection agency at least one Visions of CBC, H is the agent's responsibility to employ working day prior to performing any work that requires a sufficient number of inspectors to assure that all the special inspection. work is inspected in accordance with those provisions. e. Specially inspected work that is installed or covered without the approval of the City Inspector is subject to removal or exposure. I un" ENGINEERING DIVISION APPROVALS RJ SUPERVISION OF RECOMI D• APPROVED: C.-_ 12/04/2018 A S EXP. 09-30-19 DATE DATE DESIGN CRITERIA 1. SOIL DESIGN DATA IS BASED ON THE RECOMMENDATIONS PROVIDED IN THE FOLLOWING GEOTECHNICAL REPORT: PRELIMINARY GEOTECHNICAL EXPLORATION ENCINITAS RESORT HOTEL, 2100 NORTH COAST HIGHWAY 101 ASSESSOR'S PARCEL NUMBER 216-041-26-00 PREPARED BY: LEIGHTON CONSULTING, INC. DATED: APRIL 4, 2017 PROJECT NO. 11574.001 2. DESIGN PRESSURES: TEMPORARY SHORING: A PASSIVE EARTH PRESSURE = 300 PSF/FT, 1-2, MAX. 3,000-PSF BRACED) 600 PSF/FT, 1=1, MAX. 6,000-PSF CANTILEVER) B. ACTIVE EARTH PRESSURE = 28H PSF, (RECTANGULAR, BRACED OR TIED -BACK) = 35 Pi (TRIANGULAR, CANTILEVER) C. ALLOWABLE POST -GROUTED ANCHOR FRICTION = 5,50OPSF D. LIVE LOAD (TRAFFIC) = 100 PSF (TOP 10' FEET) PERMANENT SHORING: E. ACTIVE EARTH PRESSURE = 35 PCF (TRIANGULAR, CANTILEVER) F. AT REST PRESSURE = 28 PCF (RECTANGULAR, BRACED OR TIED -BACK) G. SEISMIC FORCE = SH (UNIFORM) CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT ENCINITAS BEACH RESORT APN 216-041-26 PLANNING CASE NO: TPM-89-014 ES5.0 6394-G M 043 LIJ W ON A&BUILT STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE. The design and constriction of this project is governed by the "California Building Code (CBC)", 2016 Edition. bereafter referred to as the CBC, as adopted and modified by the City Of Encin- itas, CA understood to be the Authority Having Junstllctdn (ARI REFERENCE STANDARDS: Refer to Chapter 33 of 2016 CBC. Where whet Standards are noted in the drawings, use Me latest edflion of the standard unless a specific date is indicated Reference to a specific section in a Cape does not relieve the Contractor from compliance with the entire standard. DEFINITIONS: The following definitions Cover Me meanings of wdam terms used in Mere notes: 'ArchiescVEngineer- The Architect of Record and Me Structural Engineer of Re . • "Structural Engineer of Record' (SER) - The stmdual engineer who is licensed to stamp & sign the structural documents for Me project. The SER Is responsible for the design of that Primary Sinn tual System. • 'Submit for review' - Submit to the Archlteat Egin ter for review prim to fabrication or construction. • 'Per Plan" - Indicates references to Me structural plans, elevations and structural gr neal notes. • "Specialty Structural Engineer' (SSE) - A professional engineer (PE or SE), licensed in the Stale where Me project is located, (typically not Me SER), who performs specialty structured engineering services for selected specialty -engineered elements Identified In Me Contad Documena, and who has experience and training in the Specialty. Documents stamped and signed by Me SSE shall the completed by or under that direct supervision of the SSE. • "BMdeNdesigned" - Components of the structure that require the general Contactor, subCoMmc tor, or supplier who Is responsible for Me design, fabrcaton and installation of specially -engineered elements loenBfied in the Contract Documents to retain the services of an SSE. Submittals of 'Bidderossigned- elements shag be romped and Signed by the SSE. SPECIFICATIONS: Refer to the project specthcations issued as part of Me contract documents far infor- mation supplemental to Mesa dassirgs. OTHER DRAWINGS: Refer to Me architectural, mechanical, electrical, civil and plumbing drewfngs for addi Donal information including but rat limited to dimensions, elevations, slopes, door and window openings, non -bearing walls, sours, finishes, Gains, watemroofng, ceilings, curtain walls, Sessions, curbs, depres- sions, mechanical unit locations, and other nowradural Items. STRUCTURAL DETAILS: The structural drawings am Intended to show Me general character and extent of Me project and am not intended to show all details d the work. Use entire detail sheets and specific details referen:ed In he plans as'placar wherever they apply. Similarly, use deans on entire sheets who '"Is ar in Me name wherever they apply. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and sta- bility AMC primary structure in Va Completed form. COORDINATION: The Contractor Is responsible for Coordinating details and accuracy of the work; for Con- firming and wrrelafing all quantllles and dimensions: for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. PRE -CONSTRUCTION MEETINGS: The Connector is responsible for coordinating pre -construction meet- ings prior to commencing work. Pre -con meetings, scheduled approximately two weeks prim to Me sari of the relevant work, are required for the following phases of constmcfion: Post-analoned slabs, Concedes, Woad Fr•ming. Aftendees for pre -construction meeting are to include contractor, relevant subcontractors, rebricefors, inspectors, architecton ineeq and representative of Me Authority Having Jurisdiction where re- quired Meeting agendas are to Include review of the work sppe, project schedule relevant to the work, coned information of responsible parties, inspection terms. review d materials and any special cases or Isaias, procedures for clarifications g required, testing and acceptance, etc. MEANS, METHOOS end SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Deparbnent of Our cupaflonal Safely and Health). The Contractor is responsible for means and methods of construction related to the Intermediate structural condition (I e. movement of the shuQaR due to momum and thermal effects; construction sequence; temporary bracing, etc). BRACINGISHORING DESIGN ENGINEER The contractor shall at his discretion employ an SSE, a regis- hared professional mgMeer for the design of any temporary bracing and shoring. Submit construction se- quence to Architect/Engineer for review. TEMPORARY SHORING, BRACING: The contractor is responsible for Me strength and stability Of Me more. lure during Construction and shall provide temporary shoring, bracing and other elements required to main- tain stability will Me strudum is complete. It is the contractors responsibility to nd tamiliar with Me work re- quired in Me contraction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Leads on Me structure during construction shall not exceed Me design bads as noted In DESIGN CRITERIA & LOADS below or the capacity of padolly Completed Construction as deter- mined by the Contractors SSE for BacinglShoring. CHANGES IN LOADING: The contmdor has Me responsibility M hadly the SER of any architectural, me- chanical electrical, or plumbing load Imposed onto the structure Met draft tram, ar Mat is not documented an the call Contact Documents (archiaduml I structural l mechanical I electrical or plumbing drawings). Provide documentation d location. load size and anchorage of all undocumented loads in excess of Ogg pounds. Provide markedap steclund plan indicating locations of any new equipment or loads. Submit plans 0 Me ArchitecvEngineer for review prior to installation. NOTE PRIORrTIES; Plan and derail notes and specific loading data proarded on individual plans and detail drawings supplements Information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Nolen, Specifications, PlanarDetalls or Reference Standards, Me Architecl/Engineer shall determine which shall govern. Discrepancies shall be brought to Me attention of the ArchitectEngineer who processing with the work. Should any discrepancy be found in the Contact Documents. Me Contractor will be deemnd to have included in the price Me mad expansive way of Completing Bm work, unless poor to Me submission of Me price, the Contractor asks for a decision from Me Architect as to which shall govern. Accordingly, any Conflict in or between the Contact Documents shall not be a basis for adjustment In the Contract Prig. SITE VERIFICATION: The Contractor shall verity all dimensions and Conditions at the site. Conflicts between the drawings and actual age conditions shall be brought to the attention of the ArchiomthEngineer before pro - wading with the work. ADJACENT UTILITIES: The contactor shall determine the location of all adjawnt underground utildies poor to earthwork, foundations, shoring and excavation and prior be drilling holes for piles and tieback anchors. My utility information shown an the drawings and details is approximae and act necessarily Compete. ALTERNATES: Alternate products d similar Strength, naum and form for specified items may be submitted with adequate technical documentation (camper test report, ate) to the ArchlectlEnginear for review. Met - note materials Mat are submitted without adequate technical documentation or that Sgngicantly deviate from the design intent of materials sped0ed may be returned without review. Abemates Mat require substantial effort to review will not be reviewed unless autbodzed by me Owner. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, product dam and mill tests are required for items noted in the Individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made In time to provitle a minimum of TWO WEEKS or 10 W ORNING DAYS for review by the ArchilecvEngineer Prior In Me onvet of fabricator. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior fo submission to the AmhilectlEnginal the Contractor shall review the submitted for Completeness. Dimensions and quantities are net reviewed by the SER, and therefore, must be venfied by Me General Contractor. Conti shall provide any necessary dimenlonl deeds requested by the Derefler and provde the Connemara review stamp and signature before forwarding to the ArohitedlEngineer. SHOP DRAWING REVIEW: Once the contractor has completed his raves, the SER will review the submittal for general Conformance with the design Concept and the contract documents of the building and will stamp Me submittal accordingly. Markings or comments shall not he cormtmed as raniving the contractor from compliance with the project plans and specifications, nor departures there from. The SER v4g return submit- tals in the form they am submitted! in (either hard copy or electronic). For hard copy submittals, the contrac- tor is responsible for submitting Me required number d Copies to Me SER for review. SHOP DRAWING DEVIATIONS: When shop dreverys (Component design drawings) differ from or add to the requirements of the structural drawings May shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER -DESIGNED ELEMENTS Submit `Bidder-Dosigned- defamed submRlals to the Arabi and SER fa review. The tlearretl submittals shall also be submitted to the City for approval, it required by the city. Design of prefabnwted, "bidder designed', manufactured, pre-engineered, or other fabricated products shall be Comply with Me following requirements: lj Design considers tributary dead, live, wind and earthquake loads in Combinations required by CBC. 2) Design within the Deflection Limits noted herein and as specified or referenced In the CBC. 3) Design shall conform to Me specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code Conform- ance. b, Engineered Component design tlrawings am prepared slumped and signed by Me SSE. c. Product data, technical information and manufacturers widen requirements and Agency approvals as applicable. IT SSE may submit to the ArchiteNEngineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to Me Authority Having Jurisdiction. Submit adequate documentation of de- sign. DEFLECTION LIMITS FOR VERTICAL u IT WE I BIDDER DESIGNED ELE- MENTS: Roof Members, Dead * Live or Snow a What. Trial Load (TL) Deduction L /240, where (L a span length.inches) Roof, Llve w Saw or Mq Lwd (RLL) L 136D Floor Members, Total Load (TQ raw L 1240 Flow Live Load (LL)uw L/360 Wood Flaw Jount Total Load (TL) L / 480 Wood Floor Joists Use Load ILL) L / 600 Members Supporting Masonry L / 12M a 1/4' am masonry DL only Operable Partition Support Members L 1600 or Y•° maximum SIP Panel Live Lead Deflection L f 360 wo6tvmNTAL LIMB and FOOTNOTE Members Supporting SLABS Finishes L1240 (1) Membere Supporting Pleaded Fineshos L I IBo (1) Members Suppaning Masonry L1600@0.7 x Cladding Wind or 0,7E (1) (1 j Wind Lond Is retluoale to 0.42 times the Component and Cladding Laads per Table 161 footnote I. GENERAL CONTRACTOR'S PRN)R REVIEW: Once the mouredor has Completed his review of the SSE Component drawings, the SER will review the submittal fa general conamaraw with Me design of the build- irg and will stamp the submittal accordingly. Review of the Specialty Structural Engineers (SSEj shop draw- ings (Component design drawings) is for complonce with design crfteaa and compatibility with the design of the primary structure and tices not relieve the SSE of responsibility for that design. AM necessary bracing, ties, anchorage, proprietary products shall be fumehed and inaalled Per manufacturers instructions or the SSE's design drawings and Calculations These elements include but are not limited to: • Steel Stairs e Hammlls. Guardrails and Balcony Rail Anchorages • Expand; Cladding Systems: Curtain Well Systems, Preengineeretl Panels • Reef Mounted Components: Skylights, hatches Faeede Access Equipment I Lieline Supports • Mechanical, Electrical, Plumbing & Sprinkler Harper Plans • Temporary Sliming Systems • Preabricated Wood Red Tresses • Solid Web Wood Joists • Engineered Wood Products, (PSL, LSL. LVL) • Pre-abncroad wood shear & beading wall panels e Woad Hod -down Systems • Open Web Wad Jots% • Tapered Solid Web Woad Joists • Faga le Access Equipment / Lifeline Supports • Cold -formed Meal Studs- Erarlor Wall Assemblies • CwUformed Metal Studs - Framing Interior Walls lowding Radial Height • Cad -formed Metal Studs & Joists Framing Overhead Sell Its • Spew Fames (Unlstmt) Dock L8a Canvas awnings • Antennas, Satellite dishes, Storage tanks & Conling towel • Fountain or pool structures l equipment vaults • Theming Elements & Supports (see wagon above for more info) • Facade Access Equipment l Lifeline Supports INSPECTIONS: Foundations, footings, under slab systems and fremirg are subject to Inspection by Me Building Official in acCodarrce with CBC 110.3. Contactor shalt comminate all requiretl inspections with the Building Official. SPECIAL IN5PECTION5. VERIFICATIONS and TESTS: Special Inspections, Vedsatfons and Testing shall be done in accordance with CBC Chapter 17 and the STATEMENT OF SPECIAL INSPECTIONS here- in per CBC Sections 17N and 1705, as applicable. SPECIAL INSPECTION AGENCY and SPECIAL INSPECTORS: Owner shall retain To provide Special M. spections for Me project Special Inspectors shall be qualified persons per CBC 1704-2.1. STATEMENT OF SPECIAL INSPECTIONS. Special Inspedions and Testing per CBC Sections 1704 and 1705 are required for the following: NO, DESCRIPTION APPROVED DATE = 1)I NEW SHEET - 7 AS BUILT S RN 1-11-21 €f9 Fa 1 V9€€ MSO 101 West Broadway, Suite 1260 FABRICATION SHOP INSPECTION: Where off -site Fabrication of gravity LOAD BEARING MEMBERS & ASSEMBLIES is pertomhed, Special Inspector shell verify that Me fabricator Compl rs WM CBC Sec - Dons 1704. io and 1704.2.5 winch includes Me following: c Prior to the start of fabrication, Special inspeclor(s), repreaenBng the Owner, shall visit Me Faoicators shops) where the wear is to IN pedortned and verifies Mat the Fab LEO maintains data led F Mcalion and Quality Control andicidaidd Mat provde a basis for in- spection, cannot of workmanship, manual control and fabricators ability to conform to art - ad referenced Standards. Fabricator shall have available for Inspector's review, detailed procedures for materiel amtrol that demonstrates the fabricatar's ability to maintain suitable records and procedures such that, at anytime during the fabrication process, the material specification, grade and applicable test opera for primary load -paying members, am capable of being delenerned. SOILS & FOUNDATION CONSTRUCTION per CBC S Mn 1705.6 . Periodic inspection of soils Summands per Table 1705.E is required for o Footing soil hearing Surfaces pnorto placing any reinumbig steel h Excavation depth and bearing layer prior to island any minfori steel. ii Compacted fill material classification. a Subgrade Preparation preen to filling. . Continuous inspection per Take 1705 6 required for; o Filling operations to satisfy requirements of CBC Table 1705.6 and the geotadmical report listed under SOILS & FOUNDATIONS section h Compacted fill density testing of each did, proper IM thickness and material classification. CONCRETE CONSTRUCTION per CBC Secllon 1705.3 and Table 1TO5.3 inducting: • Periodic inspection required for, 3 Size & placement of all reinforcing steel and PT tendons puts to the pour. o Placement clearances around reirBoroing steel and PT tendons at embedded conduit. Cons Mon and removal of framework and manuring a Placing & size of cast-misiaw bolts and embedded fabrications prior to the pour. Shape, Location & dimensions of members formed o Use of the required design concrete mix. Maintenance of specified curing temperature and techniques. if Verdicaeon of in -situ concrete strength prior to removal of shores and forms from beams and structural slabs. • Continuous inspection required dung Me: o Placing of reinforced Concrete, for proper application techniques. o Placing of Concrete=unit cast -in -place bolts and embeds. Sampling of fresh concrele. Determinations of slump, air content and impurities. o Groufing operation of post -instilled bolts or most deems. PT Tendon stressing. o Shooting of bonded prestressing tendons in the seismic-fwp-resisting system. REFERENCE STANDARDS: Confome be CBC Chapter 18'Smis and Foundations' GEOTECHNICAL REPORT: Recommendations contained in the most ream Geotechnipt Report by Lelgh- an mmuwdfw design. CONTRACTOR'S RESPONSIBILITIES: Contactor shall be responsible to review Me Geotechnical Record and shall follow the recommendations specified therein including, but rat limited to. Salgado preparetions, pile insalletbn procedures, ground water management and steep slope Best Management Practices.- GEOTECHNICAL SUBGRADE INSPECTION: The Geometrical Engineer shall Inspect all su"rades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and Concrete. Geotechnical Engineers shall provide a letter to the owner sating that soils are adequate to support Me'Albwable Foun- dation Beading Pressure(s)' shown below. Assumed values shall be field verified by the Building Official of the Geotachnical Engineer prior to placing com-rete. DESIGN SOIL VALUE5', Allowable Foundation Belding Pressure .......................... 5500 PSF Passive Lateral Pressure .................................................. 3m PSFTT Active Lateral Pressure (unrestrained) ............................. 35 PSF/FT Al -Rest Lateral Pressure (restrained)- ..... .... .......... - ..... ... 65 PSF/FT Seismic Lateral Pressure .._......... ................................_.. 12H (BH at Unrestrained Walls) Goodman Of Sliding Faction ........ ...... ... .... .... _....._. _... 0.35 FOUNDATIONS and FOOTINGS: Foundations shall bear on ether on cwnpment salve soil or Compacted structural fill as par 11e geotechni al Lesson. Exterior perimeter footings shall bear not less Man 1181 inches below finish grade, unless otherwise specified by Me ge itechnlcal engineer andlor the building official. FOOTING DEPTH: Taps of footings Shall be as shown on plans with vertical changes as indicated with slaps in Me feelings; locations of steps shown as approximate and shall be coordinated with Me Net grading pans to ensure Mat fire exterior perimeter foogrgs bear no Was Ban 18 inches below finish grade, at as oM- eni indicated by Me gwzkdvnical engineer or building official. SIABS-ON-GRADE: All slabean-grade shell beer on Compacted structural fill or campeant native sal par the geatechnical cured. All moidum sensMve slabsan-grade or those Subject to receive assistants sensitive coatings/covering shall be provided with an appropmate capillary break and vapor banier/atadant over Me subgrom prepared and installed as noted in Me geotechnical mead, barrier manufacturer's written recom- medations and coominated wit Me finishes specified by Me Archeol. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301-10`Specifications for Stmearel Compete" (2) CBC Chapter 19'Concrete' (3) ACI 318-14 "Building Cabe Requirements for Structural Concrete" (4) ACI 117-10 "Specifications for Tolerances for Concrete Construction and MamnaW FIELD REFERENCE: The Contractor shall keep a copy of ACI Field Reference manual, SPAS, 'Standard Specifications for Structural Concrete (ACI 301) wiM Seasonal ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and CBC Section 1904, 1. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials' for requirements for cementltious materials, ag- gregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the able below. Subslantiafing strength results tram past tests shall rid be older Man 24 months per ACI 318 Section 26.4.31 (bl. Member Strength Ted Age Nominal Exposure Max Air Con- Notes TypelLacation In (psi) (days) Maximum Class WIC Lem (1 fo 8Typical Aggregate Ratio UNO) Footings 4000 28 1' C2 - - - RMrdnMg Wale 40M 201 1- C2 0.40 1 - Table of Mix Option Requirements Notes: (1) WIC Ratio: Waders mantilbus material ratios shall be based an the foal warght Of C meogtlous ma- terials. Maximum ratios are controllede by strength noted in Me Table of Mix Design Requirements and durability requirements given in ACI 318 Section 19.3. (2) Cemenfitious Materials a. The use of fly ash, other Canalans, silica fume, or slag shall conform to ACI 31a Sections 19 3 2 and 264.2.2. Maximum amount offly ash shall be 25%of total cementitious Content unless re- viewed and approved otherwise by SER. b. For concrete used In elevated floors, minimum camentitiaus-mateaas Content shall conform to ACI 301 Table 4.2.2.1. Acceptance of lower cement content is contingent on providing support- ing data fo the SER for review and acceptance. a Cemenfitious maleaaa shall conform to the raiment ASTM standards listed in ACI 318 Section 26.4.1.1.1(e). (3) Air Content. Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are notetl in the bade. If freezing and thawing class is not noted air content given is Mat required by the SER. Tolerance is zti-'/:%. Air content shall be measured at point of placement. (4) Aggregates shall conform to ASTM C33. (6) Slump: Conform W ACI 301 Season 4.2.22. Stamp shall ber determined at point d placement. (6) Chloride Cooled: Conform to ACI 318 Table 19.3.2.1. (7) Non- chloride accelerstor Nanchkride xreleradng admixture may be used In concrete placed at am - plant temperatures below 50°F at Me Contractors option. (B) AG 318. Section 19.3.1.1 exposure classes shall be assumed to be FO, $0. P0, and GO unless differ - ant exposure Gasses am listed in the Table of Mix Design Requirements Mat modify Mesa base ra quiremente. (9) Stainkege Limit: Concrete used in elevated slabs and beams shall have a shrnkage limit d OLOSI at 28 days measured In acmrdanw w ASTM C157. Submit laboratory test results to SER for approval prior to mnstruclbn. EORMWORK & RESHORINGConform to ACI 301 Section 2 "Formwara and Form Accessories,- Removal of Forms shall Perform to Section 2.3.2 except strength indicated in Section 2.3.25 shall be 0.75 f c. Reshding shag Conform to Section 2.3.3. Contractor shall submit formwork removal and restore ins ulatbn procedure and drawings as applicable sealer) by a professional engineer licensed in Me state where the pro- fact is located for Me SER'a information. MEASURING. MIXING, AND DELIVERY: Conform 0 ACI 301 Section 4.3. HANDLING. PLACING CONSTRUCTING AND CURING: Conform to ACI 301 Sedlon 5. In addition, hat weather concreting shall conform to ACI 305R-10 and cold weather concreting shalt conform to ACI 301 10. GONCRETE CURING: Provide curing Compounds for Concrete as follows: (1) Use membrane curing compounds Mat are compatible with and will not affect surfaces to be covered with finish materials applied directly to concrete. (2) Apply curing Compounds At a rate equivalent fo the as of application at which curing mmMund was originally tested for in conformance to the requirement of ASTM C 3 07 and the manufacturers recommendations. (3) Apply specified curing compound to concrete slabs as soon as final finishing operations are Complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in Continuous opera- tion by power spray or roller in accordance with manufacturers directions. Recoat areas subjected to heavy rainfall within 3 hours after label application. Maintain confinugy of coating and repair damage during curing period. (4) Use wring compound Compatible with and applied under dlredion of system manufacturer or prdeo- true sealer. (5) Apply two separate coats with first allowed to become ready before applying Second. Direction of sae cod application shall be at right angles to dkedion of fiat. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.22S, 5.2.2.1 and 5.3.2.6. Construction joints Mail be located and detailed as on the Construction drawings Submit alternate locations per ACI 301 Sec- tion 5.1 2 3a for review and approval by Me SER two weeks minimum pact to forming. Use of an acceptable adhesive, surface reMMant, portend cement grout or roughening the surface is not required unless specifi- pgy noted an the drawings. EMBEDDED ITEMS: Peason and secure in place expansion joint materiel, anchors and Other structural and nonaMlctual embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. LEAN CONCRETE BACKF ILL: Conform to reoaomendations of ACI 229R-13'Control i d Low Strength Ma- terials (CLSM)' be mixing and placing lean concrete ball shown on Me drawings. Use 100 psi mix for becMlll not under feelings. Use 300 par mix for baddill below feelings. Use Manual slump test to vend flow ability. Test M accordance with ASTM D 4832-10'Standard Test Method for PrewmWn and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.' SHRINKAGE: Conventional and post -tensioned Concrete slabs will Continue to shrink after initial placement and stressing of Concrete. Convector and subcontractor shall coordinate jointing and interior material finish. as to Provide adequate lmerance for expected structural frame shrinkage and shall include, but rat be limited to: curtain well, drive. storefront, skylight, floor finish, and ceding suppliers. Contact Engineer for expected range of shrinkage. FLOOR FINISHES: The Contractor must provide and annually install an isolation membrane and pmperly debited expansion joints m help minimize cracking of finishes calm cementabus setting beds or finish proper- ties (file, stone, $amand, concrete topping, etc). The expansion pints shag be sized for an expected short- ening movement of 0.01 inches per fact. CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shanks and Continues to shrink for up to two years after construction and as a result cracking will typically header These cracks do not am- plly impair the integrity of the structure. However, DO recommends a one -Brae crack repair and meinte- naaz program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist or • Inspect slabs and supporting memberstwo years after construction • Deermine cracks in the stmdureto be repaired • Repaircrecks The total length of tacking Can be estimated at 0.009 feat of cocks per square feat of slab area. The owner should reserve funds for Lots one time maintenance program, which is to aka place two yeas after the earn pletion of Construction. Even though cracking is normal and meet also not structurally significant, when Cracking occurs during Con- stmdLon the contactor shall Contact the ArchilecrJEngineer for review. The Contractor should budget 0.004 R of epoxy injected Crack repair per square foot of slab. STRENGTH TESTING AND ACCEPTANCE: Testno'. Obtain samples and Conduct tests In accordance with ACI 301 Section 1.6.3.2. Additional sam- ples may be required to obtain concrete strengths at altemater Intervals than shown blow. • Cure 4 cylinders for 28-day test age Cure 6 cylinders for 28-day test No post -tensioned concrete. Test 2 cylinders at 2 or 3 days for pwl-tensioned concrete only, test i cylinder at 7 days, lest 2 cylindaa at 28 days, and hold 1 cylinder Mu ntler in reverse for use as a Engineer directs. Ater 56 days, unless notified by Me Engineer to the Contrary, Me reserve cylinder may be discarded without be- ing tested for specimens mapping 28-0 y strength requirements. • Cure 5 cylindem for 56-day test age. Test one at 7 days, one at 28 tlays, 2 at 56 days and hold 1 cylinder in reserve for use as the Engineer directs. After 72 days, unless notified by the Engineer to Me Contrary, the reverve cylinder may be discarded without being tested for specimens meeting 56Eay strength requirements. • Cure 6 cylinders for 90-day test age. Test one at 7 days, one at 28 tlays, one at 56 tlays, 2 at 90 days, and head 1 cylinder in reserve for use as the Engineer directs. After 106 tlays, unless notified by the Engineer b Me contrary. Me reserve cylinder may be dspNed without being tested for specimens meeting 906ay strength requirements. • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, addi emal cylinders mud be cured for testing of 3 cylinders at test age per the able d mix design requirement. Amemance. Strength is satisfacary when: (1) The averages of all sea Of 3 Consecutive tests equal or exceed Me speed strength. (2) No individual test falls below Me specified strength by mom Man 500 psi. A led' for acceptance is Me average strength of two 6 by 12 incylinders or three 4 by 8 incylin- ders tested at the specified test age. random to ACI 117-10 fa Ceramic placement tolerance. REFERENCE STANDARDS: Conform a: (1) ACI 301-10 'Standard Specifications for Structural Oc Lmnsi Seclbn 3 •Reinforcement and fil forrvmenl Supports:' (2) ACI SP66(04) •ACI Detailing Manual' ��AMps AS -BUILT """ """°° """""'�" ENGINEERING DIVISION APPROVALS Desi er Author rover PLANS PREPARED UNDER SUPERVISION OF RECONSki ED APPROVED: /2OZ/ DATE; zrrR 6/30/19 a JUSTIN WEI DATE - R.C.E..NO.:�= WAK EDWARDJ.WI ER /) 61� /• rN"CMw JUSTIN WEI EKE: 05/302019 p- all \F REVIEWER INSPECTOR SENIOR ENGINEER DATE DATE CrrY OF ENCINITAS- DEVELOPMENT SERVICES DEPARTMENT ENCINfTAS BEACH RESORT ROUGH GRADING APN: 216441.26 DRAWING Ni SHEET 39 OF 41 AS BUILT 0ow=di NIS aIXISS) ��onw-,wyuW CHANGE NO. (3) CRSI MSP-09, nth E rtion, "Manual of Standard Practice" t4) ANSVAWS 111.4: 2005, "Sbuclurel Welding Code - Reinforcing Steel' J5) C8C Chapter igCcncnuhl f6) ACI 318-14"BuiHing Code Requirements for Structural Concrete' (7) ACI 117-10 'Specifications for Tolerances for Concrete Commuction add Majoura " SUBMITTALS: Conform W ACI 301 Section 3.1.1 "Submittals.' Submit placing drawings slowing fabrication dimensions and placement locations of reinforcement and reinforcement supports. MATERIALS Reinfomfng Bars._ ............................... ASTM A615, Grade 60. delorned bars. ASTM A708, Grace 60, columned bars. Smooth Welded Wks Fabric ............... ASTM At 85 Deformed Welded Wide Poland ............ ASTM A497 Bar Supports ................. CRSI MSP-0% Chapter 3'Bar Supports. Tie Wks. ........... 16 gage or heavier, black annealed. SMd Rails .... ............................. .._.._. ASTM A1044 Headed Deformed Bars _... _.__._ .... ASTM AW0 EARTHQUAKE REQUIREMENTS: Longitudinal Bars in shear walls and coupling beams of shear walls shall conform to ASTM A706, Grade 60 or shall cordam to the following requirements: (1) Welding: Welding to not permitted except as specified in Me drawings. Wald in accordance with AW S CIA. (2) Mill Tea : Submit mill certificates indicating physkel and chemical propmtres. 13) Yield Sediment Actual yield strength, based on mill tests, does not exceed the specified yield strength by more Man 18,000 MIL (Retests shall not exceed this value by more Man an additional 3000 psi.) (4) Ultimate Stut The ratio of Me actual hotels strength W one actual yield strength is out less than 1.251 FABRICATION: Conform to ACI 301, Section 32.2.'Fabrication", and ACI SP-66'ACI Detailing Manual." WELDING: Bars shall not M waned unless authorized. When authorized, conform W ACI 301, Section 3.2.2.2.'Welding', AWS Of 4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2'Plai Placing tolerances shall conform W ACI 117, CONCRETE COVFR: Conform fo the following cover requirements unless noted otherwise in the drawings. Concrete cast against al ......... ...... ..._..... ...-3" Concrete exposed to earth or weather.................7 Bars in wails ........... ..... .._............................ ........W SPLICES: Conform to ACI 301, Sectlen 3.3.2.7, "Splices'. Refer M'Typicat Lap Splice antl Development Length Schedule' for typical reinforcement spices. Rarer to 'Column VeNcal Reinforcing Splice Schedule" and "Shear Wall Reinforcing Splice Schedule for those specific element. Splices indicated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. For reinforcing within the lateral system (shear walls) and reinforcing connecting the diaphragm slab to the lateral system, mechanical splice strength is increased to develop 125 percent of Me spesfied tensile strength of the splices bar. FIELD BENDING: Conform M ACI 301 Section 3.3.2.8. 'Field Bending or Straightening.' Bar sizes #3 through #5 may be field bent old Me first time. Subsequent bends and other bar sizes require preheating. Do not but bare. Bars shall not be bent past 45 degrees. TYPICAL CONCRETE REINFORCEMENT: Unless noted on Me plans, concrete walls shall have Me follow- ing minimum reinforcement. Contractor shall confirm minimum reinforcement of walls win SER prig to re - bar fabrication. TABLE of MINIMUM CONCRETE WALL REINFORCING Well Thickness HORIZONTAL Ban VERTICAL Ban Lot n 6' iH@1r OC #4@12.00 center in wall 8" #5 @1r OC #5@12'OC center In well 10" its@IWCIC EF #4®IW OC EF EF=each face 12" 104a 1r OC EF 9401r OC EF EF=each face REFERENCE STANDARDS: Contend to, 1) CBC Chapter 21'Most 2) ACI 530-1XASCE 5-131TMS 402-13'Buildirg Code Requirements for Masonry Structures" Herein referenced as MSJC. 3) ACI 530.1-131ASCE 61 602-13 "Spedfication for Masonry Structures" Herein reeenced as MSJCA 4) ACI SP-66 "ACI Detailing Manual' inducting ACI 315'Detalls and Detailing of Concrete Rethface- menf" 6) ANSVAWS 01.4'SWctural Welding Code- Reinforcing Elsel.' BUBMITTALB: Conform to MSJC.1 Section 1.6. Submit shop drawings for review including: 11 Masonry reinforcement, size, layout, antl grade in accordance with plans. 21 Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certdying conn i- ance with required strength, grade and ASTM standards. 3) Mix Designs for each Grout Mu indicating type and proportions of ingredients In compliance of Pro- portion Specification, 4) Loragon of expansion antl control joiam. 5) Protons Information, ICC ESR Reports and Material Codifications cortifying compliance fa all non- lawapproved PostInstalledArchers. 6) Hat anchor Cold weather construe ion procedures. STRENGTH: The assumed compressive strength of the masonry assemblage, Pm, is 1500 psi based on MSIC.1 Section 1.45 for concrete antl they masonry. MATERIALS 1) Concrete Masonry Unls: Conform to ASTM 13-90-14, Type -I (moisture controlled), medium weight (approx. 115 PCF) units. Provide 2000 psi compressive strength to achieve masonry assembly strength indicated above under STRENGTH. 2) Maine . Conform to ASTM C270, Type S, and CRC Section 2103.2 Wool 3) Grant: Conform t ASTM C476 and CBC Section 2103.3 PropoNon Specincetions 4) Reinforcing Sam: Conform W ASTM A615, Grade 60 deformed here and CBC Section 2103.14 un. less noted otherwise. Lap Splices shell be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 27. 5) Joint Reinforcemen: Conform fo ASTM A961 and CBC Section 21W.4. 6) anchim. Ties and Access ere . Conform fo CBC Section 2103.4 and MSJCA Section 2.4D. 7) Water; Shell be dean and potable. B) Admixtures: Admixtures shall not be used unless approved by SER. 9) Post -Installed Anchors in MASONRY: Reference the POST- INSTALLED ANCHORS section for ate - parable Past -Installed Anchors to Masonry. 10) Second -Hand Units Shall not be used unless approved by SER. Conform to CBC Section 2105 -Quality Assurance'. 1) Meadow Unite: A letter of wdigcation from Me manufacturer of Me units shall M provided W the SER prior to the delivery of the units to the jobaite to ensure Me units comply with the compressive strength specified above and ASTM C-90-14. DELIVERY STORAGE AND FONDLING: Delivery, storage and handling of materials used to masonry con- struction shall be per MSJC.1, Section 17. SPECIAL INSPECTION: Special Inspections shall be performed per to 'TESTS AND INSPECTIONS- sec- Mn of Me STRUCTURAL GENERAL NOTES. ANCHORS. TIES AND CONNECTORS: Masonry anchors, tea and conduGas shall be as specified on structural drawings. Consul architectural drawings for masonry anchor ties not Included on Me structural drawings. EMBEDDED ITEMS: Embedded Items and Accessories shall he in accordance with MSJC Section 6.1 and installed in accordance with MSJC.1 Section 381). Position add Secure in place expansion joint material. anchors and other structural and non-structural embedded items before platting grout. Contlaclor shall refer W strucWml, architectural, mechanical, electrical, plumbing, etcand coordinate all embedded items. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall M securely placed in accordance with CBC Sections 2105 12107, and 21081 and MSJC Section 6.1. Masonryshall be constructed within the tolerances specified in the MSJC. Unless otherwise noted on the plans, the minimum wall reinforcement shall be as follows: TABU of MINIMUM REINFORCING Wall Thickness Vertical Bars Running Borth Horizontal Ban Stock Bond Nor. Iaomal Bars 4- #4 ® 1W OC 14 @ 32" OC #4 32"013 6" #5@24"OC #5@32"DC ;Is LY OC B' #5®24'OC (2)of@as- OC (2)M 48-OC 12" of @3r OC (2)#5 @48'OC (2)#6 @48-OC Bird beams with horizontal bar or bars shall be provided of 48 inches on center and at all floor and roof Imes and at Me top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and ex. tend Mesa bars 2'-0- peat Me opening at each Wide. Provide a bar or bars vertically for Me full height of the wag at Web side of meanings, wall ends and intersections. Dowels t0 masonry walls shall be embedded a minimum of V-6' or hooked into Me supporting structure and be of the some size and spacing as wall run - forcing. Reinforcing steel shall be as spleafed under 'MATERIALS' Section. Provide corner bars M match the horizontal wall reinforcing at wall intersections. All bare shall be lapped a minimum 48 diameters or V-W minimum unless noted on the plans. LINTELS: Reinforced masonry lintels 0 M installed over all openings unless otherwise indicated on great trip, Do fat splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise rated on the plans, the minimum reinforcement for lintels in W masonry shall be as follows: L11 Overtone up to 42 inches wide: (2) #4 at bottom web of 8 inch deep lintel. (2) Cannings 42 to 78 inches wide: (2) fM at bottom web of 16 inch deep lintel. (3) Ooeninos over 78 inches wide: Reinforce par drawings CONSTRUCTION: Masonry shall ba wnstrucied in accordance with CBC Because 2104 "Construction", and MSJC.1 Pad 3 "Execution " COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with MSJC.1 Section 1 SC and ISO. BLOCK PATTERN: Use running bond unless Wed. For stack bond, follow others in MSJC Section 4.5. GROUTED CELLS: Fill all sells with grout unless noted otherwise on plans. Minimum grouting spaces and cimtruction shall M In accordance with MSJC Section 3.2 and MSJC.1 Section 3.5. GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC,1 Section 3.5C. • Masonry blacks shalt M adequately braced to withstand Fluid pressures of Grout Pour, see lempo- rary bracing. GROUT LIFTS: Unless otherwise noted, Grout Los and pour Might shall not exceed Sk 4in. Grout Los shall not exceed spacing of intermediate reinforced bond beams. Grout Lifts exceeding 5R 4in shall be approved by SER. Unless otherwise noted: Clear disbands between Parallel ban tend behveen adjacent Fairs of lap spiked bare) shall be equal to the adjacent bar diameter (for bars greater Man Mg, and out less than: 1) Vat Wand smaller block, 2) 2' at 10' block 3) 3" at 12' block. Clearance (clear space) between no block and Me reinforcing shall be: 1) ''Watinegrout 2) W at course gmut. Masonry Cover (Including grout and block wall) at masonry face exposed to earth or weather shall M: 1) 1117 minimum 2) Z' fir barsIre end larger. CONTROL AND EXPANSION JOINTS: Reference Drin trigs for typical details of Masonry Control and Ex. pansion Joints. Location of wntrol and expansion holds shall be approved by SER. Unless otherwise Indi- ceted on drawings, install control and expansion Onto at We fohowing'. (1) Continuous Walls: Vertical Joints at the lesser of 1.5 times the wall height or 25 feet on center maxi- mum. (2) Comas and Intereachno Walls First vertical joint from Me caner at lesser of 1.25 times the wall height or 16 feet. (3) Almost chernes'n wall height and wall thickness, such as adjacent to columns a pilasters. TEMPORARY BRACING: Cmdrasor is responsible for all temporary bresng of masonry during construction. Reference" CONTRACTOR RESPONSIBIL RIES'section for lumber Information and requirements. 2) lit"! No miner testing is required. 3) Greuh A letter of conjunction from the supplier of the grout shelf M Provided to the SER prior to de- livery of IM good to the fobshe W ensure that the grout connotes with ASTM C 476. DESCRIPTION APPROVED GATE = D �' SRN 1-11-21 toT4 r I cat ti to 101 West Broadway, Suite 1260 San Diego, onia92T01-- P: (6191234.0501 weal ewiname.com AS43UILT PLANS PREPARED UNDER SUPERVISION OF s DATE*Z411Y(� P.C.E. NO:_ r(n ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT APPROVED:- ENCINITAS BEACH RESORT n ROUGH GRADING APkL 216041-26 DRAWING NO, 6394-G SHEET 40 OF 41 AS BUILT •1 V 0 0Cgral,t Yoee6"V w UwIWISMC nF uiRabne�nawe DRAINAGE STONE PER CIVIL PER SCHED PROVIDE FREE DRAINING MATERIAL PER GEOTECH REPORT COW FTG DRAIN PER CIML FTG TOP TRANSV REINF (WI HOOP PER SCHED SCALE: 3/4" = 1'-0' 1023041 01400 GRADE 60 REINFORCING BAR SIZE MISCELLANEOUS BARS TOP BARS see note#6 HOOKED BARS La Splice La Splice Loh fc= 4000ps1 #3 15 19 19 25 8 #4 19 25 25 33 10 #5 24 31 31 41 12 #6 29 37 37 49 16 #7 42 5d 6a 71 17 #8 48 62 62 81 19 #9 5a 70 70 91 22 #10 61 79 79 1 102 25 #11 67 87 87 114 27 N10 Bt 1 WA 105 WA 33 #18 Ins WA 140 WA 1 43 NOTES: 1. ALL TABULATED VALUES ARE IN INCHES. 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING> db, CLEAR COVER > db AND MINIMUM STIRRUPS 08 TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. 6. TOP BAR = HORIZONTAL BAR WITH MORE THAN I T OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS AS 'TOP BAR', 6, LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF W OF THE LARGER BAR OR SPLICE LENGTH OF THE SMALLER BAR. 7. LAP SPLICE OF#14 AND#18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLER TO#14 AND#18 BARS IS NOT PERMITTED. B. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER OF Lid OF THE HIGHER GRADE BAR OR SPLICE LENGTH OF THE LOWER GRACE BAR. 9. COLUMN VERTICAL REINFORCING LAP SPLICE SCHEDULE PER[014011, 10. SHEAR WALL REINFORCING LAP SPLICE SCHEDULE PER (014041, 11. MOMENT FRAME REINFORCING LAP SPLICE SCHEDULE PER[014051. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE E SCALE: 3/4'=1'-0" 101400MI CHANGENO. I DESCRIPTION I APPROVED I DATE RETAINING WALL / FOOTING SCHEDULE WALLIFOOTING SIZES (tall WALL REINFORCEMENT (tS2) WALL REINFORCEMENT FOOTING REINFORCEMENT H t51 ts2 HEEL tf VERTICAL HORIZONTAL VERTICAL HORIZONTAL TOPTAANSV TOP LONGIT BOT LONGIT BOT TRANSV 17'4' 10' 20' 10'-0' 2'-0' 17214'OC M9I IOC EF #70 ?OC N6016'CC EF #]08'OC #6018'OC #6018'OC #601 BGC IX 12' 24' 11'8' 1'6" #701440C #4016'OC EF #70?CC IS ITT ITOC EF #70SOC 416018'OC #601TOC 46016'OC 21'-0' 12' 24' 13' 3' 2'8° #701WOC #401 FOC TEE #7061/2'OC #50 WOE EF #706GC #6016'OC #501TOC #6018'OC NOTE: IT IS ASSUMED THAT THE DRAINAGE SFONE IS A PERMANENT CONDITION, THE WALL IS DESIGNED FOR TEMPORARY REPLACEMENT OFTHE STONE BIO-FILTRATION BASIN WALL. WALL AND SCHEDULE (1:1 BACKFI FIN . i'ITI FT PEI FILTER FABRIC � Y SLOPE PER a- •Pro 00 , SCALE. 1' = I -0' ==4 0 r FIT a in s lie ET so 101 West Broadway, Suite 1260 San Diego, California 92101 P:(619)234-aml www.tici-etgllgers.Wm VC VERT REINF MIN FREE DRAINING FILL 1 DRAIN PER CIVIL #7 T&B RETAINING WALUFTG SCHEDULE H W WALL REINF FTG HEINF PILE DIMENSIONS PILE REINFORCEMENT VERT 1 HORIZ TIES 0 EMBEDME VERT TIES 4'-0" 8 #50Is- OC (2)#5016. OC (2)#5 TIES 017 OC 30' WHO' 001#e#4 SPIRALS W/1114-PITCH 6'- 0' 8 #6 0 IT OC 121 415 0 16' OD (2) #5 TIES 0 12'OC 37 10'-0' (10118 #4 SPIRALS W/ 1 1/40 PITCH 8'-0' 12' 0600'OC (2)#5016' OCR) M 71ES 012' OC 30' 22'£' MIN#4 SPIRALS W/11/4'PITCH t `(2) #5 TIES 012"OC NOTES: 3' 4' WIDE CASSION 00'-0' OC STD HOOK 1. PROVIDE BOND BEAM IN ALL COURSES BELOW SLAB AND FIRST COURSE ABOVE. PER 1615HEET 41 2. SPECIAL INSPECTION REDUIREO FOR CMU SCREEN WALL. :D RETAINING WALL (1:1 BACKFILL) AS43UILT DESIGNED BY 1 DRAWN BY I CHEC ❑ BY: JAI,�E-y, Desi ner I AUIha I APPrOVOr a r^� PLANS PREPARED UNDER SUPERVISION OF 1 I Z2 /z / DATE: Z 744 ♦ Exp 6/w/1# ,y J STIN WEI DATE / (vim R.C.E. NO: 56283 ' n. �Q SR 1-11-21 44 REVIEWER INSPECTOR SENIOR ENGINEER JUSTIN WEI per; p 02019 CORNER REINF CORNER REINF € � i TO MATCH TO MATCH HORIZ REINF CROSSWALL � d • HORIZREINF ' CROSS AT CORNERS AT INTERSECTIONS NOTES: 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. 2. WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. 3. AT FOOTINGS AND STEMWALLS, CORNER REINFORCING TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING �1 AT CONCRETE WALLS SCALE: T4" = 1'-00 (03403-DOUBLE MAT) EST AC 1.�.�CLR COVER PER --I WALL SECTIONS. WE WALL REINF EF WHERE OCCURS I,' CONIC RETAINING WALL PER U ° 0 PLAN & WALL SECTIONS VERT REINF PER PLAN & WALL SECTIONS, TYP III HORIZ WALL HEINF PER PLAN. WALL SECTIONS & PLAN I% BELOW, TYP JOINT -II- SECTION WHEN VERT REINF IS NOTES: IF DIRECTLY BEHIND CONTROL JOINT, ADJUST AS SHOWN I. VERTICAL CONTROL JOINTS TO BE LOCATED PER Pp ARCHITECTURAL. MAXIMUM SPACINGEOUALTO 1Y-0'OC OR HEIGHT OF WALL, ;� WHICHEVER IS LESS. ° #: �• ALTERNATE HORIZ REINF TO 2. JOINT BOTH SIDES FOR I BE DISCONTINUOUS AT EA WALL THICKER THAN V OR CONTROLJOINT, EXPOSED ON BOTH SIDES. PLAN EF WHERE OCCURS VERTICAL CONTROL JOINT AT �CONCRETE RETAINING WALLS SCALE: 1 12' = 1' Y 1023101 �4d OR 9W. D D417 212'MIN o D ISO D=Ed FOR#3 THRU#8 D=&FOR IS, #10 D = Ind FOR #14 & #18 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS 0 2tl LD a 135. a a' D o D STIRRUP STIRRUP OR TIE D=4a FOR 41#d D =6d FOR AS, #7 & #B 90° 135. 90° 180, D D\j\ D 61ZD F 1 Ed OR z —.3-MIN S m ���y`2 is in BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES NOTE: a=BARDIAMETER, D-BENDDIAMETER TIES AND CROSSTIES FOR SHEAR WALL BOUNDARY ELEMENTS SHALL BE DETAILED AS COLUMN TIESICROSSTIES. STANDARD HOOKS AND BENDS - %1 BEAM STIRRUPS AND COLUMN TIES SCALE: 3/4 1'-0' (03400) TIPILE CAP Y_ PER PLAIN m c qA g V ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS-DEVELOPMENT SERVICES DEPARTMENT / APPROVED: ENCINITAS BEACH RESORT � ^ A /1 ROUGH GRADING nera of euuimn race un. ron#mme APN: 218-041-26 RETAINING WALL PER 12/SC)1 PILE CAP 08 GRADE BEAM PER PLAN I OR GRADE :INF PER PLAN PILE DRAWING NO. 6394-G SHEET 41 OF 41 AS BUILT 0c°ypncoomle en„ �mcm..m,o uKuxgsn..w