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2019-14453-G - LDEV-013720-2019 (Plans)RIGHT OF WAY NOTE OWNER IS TO OBTAIN A CONSTRUCTION PERMIT FROM THE ENGINEERING DEPARTMENT AT LEAST SUCH RESOURCES. THE PROJECT APPLICANT SHALL IMMEDIATELY NOTIFY DEVELOPMENT SERVICES 48 HOURS PRIOR TO WORKING IN THE PUBLIC RIGHT OF WAY. FAILURE TO DO SO WILL RESULT DEPARTMENT STAFF OF SUCH FINDING AT THE TIME OF DISCOVERY. THE SIGNIFICANCE OF THE IN ISSUANCE OF A STOP WORK NOTICE AND DOUBLE PERMIT FEES. IT IS THE RESPONSIBILITY OF DISCOVERED RESOURCE(S) SHALL BE DETERMINED BY A QUALIFIED ARCHAEOLOGIST, HISTORIAN, OR THE OWNER TO KNOW WHERE HIS/HER PROPERTY LINE IS. PALEOTOLOGIST IN CONSULTATION WITH THE DEVELOPMENT SERVICES DEPARTMENT AND, FOR ARCHEOLOGICAL RESOURCES, THE NATIVE AMERICA COMMUNITY. THE DEVELOPMENT SERVICES DIRECTOR DRAINAGE NOTE MUST CONCUR WITH THE EVALUATION PROCEDURES AND ANY NECESSARY DATA RECOVERY SERVICES NO CONCENTRATED DRAINAGE FLOWS ARE PERMITTED OVER ADJACENT PROPERTY LINES. WATER BEFORE GRADING ACTIVITIES ARE ALLOWED TO RESUME. IS TO DRAIN AWAY FROM STRUCTURES FOR A MINIMUM OF 5 FEET AT 2 PERCENT AND BE 19 AS SPECIFIED BY CALIFORNIA HEALTH AND SAFETY CODE SECTION 7050.5, IF HUMAN REMAINS CONVEYED TO AN APPROVED DRAINAGE FACILITY. ARE FOUND ON THE PROJECT SITE DURING CONSTRUCTION ACITIVITY, THE PERSON UTILITY NOTE RESPONSIBLE FOR THE EXCAVATION, OR HIS OR HER AUTHORIZED REPRESENTATIVE, SHALL IMMEDIATELY NOTIFY THE SAN DIEGO COUNTY CORONER'S OFFICE BY TELEPHONE. NO FURTHER ALL UTILITIES SERVING THIS SITE SHALL BE INSTALLED UNDERGROUND. EXCAVATION OR DISTURBANCE OF THE DISCOVERY OR ANY NEARBY AREA REASONABLY SUSPECTED TO OVERLIE ADJACENT REMAINS, AS DETERMINED BY A QUALIFIED ARCHAEOLOGIST GENERAL NOTES AND/OR A TRADITIONALLY AND CULTURALLY AFFILIATED (TCA) NATIVE AMERICAN MONITOR, 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, THE STANDARD SHALL OCCUR UNTIL THE CORONER HAS MADE THE NECESSARY FINDINGS AS TO ORIGIN AND SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, THE DESIGN CONSTRUCTION STANDARDS DISPOSITION PURSUANT TO PUBLIC RESOURCES CODE 5097.98. IF SUCH A DISCOVERY OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY OCCURS, A TEMPORARY CONSTRUCTION EXCLUSION ZONE SHALL BE ESTABLISHED CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO SURROUNDING THE AREA OF THE DISCOVERY SO THAT THE AREA WOULD BE PROTECTED (AS ANY REQUEST FOR INSPECTION. DETERMINED BY THE QUALIFIED ARCHAEOLOGIST AND/OR THE TCA NATIVE AMERICAN 2. THE SOILS REPORT TIRED REVISED REPORT OF LIMITED GEOTECHNICAL INVESTIGATION MONITOR), AND CONSULTATION AND TREATMENT COULD OCCUR AS PRESCRIBED BY LAW. AS PREPARED BY GEOTECHNICAL EXPLORATION. INC DATED PROJECT 18-11925 FURTHER DEFINED BY STATE LAW THE CORONER WOULD DETERMINE WITHIN TWO WORKING SHALL CONSIDERED AS A PART OF AN. AL GRADING THIS GRADING PLAN. ALL GRADING SHALL DONE IN DAYS OF BEING NOTIFIED IF THE REMAINS ARE SUBJECT TO HIS OR HER AUTHORITY. IF THE A ID ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. CORONER RECOGNIZES THE REMAINS TO BE NATIVE AMERICAN HE OR SHE SHALL CONTACT THE NATIVE AMERICAN HERITAGE COMMISSION (NAHC) WITHIN 24 HOURS, THE NAHC WOULD 3. SEPARATE APPROVALS AND PERMITS FOR ANY CONSTRUCTION WITHIN PUBLIC RIGHT-OF-WAY MAKE A DETERMINATION AS TO THE MOST LIKELY DESCENDENT. IF NATIVE AMERICAN REMAINS OR EASEMENTS SHALL BE REQUIRED IN CONJUNCTION WITH IMPROVEMENT PLANS. ARE DISCOVERED, THE REMAINS SHALL BE KEPT INSITU(1N PLACE"), OR IN A SECURE LOCATION IN CLOSE PROXIMITY TO WHERE THEY WERE FOUND, AND THE ANALYSIS OF THE 4. WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFFSITE GRADING. REMAINS SHALL ONLY OCCUR ON -SITE IN THE PRESENCE OF THE TCA NATIVE AMERICAN MONITOR. 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 EROSION CONTROL CIVIL ENGINEER OR A LICENSED LAND SURVEYOR. SEE SHEET 3 FOR NOTES. 7. THE CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND STORMWATER POLLUTION CONTROL POST CONSTRUCTION BMP/IMP NOTES FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. SEE SHEET 3 FOR NOTES. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE-HALF (1/2) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 A.M. NOR ON SATURDAYS, SUNDAYS AND CITY RECOGNIZED HOLIDAYS. NOTIFICATIONS 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 1 THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES AND STRUCTURES SHOWN ON ENGINEER, GRADING CONTRACTOR AND PERMITTEE. THE PRE -CONSTRUCTION MEETING SHALL THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALLING (760) KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, HOWEVER: 633-2770. 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 10. PRIOR TO HAULING DIRT OR CONSTRUCTION MATERIALS TO ANY PROPOSED CONSTRUCTION RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR SITE WITHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM TO ANY EXCAVATION, FOR VERIFICATION AND LOCATION OF UTILITIES AND NOTIFICATION OF THE CITY ENGINEER FOR THE PROPOSED HAUL ROUTE. THE DEVELOPER SHALL COMPLY WITH COMMENCEMENT OF WORK: ALL CONDITIONS AND REQUIREMENTS THE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE A. SEWERS - CSD - (760)-633-2770 HAULING OPERATION. B. GAS & ELECTRIC - SDGE - (760)-438-6200 C. WATER - SAN DIEGUITO WATER DISTRICT-1-800-227-2600 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT, BUT PRIOR TO FINAL D. TELEPHONE - SBC BELL - (760)-489-3411 GRADING APPROVAL AND/OR FINAL RELEASE OF SECURITY, AN "AS GRADED CERTIFICATION" E. CABLE TV - COX COMMUNICATIONS-(760)-806-9809 X-2233 SHALL BE PROVIDED STATING: "THE GRADING UNDER PERMIT NO 1, 45 G HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN OR AS 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE 48 HOURS PRIOR TO SHOWN ON THE ATTACHED AS -GRADED PLAN". THIS STATEMENT SHALL BE FOLLOWED BY BEGINNING ANY WORK ON THIS PROJECT. PHONE: (760)-633-2770. THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION. 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION. PHONE: (760)-633-2770. ALL WORK PERFORMED WITHOUT BENEFIT OF INSPECTION 12. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER WILL BE SUBJECT TO REJECTION AND REMOVAL. HIS DIRECTION HE SHALL INSPECT AND TEST THE EXCAVATION PLACEMENT AND COMPACTION OF FILLS AND BACKFILLS AND COMPACTION OF TRENCHES. HE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DETERMINE THE SUITABILITY OF ANY FILL MATERIAL. UPON COMPLETION OF GRADING OPERATIONS HE SHALL STATE THAT OBSERVATIONS AND TESTS WERE MADE BY HIM OR UNDER HIS SUPERVISION AND THAT IN HIS OPINION, ALL EMBANKMENTS AND EXCAVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE. SAN DIEGUITO WATER DISTRICT NOTES 13 THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PROVIDE POSITIVE SOILS ENGINEER'S CERTIFICATE I, JAIME A. CERROS 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 07-27-901R AND FOR AN UPDATE ON 07-01-2019. 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 PROJEC AVE EEN INCORPORATED IN THE GRADING PLANS AND SPECIFICATIONS. SIGNED: GE NO.: 002007 p0.oi ESS/pN EXP. DATE: 9/30/21 A°'"° A 4a-��.c s JOB #: 18-11925 - eT � oozaw COMPANY. GEOTECHNICAL EXPLORATION. INC W Exp. 9/3O/YI '" ADDRESS: 7420 TRADE STREET trrgcForta6+�°��* SAN DIEGO. CA 92121 rf or cntlf°e PHONE: 858-549-7222 STATEMENT OF ENGINEER OF WORK THE UNDERSIGNED ENGINEER AGREES THAT THE WORK PERFORMED BY THE ENGINEER SHALL ENGINEER AND HIS/HER AGENTS OR EMPLOYEES ACTING WITHIN THE COURSE AND SCOPE OF SUCH AGENCY AND EMPLOYMENT UTINGOUT OF THE WORK PERFORMED BY THE ENGINEER. SIGNATURE: DATE: 11-19-20 DOUGLAS E. LOGAN p0.pFES5, COMPANY: H COASTAL R NINC,,,° E, ADDRESS: VIA VERA CRUZ. #205 �p �¢ `_' Tt �2c ER: PHONE NUMBER: 760-510-3152 RCE EXPIRES: 12/31/2021 C39J26 A tr EARTHWORK '�,ri. 01V1� �" a cnuc STEEPEST EXISTING NATURAL SLOPE ON -SITE = 1 H: 1 V MAXIMUM VERTICAL DEPTH OF CUT = 22-FEET MAXIMUM VERTICAL DEPTH OF FILL = 0 - - B' WORK TO BE DONE THE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE ACCORDING TO THE SPECIAL PROVISIONS, AND THE FOLLOWING SPECIFICATIONS OF THESE PLANS AND STANDARD DRAWINGS: STANDARD SPECIFICATIONS 1. "GREENBOOK" STANDARD SPECIFICATION FOR PUBLIC WORKS CONSTRUCTION (2018 EDITION). 2. CALIFORNIA DEPARTMENT OF TRANSPORTATION, "MANUAL OF TRAFFIC CONTROLS FOR CONSTRUCTION AND MAINTENANCE WORK ZONES," (1996 EDITION). 3. STATE OF CALIFORNIA STANDARD SPECIFICATIONS-DECEMBER 2015. STANDARD DRAWINGS 1. COUNTY OF SAN DIEGO REGIONAL STANDARD DRAWINGS-DECEMBER 2015. 2. STATE OF CALIFORNIA STANDARD PLANS -MAY 2006. DESCRIPTION STD DWG SYMBOL EXIST. LOT BOUNDARY ....................................... - - - EXIST. FENCE........... ..... .............. X EXIST. CONTOURS..... .... ............... - 200�._-- EXIST. EDGE OF PAVEMENT ......______________.. .e .i PROP. CONTOURS ............................................... 203 SOIL NAIL WALL........ CAISSON WALL .............................................. MODIFIED PCC BROW DITCH. ......................... 4" PERFORATED SUBDRAIN .......................... 3" PVC DRAIN PIPE ................................... 3" PVC UNDERDRAIN PIPE. D-27... 6" AREA DRAIN ........................................ 6" CLEAN OUT W/ TRAFFIC GRATE ................ CUT - C.Y. FILL - C.Y. OWNER EXPORT = 980 C.Y. YASIR, INC. & CARDIFF INVESTMENT PROPERTIES 6104 CASTILLA ST. REMEDIAL = 300 C.Y. SANTEE, CA 92071 IMPERVIOUS AREA SITE ADDRESS: IMPERVIOUS AREA PRIOR TO CONSTRUCTION: 21,865 SOFT 820 BIRMINGHAM DRIVE IMPERVIOUS AREA AFTER CONSTRUCTION: 21,865 SOFT CARDIFF, CA 92007 INCREASE IN IMPERVIOUS AREA: .0' SOFT APN: 260-323-13 & 18 IMPERVIOUS AREA REPLACED: Ar SOFT LEGAL DESCRIPTION: TOTAL AREA OF LAND DISTURBANCE THAT PORTION OF LOT B IN BLOCK 1 OF CARDIFF ACRES, IN THE 5,400 S.F. / 0.12 ACRES COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1680, FILED ON THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY. DRAINAGE AND PREVENT PONDING OF WATER. HE SHALL CONTROL SURFACE WATER AND 1. WATER MAINS, LATERALS AND APPURTENANCES SHALL 5. UTILITIES TO MAINTAIN MINIMUM 5-FOOT SEPARATION AVOID DAMAGE TO ADJOINING PROPERTIES OR FINISHED WORK ON THE SITE AND SHALL TAKE BE CONSTRUCTED ACCORDING TO THE STANDARD WHEN PARALLELING WATER SERVICES. REMEDIAL MEASURE TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME AS SPECIFICATIONS OF THE CURRENT WATER AGENCIES' PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. STANDARDS COMMITTEE (WASC). 6. MINIMUM HORIZONTAL SEPARATION OF 10-FEET REQUIRED BETWEEN FIRE HYDRANTS AND SAN DIEGO 14. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN 2. REVIEW OF THIS PLAN BY SAN DIEGUITO WATER DISTRICT GAS AND ELECTRIC VAULTS. ACCORDANCE WITH STANDARD SPECIFICATION. ALL VEGETABLE MATTER AND OBJECTIONABLE DOES NOT CONSTITUTE REPRESENTATION AS TO THE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE ACCURACY OF, THE LOCATION OF, OR THE EXISTENCE 7 ALL WATER SERVICES TO BE CONSTRUCTED CLEAR OF FILL IS TO BE PLACED. LOOSE FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE OR NON-EXISTENCE OF, ANY UNDERGROUND UTILITY, DRIVEWAYS AND ALL OTHER TRAVELED WAYS. WATER FIRM NATURAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 12 PIPE OR STRUCTURE WITHIN THE LIMITS OF THIS METERS MUST BE IN FRONT OF THE PARCEL THEY ARE INCHES AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE PROJECT. SERVING. CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. 3. ALL EXISTING FACILITIES, WHICH MAY AFFECT FINAL 8. CALIFORNIA STATE LAW ASSEMBLY BILL AB-1953 IS 15. 16. DESIGN, I.E., LINE CROSSING, LINE PARALLELING OR PROPOSED CONNECTION SHALL BE FIELD VERIFIED. ALL EXISTING OR PROPOSED UTILITY CROSSING WITHIN 10 FEET OF PROPOSED WATER MAINS SHALL BE SHOWN ON IMPROVEMENT PLANS. ELECTRICAL AND SEWER TO CROSS UNDER WATER MAINS UNLESS GIVEN WRITTEN PERMISSION BY SAN DIEGUITO WATER DISTRICT. 4. CONTRACTOR AND OWNER ARE RESPONSIBLE TO RELOCATE AND/OR ADJUST TO GRADE ANY EXISTING WATER FACILITY (FIRE HYDRANT, METERS, VALVES, VALVE BOXES, ETC.) WHICH IS AFFECTED BY THEIR PROJECT. ALL AFFECTED WATER FACILITIES MUST MEET CURRENT WATER AGENCIES' STANDARDS COMMITTEE T 17. THE REMOVAL OF ANY AND ALL CITY TREES SHALL BE CONSISTENT WITH THE CITY'S URBAN SASC) STANDARDS. IF FACILITIES DO NOT MEET TO FOREST MANAGEMENT PROGRAM. TREES LOCATED WITHIN CITY STREET RIGHT-OF-WAY, ON STANDARDS, THEN THEY SHALL BE UPGRADED NDARDS AT THE OWNER'S EXPENSE. E. CITY PROPERTY, OR WITHIN CITY EASEMENTS ARE REFERRED TO AS CITY TREES AND SHALL CURRENT STA 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. 18. IF ANY ARCHAEOLOGICAL, HISTORICAL, OR PALONTOGICAL RESOURCES ARE INADVERTENTLY DISCOVERED GRADING ACTIVITY, THE PROJECT CONTRACTOR SHALL DIVERT, DIRECT TO TEMPORARILY HALT GROUND - DISTURBING ACTIVITIES IN THE AREA OF DISCOVERY TO ALLOW EVALUATION OF THE SIGNIFICANCE OF NO.I DESCRIPTION I APPROVED I DATE RECORD HE DOUGLAS E. LOGAN DATE REQUIRING 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. PUBLIC WORKS PLANNING REVIEWER RANCHO COASTAL ENGINEERING & SURVEYING SINGLE SOURCE DEVELOPMENT CONSULTANT 310 VIA VERA CRUZ, #205 SAN MARCOS. CA. 92078 DATE: 11-19-20 R.C.E. NO. 39721 ENGINEER nc r I nreni EXP. 12-31-21 OWNER'S CERTIFICATE I (WE) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THE SITE. I (WE) 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, SUBCONTRACTORS, OFFICIALS, OFFICERS, OR REPRESENTATIVES FOR ANY AND ALL WORK OR CONSTRUCTION COVERED IN THE PERMIT OR CONNECTED DIRECTLY OR INDIRECTLY TO THE PERMIT OR APPROVED PLANS WITHIN THE PRIVATE PROPERTY OR PUBLIC EASEMENTS. AL N VICINITY MAP T.B. PG. 1167-E2 iQ BIRMINGHAM DRIVE O2 VILLA CARDIFF DRIVE SIGNATURE: DATE: NOV 19, 2020 JACK BALLO 1 SHEET INDEX i SAN DIEGUITO WATER DISTRICT BMP PROJECTS STATUS SHEET 1 COVER SHEET i SHEET 2 GRADING PLAN - SHEET 3 EROSION CONTROL PLAN vL \ 1y1..1./2p2p STANDARD PROJECT ` SHEETS 4-8 PERMANENT SOIL NAIL WALLS DETAILS & NOTES SIGN DATE I PUBLIC WORKS PLANNING DIVISION PARKS AND RECREATION ENCINITAS FIRE DEPARTMENT John Ugrob 1/7/2021 ;IGN DATE ENGINEERING DIVISION AI RECOMMFN-0 APPROVED: STEVE NOWAKN�OWAK ED�WAIRD J 3-8-21 March S. J. Dichoso 21-2-26 �1 �- Annette Saul 12/14/20 I LI Z�j I�2D DATE SIGN DATE SIGN DATE S CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DWG. N0. GRADING & DRAINAGE PLAN FOR: 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 14453-G CASE No. 17-017 ADR/CDP SENIOR ENGINEER DATE R:\Projects\7586 - Ballo Valero\7586-GPO1.dwg 11/24/2020 10:26 AM LDEV-013720-2019 j APN: 260-323-17 ��X-TgS,i JENKINS PROPERTIES LLCziv. X X X 195.2 / -' _--4967 197.E 1 III \q,I ,II III\I III I 19 19 .2 TRASIH ENCLOS RU E TO BE 1 8.2 � \ I 191 _I 1 7,6 - COVERED PER CONDITIONS OF �J APPROV L PROR TO PERMIT FINAL. 5 STREET DEDICATION t PER DOC. NO. 84-264786 / 9 1 '� 19 .4 2Po �� I RLC. 7-131�84 19 4 - - - .0�09 1;�/,�ff EXISTING CAR WASH FF=109.17 X 19D•8-- imSIFF �p0 EF\ APN: 260� 323-18 \�- \ \\ 93.1 �\ �- Gas --X .� GAS 7 99. 91.5 f �192.3 \ \ 9'A 193 / (E) 12" POTABLE WATER X 93. \ LINE PER S.D.W.D. G. NO. CWW95B Q (E) 4" RECYCLED WATER 193.4 LINE PER SAN ELIJO 4 WATER RECLAMATION FACILITIES DWG. P-F2 4 NOTE: A SEPARATE R/W CONSTRUCTION PERMIT REQUIRED FOR WORK IN R/W j FF 1 / 193.5 _r - - -- _ \ (E) ADA\ 10 MP_ 'i7CT88..5 X \9 \ \ I \ X 1913 \ X 188.2 \ - 188.9 \ 0. v 195.3 195.7 91 3.7� \\ 9s\ \ W X �5 X 186.r / / IX 191.4 o ' ^ 'SC 1 2 1 I / i J/// i `� /'LINE 195.7 APN: 260-542-22 P. & DANIELLA R. MURPHY cc'. - W PI(E) 21� 31ETAINING WALL SPECIAL INSPECTION REQUIRED PER 9 NOTES OF SHEET 5. 2 TRASH ENCLOSURE '1"31 621475TO BE REMOVED & °' TW APN: 260-551-01 RECONSTRUCTED 20, 8B MALIK & ABBIE NABER X 201.3 I\ CI 1 11 (TYP.) (E) ToWALL (REMOVED O 7 21 PERMANENT SOIL NAILS X 3% ,2 3, I , PWI \PER SHEETS 4-8. i i 11 jW 2p3 �28W m LIMITS OF SOIL NAIL A 0 EASEMENT PER 3% DOC. NO. 2020-0458197 EXISTING BUILDING EXISTING 9 z RECRD. AUGUST 14. 2020 FF=109.04 CANOPY 0 (E) 300 GAL. PROPANE EXISTING CANOPY CLEAN \\ X 148 6 i I `98.5 I .,4^71A n 12 X �01. CABLE RAILING PER "DRS" PLANS WORK TO BE DONE (SHEETS 4-8) 9 SOQf....�''di�J11= O INSTALL NEW PROPOSED PERVIOUS ASPHALT PARKING STALLS. SEE PERVIOUS ASPHALT DETAIL P`THIS SHEET. O PROPOSED SOIL NAIL WALL, PER SHEETS 4 TO 8. SOIL NAIL WALL SAWCUT A.C. PER SHEETS PROPOSED LANDSCAPING PER LANDSCAPE PLANS. ELEVATIONN 203.Oi, MODIFIED 18" WIDE 4-8 P.C.C. BROW DITCH 0 PROVIDE CONNECTION ® PROPOSED COVERED TRASH ENCLOSURE PER BETWEEN NEW & EXISTING ARCHITECTURAL PLANS, PERMIT NUMBER 19-2583. PER SOIL ENGINEER'S RECOMMENDATION. SOIL NAILS O5 RELOCATED VACUUM AREA ENCLOSURE. NEW PERVIOUS © NEW LOCATION FOR PROPANE STORAGE. ASPHALT SECTION 6" O7 MODIFIED 18" WIDE P.C.C. BROW DITCH. A.D. SOIL NAIL EASEMENT .yQI ( _ PER O EXTEND P.C.C. DRAINAGE SWALE AS SHOWN. FLARE DOC. NO. 2020-0458197 OUT TO 3-FT3 & CONNECT TO EDGE OF PAVEMENT REBID. AUGUST 14. 2020 W/ SMOOTH TRANSITION. PLANTER ALONG 00 6" WADE x 12" BASE OF WALL O9 6" A.D. ® LOW POINTS W 3" PVC OR ABS DRAIN DEEP FLUSH W/ 2" PONDING PIPE TO OUTLET ® BOTTOM OF WALL INTO PLANTER. CURB O 4" PERF. SUBDRAIN 3" PVC DRAIN PIPE 10 INSTALL THERMOPLASTIC CONTINENTAL CROSSWALK PER CITY OF SAN DIEGO DWG. N0. SDM116. USE 10-FT x 2-FT BARS W/ 3-FT SPACING BETWEEN VALERO WALL SECTION % BARS. NOT -TO -SCALE I1 it 3' PVC DRAIN PIPES PER DRAINAGE SYSTEM INSTALL IMPERVIOUS LINER DETAILS/SECTIONS THIS SHEET. ALONG SIDE () VERTICAL 12 4" PERFORATED SUBDRAIN WRAPPED WITH MIRAFI SAWCUT OF E A.C. 140N GEOFABRIC. 13 3" PVC UNDERDRAIN PIPE SYSTEM PER SDRSD D-27, OUTLET TO EXISTING CURB/GUTTER. C6"X12" PCC FLUSH CURB WIDTH VARIES OR DEEPENED G-1 CURB PERVIOUS 6' A.D. IN ASPHALT PLANTER 1�ITY.JI �n� 1" OPEN GRADED FRICTION IPjI tI11NUl' In APN: 260-551-02 COURSE PLANTER 3. �W THE CLUM FAMILY 2008 TRUST _ 233.5 5,. ASPHALT _..--._-.. PERMEABLE BASE 7 _ I 3" PVC DRAIN 40 MIL HIGH DENSITY PIPE 17. 5 I r POLYETHILENE LINER 6" NO. 57 GRAVEL BASE )31r6,3I i13W }il 13w1 X i 233.6 ALONG VERTICAL SAWCUT OF (E) A.C. 1FF,,00"" 4,yI lI SOIL SUBGRAOE �\ c,e COMPACTED TO 95% 4' PERF. SUBDRAIN, O 11'(T1P � \ 233.6 X WRAPPED W1TH MIRAFI 140N GEOFABRIC NOTES: \ _ -ALL AGGREGATE MUST BE CLEAN/WASHED AND FREE OF FINES (SAND, SILT, ETC.) v� 34.7 5.2T 5 \' ` PERVIOUS ASPHALT DETAIL IZ60�BW \�.�\ R NOT TO SCALE RDP'Ot 'PE��L AISSON WALL, SEE E,TAI�S ON SHEET vX 201.0 / 206.25 TWA 203.E BW \�� Al l 8 \ V A BROW DITCH IN R_.O.vw�1�� I X 2024 E PRIVATELY MAINTAINED 1 PROPERTY OWNER PER E. E.M.R.A. I I I I RECRD June 30, 2021 I II II 02I7II DOC. i0. 2021-0473138 1 14��\\ i II II I z0o.1 \ zo r-., EF, PERMANENT SAFETY S 4-6 RAILING SEE DETAIL ON �0 SHEET 8 \ NEW STRUCTURAL CAISSON WALL S SHORTCRETE FACING, 1: 266557 11�� SEE DETAIL ON SHEET 8 ��O\ �\\\� PMODIFIED C. BROW DITCH NEW PERVIOUS BACK LAGGING, SEE �\ ASPHALT SECTION 3% DETAIL ON SHEET 8 � T, X DRAINAG\ 1 � �� DETAIL E, SHEET 8 \ \ SEE �� DRAINAGE DISCHARGE BW PIPE, SEE DETAIL ON SHEET 8 V� NEW CAISSON, SEE DETAIL ON SHEET 8 �z b.2 CAISSON WALL SECTION B NOT -TO -SCALE 'pQr ESSr0N9 E. �¢�`. 20 1 D 0 20 40 _ c 39126 ' c nA SCALE IN FEET s�'re or CAEITOA�p SCALE: i" = 20 RETAINING WALL NOTE • TV = FINISHED TOP OF WALL • BW = FINISH GRADE ® BOTTOM OF WALL RANCHO COASTAL ENGINEERING & SURVEYING SINGLESOURCE DEVELOPMENT CONSt (PANT 310 VIA VERA CRUZ, #205 SAN MARCOS. CA. 92078 (760) 510-3152 Ph / (760) 510-3153 Fax i Rd i NO. DESCRIPTION APPROVED DATE BENCHMARK AS -BUILT APPROVALS DE REED BY. DBMW BY: CHECKEDBY: ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DWG. NO. N o DESCRIPTION: CONTROL POINT NO 1047. NAMED CART 11-DG, 9AMPED INT. DATE P NS PARED UNDER SUPERVISION OF RECOMM NDE APPROVED: GRADING & DRAINAGE PLAN FOR: Z W STA 11-M 1993, 3.5' CIUFORNN DEPARTMEM OF TRANSPORTAFON ALUMINUM DISC PUBLIC WORKS 'R DATE: 11-19-20 Edwat-&j w4nm 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 14453-G z Z LOCATON: IN THE SloLweix OWx THE SOM W ND OF m NORTHusr DOUGLAS E. LOGAN DATE PLANNING /((/ 39726 STEVE NOWAK EDWARD J. WIMMER CASE NO. 17-017 ADR�CDP 30 MIJIMEM OF 1HE MACKIINNON AW. BRINE OWx I-5 W. REVIEWER R.C.E. No. ENGINEER 3-8-21 March 8, 2021 Z = RECORD FROM: Cm OF FNCII SURVEY C TROL NmvoRR ELEVATON: 231691' DATUM: NAm SENIOR ENGINEER DATE INSPECTOR DOUGLAS E. LOGAN EXP. 12-31-21 DATE DATE SHEET 2 OF 8 W O- R:\Projects\7586 - Ballo Valero\7586-GPO2.dwg 11/24/2020 10:23 AM LDEV-013720-2019 STORMWATER POLLUTION CONTROL BMP NOTES RELATIVE TO CONSTRUCTION ACTIVITIES CONCRETE WASHOUT CONTRACTOR SHALL ESTABLISH AND USE AN ADEQUATELY SIZED CONCRETE WASHOUT AREA TO CONTAIN WASHOUT WASTES ON SITE. IT IS ILLEGAL TO WASH CONCRETE, SLURRY, MORTAR, STUCCO, PLASTER AND THE LIKE INTO THE STORMWATER CONVEYANCE SYSTEM OR ANY RECEIVING WATER. CONTRACTOR SHALL POST A SIGN DESIGNATING THE WASHOUT LOCATION. CONSTRUCTION SITE ACCESS A 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. CONSTRUCTION VEHICLES A SPECIFIC AREA AWAY FROM GUTTERS AND STORM DRAIN SHALL BE DESIGNATED FOR CONSTRUCTION VEHICLES PARKING, VEHICLE REFUELING, AND ROUTINE EQUIPMENT MAINTENANCE. ALL MAJOR REPAIRS SHALL BE MADE OFF -SITE. EROSION CONTROL EROSION CONTROL MUST BE PROVIDED FOR ALL EROSIVE SURFACES. SLOPED SURFACES ESPECIALLY SHALL BE PROTECTED AGAINST EROSION BY INSTALLING EROSION RESISTANT SURFACES SUCH AS EROSION CONTROL MATS, ADEQUATE GROUND COVER VEGETATION, AND BONDED FIBER MATRIX. aPli(Na\<CUPPId2UZH:LU112R1SN117I11t'1d:73WiIII19151IDIIIN] V II[cavil 3kA2i2FA1:10:i DIVERSION DIKES SHALL BE CONSTRUCTED TO CHANNEL RUNOFF AROUND THE CONSTRUCTION SITE. CONTRACTOR SHALL PROTECT CHANNELS AGAINST EROSION USING PERMANENT AND TEMPORARY EROSION CONTROL MEASURES REMOVE EXISTING VEGETATION ONLY WHEN ABSOLUTELY NECESSARY. LARGE PROJECTS SHALL BE CONDUCTED IN PHASES TO AVOID UNNECESSARY REMOVAL OF THE NATURAL GROUND COVER. DO NOT REMOVE TREES OR SHRUBS UNNECESSARILY; THEY HELP DECREASE EROSION. TEMPORARY VEGETATION MUST BE PLANTED ON SLOPES OR WHERE CONSTRUCTION IS NOT IMMEDIATELY PLANNED FOR EROSION CONTROL PURPOSES. EROSION SHALL BE PREVENTED BY PLANTING FAST-GROWING ANNUAL AND PERENNIAL GRASSES TO SHIELD AND BIND THE SOIL. PLANT PERMANENT VEGETATION AS SOON AS POSSIBLE, ONCE EXCAVATION AND GRADING ACTIVITIES ARE COMPLETE. VIA II:DRUM aIN:mill- KOISI Z I I Nal 0 &1 : ril I mmlaT,IIJISIpi� ON -SITE CONSTRUCTION MATERIAL STORAGE STORED MATERIALS SHALL BE CONTAINED IN A SECURE PLACE TO PREVENT SEEPAGE AND SPILLAGE. CONTRACTOR SHALL STORE THESE PRODUCTS WHERE THEY WILL STAY DRY OUT OF THE RAIN. CONTRACTOR SHALL PROVIDE SECONDARY CONTAINMENT FOR ALL FUEL STORED ON -SITE. ELIMINATE OR REDUCE POLLUTION OF STORMWATER FROM STOCKPILES KEPT ON -SITE. STOCKPILES MAY INCLUDE SOIL, PARING MATERIALS, ASPHALT CONCRETE, AGGREGATE BASE, ETC. STOCKPILES SHALL BE LOCATED AWAY FROM CONCENTRATED STORMWATER STORMWATER FLOWS AND STORM DRAIN INLETS. STOCKPILES SHALL BE COVERED OR PROTECTED WITH SOIL STABILIZATION MEASURES AND PROVIDED WITH A TEMPORARY SEDIMENT BARRIER AROUND THE PERIMETER AT ALL TIMES. TRAINING CONTRACTORS' EMPLOYEES WHO PERFORM CONSTRUCTION IN THE CITY OF ENCINITAS SHALL BE TRAINED TO BE FAMILIAR WITH THE CITY OF ENCINITAS STORMWATER POLLUTION CONTROL REQUIREMENTS. THESE BMP NOTES SHALL BE AVAILABLE TO EVERYONE WORKING ON SITE. THE PROPERTY OWNER(S) AND THE PRIME CONTRACTOR MUST INFORM SUBCONTRACTORS ABOUT STORMWATER REQUIREMENTS AND THEIR OWN RESPONSIBILITIES. WASTE MANAGEMENT CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY DISPOSING OF ALL WASTE AND UNUSED CONSTRUCTION MATERIALS. DUMPING OF UNUSED OR WASTE PRODUCTS ON THE GROUND, WHERE WATER CAN CARRY THEM INTO THE CONVEYANCE SYSTEM IS STRICTLY PROHIBITED. NO SEEPAGE FROM ANY DUMPSTER SHALL BE DISCHARGED INTO STORMWATER. BERMS/DIKES SHALL BE PLACED AROUND ALL DUMPSTERS TO DIVERT THE NATURAL STORM RUNOFF. DUMPSITES SHALL BE CHECKED FREQUENTLY FOR LEAKS. DUMPSTER LIDS SHALL REMAIN CLOSED AT ALL TIMES. DUMPSTERS WITHOUT LIDS SHALL BE PLACED WITHIN STRUCTURES WITH IMPERVIOUS ROOFING OR COVERED WITH TARPS IN ORDER TO AVOID RAIN CONTACT WITH ANY TRASH MATERIAL. DISPOSAL OF HAZARDOUS MATERIAL, CALL THE HAZARDOUS WASTE HOTLINE TOLL FREE AT (800) 714-1195. FOR INFORMATION ON LANDFILLS AND TO ORDER DUMPSTERS CALL EDCO AT (760) 436-4151. POLLUTANTS SHALL BE KEPT OFF EXPOSED SURFACES. PLACE TRASH CANS AND RECYCUNG 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. NO.I DESCRIPTION I APPROVED I DATE IElEi9 STORMWATER POLLUTION CONTROL POST CONSTRUCTION BMP/IMP NOTES 1. FOR STORM WATER POLLUTION CONTROL PURPOSES, ALL RUNOFF FROM ALL IMPERVIOUS SURFACES INCLUDING ROOF DRAINS SHALL DISCHARGE ONTO GRASS AND LANDSCAPE AREAS PRIOR TO COLLECTION AND DISCHARGE ONTO THE STREET AND/OR INTO THE PUBLIC STORM DRAIN SYSTEM. 2. GRASS AND LANDSCAPE AREAS DESIGNATED FOR STORM WATER POLLUTION CONTROL SHALL NOT BE MODIFIED WITHOUT A PERMIT FROM THE CITY. 3. ALL IMPERVIOUS AREAS WITHIN THE SITE SHALL DRAIN TO APPROVED BMP/IMP FACILITIES AND/OR TO TURF OR LANDSCAPED AREAS WITH ADEQUATE GROUNDCOVER PRIOR TO DISCHARGE FROM THE SITE. ALL IMPERVIOUS AREAS MUST SLOPE TOWARD THE APPROVED BMP/IMP FACILITY AND/OR THE TURF/LANDSCAPED AREAS. 4. NO DRAINS SHALL BE INSTALLED IN HARDSCAPE, DRIVEWAYS, OR ANY OTHER IMPERVIOUS AREA UNLESS THE FLOW FROM THE DRAIN DISCHARGES TO AN ADEQUATE IMP/BMP. 5. DRIVEWAYS SHALL HAVE A MINIMUM 2% CROSS SLOPE TOWARD THE IMP/BMP AREA OR HAVE ANOTHER APPROVED DRAINAGE SYSTEM THAT IS DESIGNED TO COLLECT RUNOFF AND DISCHARGE IT TO AN ADEQUATE IMP/BMP. 6. ALL STORMWATER IMP/BMP FACILITIES SHOWN HEREON SHALL NOT BE MODIFIED OR ALTERED WITHOUT A PERMIT FROM THE CITY. 7. THE INSTALLATION OF ADDITIONAL IMPERVIOUS SURFACES NOT SHOWN ON THIS PLAN MAY REQUIRE THAT THIS PLAN BE REVISED OR THAT A SEPARATE ENGINEERING PERMIT BE OBTAINED. 8. ALL EXISTING AND PROPOSED TRASH ENCLOSURES SHALL BE FITTED TO COMPLY WITH STORM WATER BEST MANAGEMENT PRACTICE REQUIREMENTS. THE TRASH ENCLOSURES SHALL HAVE AN IMPERVIOUS, NON-COMBUSTIBLE ROOF THAT WILL NOT ALLOW RAIN WATER TO ENTER THE ENCLOSURE. THE ENCLOSURE SHALL BE LOCKABLE AND LOCKED WHEN NOT IN USE. A BERM SHALL BE INSTALLED AT ALL OPENINGS TO HOLD IN ANY LIQUIDS THAT ESCAPE FROM THE DUMPSTER AND TO PREVENT ANY FLOW OF STORM WATER THROUGH THE TRASH ENCLOSURE AREA. THE BERM CAN BE CONSTRUCTED WIDE AND FLAT TO ALLOW ROLLING OF THE DUMPSTER IN AND OUT. THE ENCLOSURE SHALL BE SELF CONTAINED OR MAY HAVE A DRAIN THAT DISCHARGES THROUGH AN ADEQUATELY SIZED OIL/GREASE SEPARATOR AND IS THEN FILTERED THROUGH A CITY -APPROVED HYDROCARBON FILTER AND DISCHARGED INTO THE PUBLIC SANITARY SEWER SYSTEM, NOT TO PLANTERS OR THE STORM DRAIN SYSTEM. A SEPARATE BUILDING PERMIT MAY BE REQUIRED FOR THIS STRUCTURE. EROSION CONTROL 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT JACK PALLID AT (619)654-0415, 24 HOURS A DAY. 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON (OCTOBER 1 TO APRIL 15). ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE ON OCTOBER 1 AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY EROSION CONTROL MEASURES WHEN RAIN IS IMMINENT. 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO AN INCOMPLETE GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS THAT ARE UNSAFE OR ARE POTENTIALLY UNSAFE. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. DOUGLAS E. LOGAN DATE RECORD FROM: cm OF ENCINITAS SURdEYCRv CONTROLN�K ELEVATION: 231.691' DATUM: NAw SENIOR ENGINEER DATE NOTE y yr.\1/ MT41 FIBER ROLL y y AMA LE4II CONTWR. y v y y y y y y IrRTCA ERAOMG y MEASURED ALONG M FACE OF ME ROPE y VARIES BET*E£N INSTALL A FIRER ROLL NEAR 2.4 M AN0 6.0 M ACPE *MERE IT TRANSRQVS INTO A STEDI AOPE TYPICAL FIBER ROLL INSTALLATION NO SCALE RROEESSIO*U N 30 15 0 30 60SCALE IN FEETSCALE: 1" = 30' RANCHO COASTAL ENGINEERING & SURVEYING SINGLE SOURCE DEVELOPMENT CONSULTANT 310 VIA VERA CRUZ, #205 SAN MARCOS. CA. 92078 VALS ""oc�° a U W tl0 4HL oLV Mr' ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS —DEVELOPMENT SERVICES DEPART TNT. DATE P NS PARED UNDER SUPERVISION OF RECOMM NOE APPROVED: EROSION CONTROL PLAN FOR. PUBLIC WORKS 'R DATE: 11-19-20 _ Edw"dlj WGnm.ev 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 PLANNING `((� R.C.E. N0. STEVE NOWAK EDWARD J. WIMMER CASE No. 17-017 ADR/CDP REVIEWER ENGINEER 3 8 21 March 8, 2021 I. �....�,.r,.., _21 nnI IrI ec r nnenl EXP. 12-31-21 ,,,.� ,,,F 14453-G lut L(7 M I 0 R:\Projects\7586 — Ballo Valero\7586—GP03.dwg 11/24/2020 10: 21 AM LDEV-013720-2019 VICINITY MAP EXCAVATI FICATION SEQUENCE OF INSTALLATION SOIL NAIL TESTING VERIFICATION TESTS CALL 1-8004224133 A MINIMUM OF TWO DA C CING EXCAVATION ENSURE ALL RELEVANT EXCAVATION FOR SOIL NAILS SHOULD BE MADE IN VERTICAL LIFTS TO ACCOMMODATE THE VERTICAL NAIL UTILITY COMPANIES HAVE CLEARED THE LOCA ALL ALERT NOTIFICATIONS EVERY TEN DAYS. SPACING INDICATED ON THESE PLANS. S AT LEAST TWO (2) VERIFICATION TEST NAILS SHALL BE INSTALLED. COMPLETION OF SUCCESSFUL VERIFICATION IF SOIL NAILS OR CAISSONS ARE TO BE INSTAL E FEET OF A UTILITY, THEN UTILITY MUST BE WHERE COLD JOINTS BETWEEN VERTICAL LIFTS OF PERMANENT STRUCTURAL SHOTCRETE ARE CREATED, THE TESTS ARE REQUIRED PRIOR TO INSTALLATION NAILS. THE NAILS USED FOR THE VERIFICATION Dr P .,ecasOe Or srThe EXPOSED TO CONFIRM LOCATION AND CLEARANC INGIDRIVING. PROCEDURE FOR ROUGHENING AND RE -APPLYING SHOTCRETE AT THE COLD JOINT SHOULD INCORPORATED TESTS SHALL BE SACRIFICIAL AND SHALL NOT BE INCORPORATED INTO THE PRODUCTION NAIL SCHEDULE. L'g The Pink House Pie s8F EWIT ACF506ING, BE IN ACCORDANCE WITH ACI-506R-05. 9 VERIFICATION TESTS SHALL BE PERFORMED ON SACRIFICIAL NAILS TO THE ULTIMATE BOND STRESS VALUE. n MATERIALS CONSTRUCTION SEQUENCE INSTALL THE TEST NAILS BY THE SAME METHOD THAT IS USED FOR PRODUCTION NAILS, EXCEPT GROUT ONLY a ' THE BOND LENGTH SPECIFIED ON THESE PLANS. VERIFICATION TEST NAILS MAY BE PLAIN BAR AND NEED NOT BE 4 Natlonwlde Equities ® Ndba9 NPIb STEEL 1. IF REQUIRED BY THESE PLANS, INSTALL VERIFICATION NAILS AT LOCATIONS AGREED WITH THE EARTH EPDXY COATED OR ENCAPSULATED IN HOPE SHEATHING. HolbeyA aside" Corporation RETENTION CONTRACTOR, THE GENERAL CONTRACTOR AND THE VERIFICATION TEST NAILS DIMENSIONS AND TEST LOADS: PRETENTION ROJECT GEOTECHNICAL ENGINEER PROJECT GEOTECHNICAL ENGINEER QMISCELLANEOUS STEEL: ASTM A-36, ASTM AE72 OR A-992 (NEW OR USED IN GOOD CONDITION WITH APPLICABLE CERTIFICATES) 2, CURE AND MST VERIFICATION NAILS AND PROVIDE TEST RESULTS TO THE EARTH RETENTION DESIGNER ` Fdcon Hilln FOR REVIEW AND APPROVAL. Edwina wwr REINFORCING STEEL: ASTM A-615-GRACE BD S Holiday Inn 3. ON APPROVAL OF VERIFICATION TEST RESULTS, EXCAVATE A VERTICAL CUT TO APPROX. SET BELOW THE m ©..._-__ WELDED WIRE FABRIC: STEEL WELDED WIRE REINFORCEMENT TO ASTM A-1064 fy(min)=65ks1 p. sEndnilaa.. WITH THE UPPER ROW OF CONSTRUCTION TIONNAILF THE SOIL NAIL WALL. EXISTING STRUCTURES THAT WILL INTERFERE Q SUBJECT WITH THE CONSTRUCTION OF THE SOIL NAIL WALL. aOa SITE v S HEADED STUDS: PHL MILD STEEL NELSON STUDS TO ASTM A-108 4. DRILL AND INSTALL UPPER ROW OF SOIL NAILS. NOTE SHOTCRETE WITH BLOCK -OUTS AT THE LOCATION OF AIL BAR: SOIL NASTM A-615 GRADE 75 SOLID BAR F THE SOIL NAILS MAY BE PLACED PRIOR TO DRILLING OF SOIL NAILS IF DESIRED. © r g 820 Ingh inn Drive a WELDING ELECTRODES: E-70 psi © X O 5. PLACE TEMPORARY FACING DRAINAGE CHIMNEYS AND REINFORCING AND SHOOT TEMPORARY SHOTCRETE cinitas Fire Station 2 CEMENTITIOUS FACING. Fill/Topsoil/Slopewash Torrey Sa ndstone U LTIMATE GROUT/GROU ND BOND STRESS 12 30 psi ALLOWABLE GROUT/GROUND BOND STRESS 6 15 psi HOLE DIAMETER 4 4 inch VERIFICATION TEST NAIL UN -BONDED LENGTH 2 2ft VERIFICATION TEST NAIL BONDED LENGTH 8 8ft DESIGN LOAD (DL): 8 19 kip MAXIMUM TEST LOAD(2.00 DL) 16 38 kip MINIMUM VERIFICATION TEST NAIL BAR5IZE #] #7 GR 75 90%FY FOR GR. 75 BAR 40.5 40.5 kip CEMENT: ASTM C-150, TYPE III V 6. PROOF TEST SOIL NAILS AS REQUIRED FOR THIS NAIL ROW. Dr VERIFICATION TEST NAILS SHALL BE INCREMENTALLY TO TWICE THE DESIGN LOAD AND MOVEMENTSChevron glrmi09„am 7. REPEAT STEPS 1 TO 4 FOR SUBSEQUENT SOIL NAIL ROWS UNTIL BOTTOM OF WALL IS REACHED. RECORDED M ACCORDANCE WITH THE FOLLOWING SCHEDULE SHOTCRETE: fc(28)=400opsl MIX DESIGN TO BE SUBMITTED BY EARTH RETENTION CONTRACTOR. Q v3 8. INSTALL PERMANENT FACING, WATERPROOFING (IF REQUIRED BY THESE PLANS), DRAINAGE AND AL IMINUTES AL=ALIGNMENT LOAD ( SOIL NAILS GROUT: NEAT WATER/CEMENT GROUT 0.45W/C RATIO fro(28 DAY) =4000psi MIN. REINFORCING. 0.25 DL 10 MINUTES DL=NAIL DESIGN LOAD ARCO MIN. 15MPSI REQUIRED FOR TESTING. 0.50 DL 10 MINUTES 2 Cgsi y b�i4 MISCELLANEOUS 9. PLACE AND CURE PERMANENT SHOTCRETE FACING. 0.75 DL 10 MINUTES S 4 y 65o,A 1.00 DL 10 MINUTES ? 0. 1.25 DL tO MINUTES O P' 4 WOOD LAGGING: 3 X ROUGH SAWN DO FIR #2 OR HEM FIR #2 ACQ TREATED WITH MINIMUM SOIL NAIL INSTALLATION 1.SD DL SO MINUTES y i PRESERVATIVE 0COPPER AZOLE-C (CA-C) UNLESS RETENTION OF PRESERVATIVE OF 0.4PCF OR 1.75 DL 10 MINUTES lanai OTHERWISE NOTED ON THE ELEVATION DRAWINGS. DRILLING: 2.00 OIL10 MINUTES m a I/, WALL DRAINAGE: MIRADRAIN 6200XL, J-DRAIN 420XL, OR EQUIVALENT HOLES SHALL BE DRILLED THE DIAMETER, DEPTH AND LINE AS INDICATED ON THE DRAWINGS. THE HOLE ,o o `VPma Dr IT SHALL BE DRILLED SO THAT ITS DIAMETER IS NOT MORE THAN 1/41NCH SMALLER THAN THE SPECIFIED DIAMETER. ALL LOAD INCREMENTS SHALL BE MAINTAINED WITHIN 5 PERCENT OF THE INTENDED LOAD. THE VERIFICATION f EPDXY COATING: ASTM A]]5 OR ASTM A934. JOB SITE FABRICATION AND REPAIRS IN ACCORDANCE WITH HOLES SHALL BE DRILLED AT AN INCLINATION AS SHOWN THESE DRAWING. TOLERANCES FOR DRILL HOLE TEST NAIL SHALL BE MONITORED FOR CREEP AT 1.50 DL LOAD INCREMENT. THE CREEP PERIOD SHALL START AS ASTM D3983. R LOCATION SHALL +ONE FOOT FOR HORIZONTAL AND VERTICAL POSITION AND WITHIN 2.5 DEGREES OF THE SOON AS THE MAXIMUM TEST LOAD APPLIED AND THE NAIL MOVEMENT WITH RESPECT TO A FIXED REFERENCE o IL SPECIFIED SOIL NAIL GRADIENT. E SHALL BE MEASURED AND RECORDED 1 MINUTE, 2, 5, 50 AND MINUTES. THE VERIFICATION TEST NAIL SHALL BE UNLOADED IN INCREMENTS OF 25 PEE RCEE NTT WITH MEASUREMENTS MEASUREMEE NTS OF DEFLECTION AT EACH MEMBERS OR DETAILS MAV BE SUBSTITUTED FOR EQUIVALENT OR BETTER, AS APPROVED BY ENGINEER. INCREMENT. HOLES SHALL BE CLEANED TO REMOVE MATERIAL RESULTING FROM DRILLING OPERATIONS. WATER FOR SCOPE OF WORK CLEANING HOLES SHALL NOT BE USED UNLESS APPROVED IN WRITING BY THE EARTH RETENTION ENGINEER. UPON SUCCESSFUL COMPLETION OF THE VERIFICATION TEST, THE NAIL SHALL BE RELOADED IN 25 PERCENT CODES AND SPECIFICATIONS SOIL NAILS SHALL BE INSTALLED IN DRILLED HOLES IN AN EXPEDITIOUS MANNER SO THAT CAVING OR INCREMENTS. EACH LOAD INCREMENT SHALL BE HELD UNTIL A STABLE READING IS OBTAINED AND THE NAIL THESE PLANS COVER THE CONSTRUCTION OF THE PERMANENT SOIL NAIL AND CAISSONS WALL IDENTIFIED ON DETERIORATION OF THE DRILLED HOLES DOES NOT OCCUR. EXTENSION AT THAT INCREMENT RECORDED. LOAD SHALL BE INCREASED IN 25% INCREMENTS UNTIL EITHER THE PLAN SHOWN ON SH 2.0. CONSTANT LOAD RESULTS IN CONTINUOUS EXTENSION OR 90% OF THE YIELD CAPACITY OR 80% OF THE THE PERMANENT SOIL NAIL AND CAISSONS WALL ARE CUT WALL WITH A STRUCTURAL SHOTCRETE FACING. CALIFORNIA BUILDING CODE -2016 EDITION WHERE THE SOIL NAIL CANNOT BE COMPLETELY INSERTED. THE CONTRACTOR SHALL REMOVE THE BAR AND GUARANTEED ULTIMATE CAPACITY OF THE BAR IS REACHED. THE MAXIMUM TEST LOAD ACHIEVED AND THE STEEL DESIGN -All 14TH EDITION CLEAN OR REDRILL THE HOLE TO PERMIT UNOBSTRUCTED INSTALLATION. PARTIALLY INSTALLED BARS SHALL CORRESPONDING BAR EXTENSION SHALL BE RECORDED. SHEET INDEX CONCRETE DESIGN -ACI-318-14 NOT BE DRIVEN OR FORCED INTO THE DRILLED HOLE AND WILL BE REJECTED. WHEN OPEN -HOLE DRILLING SOIL NAIL DESIGN - FHWA GEOTECHNICAL ENGINEERING CIRCULAR NO.] SOIL NAIL METHODS ARE BEING USED, THE CONTRACTOR SHALL HAVE HOLE CLEANING TOOLS ON SITE SUITABLE FOR VERIFICATION TEST ACCEPTANCE CRITERIA: WALLS FHWAO-IF-03-017 MARCH 3003 CLEANING DRILLED HOLES ALONG THEIR FULL LENGTH JUST PRIOR TO BAR INSERTION AND GROUTING. SH-1.0 g Bill COVER SHEET SH-2.0 SITE PLAN, PROFILES g CROSS SECTIONS SH-3.0 DETAILS FOR VERIFICATION TESTS, IF THE CREEP CURVE INDICATES A CREEP RATE OF LESS THAN 0.08 INCHES PER LOG LOCATIONAVAILABLE WHERE ARE ANTICIPATED,SUFFICILATIONENTCASIOIL NG ANDSHALL AUGER LENGTSOLID CYCLE TIME, AND THE RATE IS LINEAR OR DECREASING THROUGHOUT THE HOLD LOAD, THE TEST IS GENERAL NOTES DESIGN CRITERIA BAT E ECAV MAINTAINCONDITIONS MAY SUCCESSFUL. REPLACED WITH SELF -DRILLING BARS PER THE PROCEDURES AND DETAILS ON THESE PLANS. GEOTECHNICAL REPORT THE EARTH RETENTION DESIGNER IS DEFINED AS THE REGISTERED CIVIL ENGINEER WHOSE STAMP IS ON THESE THE LENGTH OF DRILLED HOLE SHALL BE VERIFIED AND RECORDED BY THE INSPECTOR BEFORE GROUTING. SOIL NAIL TESTING Author: Gemechnical Exploration Inc. PLANS. Ref: 18-11925 PROOF TESTS Date: luly 1st 2019 THE CONTRACTORAI SHALL CONSTRUCT TEST SOIL NAILS USING THE SAME EQUIPMENT, METHODS, NAIL THE EARTH RETENTION CONTRACTOR IS DEFINED AS THE ORGANIZATION(S) OR PERSONS) WHO INSTALL THE INCLINATION, AND DRILL HOLE DIAMETER AS HOE USED FOR PRODUCTION SOIL HOLES FOR PROOF SOIL EARTH SUPPORT SYSTEMS INDICATED ON THESE PLANS. NAILS SHALL BE OF THE SAME DIAMETER AS THOSE FOR THE PRODUCTION SOIL NAILSILS THEY REPRESENT. PROOF TESTS SHALL BE PERFORMED ON FIVE PERCENT THE SOIL NAILS TO VERIFY THE BOND BE STRESS VALUE ASSUMED IN THE DESIGN. NAILS SHOULD BE TESTED ON EVERY LIFT AND ON DIFFERENT THE GENERAL CONTRACTOR IS DEFINED AS THE ORGANIZATIONS) OR PERSONS) WITH OVERALL CONTROL OF GEOTECHNICAL PARAMETERS: SOIL NAIL FABRICATION RACTICAND B HANDLING: TO THE EXTENT PRACTICABLE SOILS NAILS SHALL BE SHOP FABRICATED SOIL NAILS SHALL BE HANDLED AND LOCATIONS ALONG THE WALL. THE SITE CONSTRUCTION. THE PROJECT GEOTECHNICAL ENGINEER IS DEFINED AS THE ORGANIZATION OR PERSON WHO AUTHORED THE APPROVED SOILS/GEOLOGY REPORT ASSOCIATED WITH THE PROJECT. THESE EARTH RETENTION PLANS SHALL BE REVIEWED BY THE PROJECT GEOTECHNICAL ENGINEER PRIOR TO BEGINNING WORK. LOCATION OF ALL EXISTING FACILITIES, ADJACENT STRUCTURES AND UNDERGROUND AND OVERHEAD UTILITIES SHOWN ARE AS INTERPRETED FROM INFORMATION PROVIDED TO DRS ENGINEERING DURING DESIGN. THE ACTUAL LOCATIONS OF ALL SUCH ITEMS SHALL BE FIELD VERIFIED PRIOR TO COMMENCING CONSTRUCTION OF PROTECTED IN SUCH A MANNER AS TO AVOID CORROSION AND PHYSICAL DAMAGE THERETO. PROOF TEST NAILS DIMENSIONS AND TEST LOADS: CENTRALIZERS SHALL BE USED DURING INSTALLATION TO SUPPORT THE SOIL NAIL IN THE CENTER OF THE DRILLED HOLE. CENTRALIZERS SHALL BE SPACED AT A MAXIMUM OF 7.5 FEET ON CENTER ALONG THE LENGTH OF THE BAR, AND A MAXIMUM OF 18 INCHES FROM THE END OF THE BAR. SOIL NAIL PLACEMENT: PRIOR TO PLACEMENT, SOIL NAILS SHALL BE FREE OF DIRT, DETRIMENTAL RUST OR ANY OTHER DELETERIOUS SUBSTANCES. DRILLED HOLES SHALL BE CLEARED OF ANY LOOSE ROCK FRAGMENTS, SOIL OR OTHER SUBSTANCES WHICH MAY PREVENT THE PROPER PLACEMENT OF THE SOIL NAIL OR GROUT. THE EARTH RETENTION. ANY DISCREPANCIES OR POTENTIAL CONFLICTS BETWEEN EXISTING FACILITIES AND SOIL NAILS SHALL BE PLACED IN ACCORDANCE WITH RECOMMENDATIONS OF THE MANUFACTURER AND FHWA THIS WORK SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE EARTH RETENTION DESIGNER. THE EARTH RETENTION DESIGNER SHALL NOT BE RESPONSIBLE FOR DAMAGE TO EXISTING FACILITIES, STRUCTURES OR UTILITIES DUE TO INCORRECT INTERPRETATION OF EXISTING DRAWINGS OR DATA OR MISSING LOCATION INFORMATION. AN UNDERGROUND SERVICE ALERT INQUIRY IDENTIFICATION NUMBER MUST BE OBTAINED AT LEAST TWO WORKING DAYS BEFORE STARTING WORK WITH THIS PERMIT. TELEPHONE NUMBER (800) 227-2600. EXCAVATION SHALL BE CO-ORDINATED WITH THE INSTALLATION OF THE EARTH RETENTION SYSTEM SO AS TO PREVENT LOSS OF GROUND OR SETTLEMENT OF ADJACENT STRUCTURES. HEAVY EQUIPMENT OR CRANES SHALL NOT BE LOCATED ADJACENT TO THE EARTH RETENTION BULKHEAD EXCEPT WHERE SPECIFICALLY PROVIDED Soil Type No Soil Type Name Unit Weight Doff Cohesion elf A deg Ultimate Bond psi 1 Fill/Topsoil/Slopewash 120 75 28 12 2 Torrey Sandstone 125 250 33 30 GEOTECHNICAL ENGINEERING CIRCULAR NO. 7. SOIL NAILS SHALL BE SECURELY FASTENED IN PLACE TO PREVENT MOVEMENT DURING GROUTING AND TO ASSURE THAT THE BOND LENGTH OF THE SOIL NAIL IS CENTRALLY LOCATED IN THE DRILL HOLE. Fill/Topsoil/Slopewash Torrey Sandstone ULTIMATE GROUT/GROUND BOND STRESS 12 30 psi ALLOWABLE GROUT/GROUND BOND STRESS 6 15 psi HOLE DIAMETER 4 4 inch PROOF TEST NAIL UN -BONDED LENGTH varies varies ft PROOF TEST NAIL BONDED LENGTH 10 10 fit DESIGN LOAD (DLL: 10 23 kip MAXIMUM TEST LOAD (1.50 DQ 15 34.5 kip MINIMUM PROOFTEST NAIL BARSIZE #7 #7 GR75 90%FY FOR GR. 75 BAR 40.5 40.5 kip GROUT PREPARATION AND PLACEMENT: GROUT SHALL BE PUMPED INTO THE SOIL HOLE THROUGH A TREMIE GROUT TUBE PROVIDED BY THE PROOF TESTS SHALL BE PERFORMED ON PRODUCTION NAILS TO 150% OF THE ALLOWABLE BOND STRESS CONTRACTOR FOR THAT PURPOSE UNTIL THE HOLE IS FILLED TO THE TOP OF THE SOIL NAIL ZONE. VALUE USED IN DESIGN. INSTALL THE PROOF TEST NAILS BY THE SAME METHOD THAT IS USED FOR ALL THE CONTRACTOR SHALL GROUT THE DRILLED HOLE AFTER INSTALLATION OF THE SOIL NAIL. GROUT SHALL BE PRODUCTION NAILS, EXCEPT GROUT ONLY THE BOND LENGTH SPECIFIED ON THESE PLANS. INJECTED AT THE LOW END OF THE DRILLED HOLE AND SHALL FILL THE DRILLED HOLE WITH A DENSE GROUT FREE OF VOIDS OR INCLUSION OF FOREIGN MATERIAL. THE CONTRACTOR SHALL COMPLETELY GROUT THE SECURELY BLOCK OUT THE FRONT ONE FOOT OF THE SOIL NAIL HOLE WITH LOOSE SOIL OR OTHER FLEXIBLE DRILLED HOLE IN ONE CONTINUOUS OPERATION. COLD JOINTS SHALL NOT BE USED IN GROUT PLACEMENT. MATERIAL TO AVOID PENETRATION OF SHOTCFORM IN THE OPEN HOLE. PERFORM THE PROOF TEST BY FOR IN THE DESIGN. PROVISIONS SHALL BE MADE FOR DETERMINING THE TOP OF THE GROUT TO ASSURE ADEQUATE SOIL HAULAGE. LOADING THE SOIL NAIL IN FOLLOWING INCREMENTS. U SURCHARGES: Z THE EARTH RETENTION CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT THE EARTH RETENTION IS BUILT IN ACCORDANCE WITH THESE PLANS. IF THERE IS ANY QUESTION REGARDING THESE PLANS, THE CONTRACTOR SHALL REQUEST AN INTERPRETATION BEFORE DOING ANY WORK BY CONTACTING THE EARTH RETENTION DESIGNER. SITE DRAINAGE AND SITE DEWATERING TO BE PROVIDED BY OTHERS THE GENERAL CONTRACTOR SHALL ALSO TAKE THE NECESSARY STEPS TO PROTECT THE PROJECT AND ADJACENT PROPERTY FROM ANY EROSION AND SILTATION THAT RESULT FROM HIS OPERATIONS BY APPROPRIATE MEANS (SAND BAGS, HAY BALES, TEMPORARY DESILTING BASINS, DIKES, EARTH RETENTION, ETC.) UNTIL SUCH TIME THAT THE PROJECT IS COMPLETED AND ACCEPTED FOR MAINTENANCE BY THE OWNER. ALL CONSTRUCTION SHALL CONFORM TO ALL LOCAL CODES, ORDINANCES, RESTRICTIONS AND OSHA REQUIREMENTS. NO EXCAVATION OR GRADING SHALL COMMENCE UNTIL 10 DAYS AFTER ADJOINING PROPERTY OWNERS HAVE BEEN NOTIFIED IN WRITING AS REQUIRED BY SECTION 3307.1 OF THE CALIFORNIA BUILDING CODE. Soil Type No Soil Type Name Unit Weight pCff Cohesion psf 0 deg Ultimate Bond psi 1 Fill/Topsoil/Slopewash 120 75 28 12 2 Torrey Sandstone 125 250 33 30 Case STA STA Type Load Unit Depth k Distance k SO All All None 0 psf 0 0 pH Allowable bearingin Torre Sandstone psi Coefficient of Friction EFP for retaining wall design (assuming 1:1 slope above wall) 1015 Passive Resistance sf P /1 Siesmic Coefficient Kh= or Pe =15H 9 ANY REMAINING VOID AT THE EXTERIOR END OF THE DRILLED HOLE FOR PRODUCTION SOIL NAILS SHALL BE AL AL=ALIGNMENT LOAD DL= NAIL DESIGN LOAD FILLED WITH SHOTCRETE, AND THE SOIL NAIL SECURED AT THE FACE OF THE SHOTCRETE. 0.25 DL, 0.50 DL, 0.75 DL, 1.00 DL , 1.50 DL C-D Z ONLY THE BONDED LENGTH OF TEST SOIL NAILS SHALL BE GROUTED. ALL LOAD INCREMENTS SHALL BE MAINTAINED WITHIN 5 PERCENT OF THE INTENDED LOAD. DEPENDING ON } THE PERFORMANCE WITHER 10 MINUTE OR 60 MINUTE CREEP TESTS SHALL BE PERFORMED AT THE LJ SOIL NAILS SHALL BE INSTALLED AND GROUTED IN THE SAME WORK SHIFT AS THE DRILLING OPERATION. MAXIMUM TEST LOAD. THE CREEP PERIOD SHALL START AS SOON AS THE MAXIMUM TEST LOAD IS APPLIED > AND THE NAIL MOVEMENT WITH RESPECT TO A FIXED REFERENCE SHALL BE MEASURED AND RECORDED AT 1 at:M AFTER GROUTING, THE SOIL NAIL SHALL REMAIN UNDISTURBED UNTIL THE MINIMUM SPECIFIED GROUT MINUTE, 2, 3, 5, 6, 10 MINUTES. WHERE NAIL MOVEMENT BETWEEN 1 MINUTE AND 10 MINUTES EXCEEDS ON= U STRENGTH HAS BEEN ATTAINED AND VERIFIED BY GROUT CUBE SAMPLE TESTING. INCHES, THE MAXIMUM TEST LOAD SHALL BE MAINTAINED AN ADDITIONAL 50 MINUTES AND MOVEMENTS N U SHALL BE RECORDED AT 20 MINUTE, 30, BE, AND 60 MINUTES. qj SOIL NAIL TESTING EQUIPMENT CD w PROOF TEST ACCEPTANCE CRITERIA: Z U SOIL NAIL MOVEMENT SHALL BE MONITORED BY THE USE C A DIAL GAUGES CAPABLE LA MEASURING TO N OF IF AT THE PROOF TEST LOAD THE MOVEMENT BETWEEN 1 AND 10 MINUTES T LESS THAN 0.0E INCH THE CC INCH. THE DIAL GAUGES SHALL HAVE .MINIMUM STROKE EQUAL BE THE THEORETICAL ELASTIC ELONGATION OF TEST IS SUCCESSFUL. IF THE MOVEMENT EXCEEDS 0.04 INCH, THE PROOF TEST LOAD MAY BE HELD FOR AN W C.D THE TOTAL NAIL LENGTH PLUS 1 INCH. THE DIAL GAUGES SHALL BE ALIGNED WITHIN 5 DEGREES FROM THE AXIS ADDITIONAL 50 MINUTES AND I CREEP CURVE SHALL BE PLOTTED FOR MOVEMENT BETWEEN 6 AND 80 Z O OF THE NAIL. MINUTES. IF THE CREEP CURVE INDICATES A CREEP RATE OF LESS THAN 0.081NCHES PER LOG CYCLE TIME, (D C� THE TEST IS SUCCESSFUL. Z A HYDRAULIC JACK AND PUMP SHALL BE USED TO APPLY THE TEST LOAD. W THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT ALL TEST RESULTS SHOULD BE PROVIDED TO THE DESIGNER WITHIN 5 DAYS OF TESTING AND IMMEDIATELY J GENERAL PROCEDURES THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS AND SHALL HAVE A RANGE NOT EXCEEDING TWICE THE ANTICIPATED MAXIMUM PRESSURE DURING TESTING. THE MINIMUM RAM TRAVEL OF THE FOR ANY TESTS THAT FAIL TO MEET THE ACCEPTANCE CRITERIA. J¢ GEOTECHNICAL ENGINEER AND GEOLOGIST H� LIJ JACK SHALL NOT BE LESS THAN THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL NAIL LENGTH AT THE STRUCTURAL DESIGN REVIEWED fN ALL NECESSARY PERMITS SHALL BE OBTAINED (BY OTHERS) PRIOR TO COMMENCEMENT OF INSTALLATION OF MAXIMUM TEST LOAD PLUS 1 INCH. THE JACK SHALL BE CAPABLE OF APPLYING EACH LOAD IN LESS THAN 1 AND APPROVED BY ESSIL Q THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS OF GEOTECHNICAL. ENGINEERING / THE EARTH RETENTION SYSTEM. MINUTE. THE CONTRACTOR SHALL PROVIDE A RECENT (WITHIN 90DAYS) CALIBRATION CURVES FOR THE JACK CORP. A$ PC # 19-1944 O� GEOLOGIC REPORT REFERENCED ABOVE. GENERAL CONTRACTOR AND EARTH RETENTION CONTRACTOR WILL FOLLOW ALL APPLICABLE CAL -OSHA REQUIREMENTS IN THE EXECUTION OF THE WORK DESCRIBED HEREIN. AND PRESSURE GAUGE Engineering Inc. N O THE STRESSING EQUIPMENT SHALL BE PLACED OVER THE NAIL IN SUCH A MANNER THAT THE JACK, BEARING 5 = PLATES, LOAD CELL, AND STRESSING ANCHORAGE ARE IN ALIGNMENT. THE JACK SHALL BE POSITIONED AT THE OY 3664 SAGUNTO ST. BOX 486 / (_) Pr] GEOTECHNICAL ENGINEER SIGNATURE AND DATE PRIOR TO THE START OF WORK THE EXISTING GRADE ELEVATIONS AND THE LOCATION AND DEPTH OF ALL BEGINNING OF THE TEST SUCH THAT UNLOADING AND REPOSITIONING OF THE JACK DURING THE TEST WILL NOT l 6P Z EXISTING AND NEW UTILITIES SHALL BE DETERMINED BY THE GENERAL CONTRACTOR AND PROVIDED IN WRITING BE REQUIRED. SANTA YNEZ C.4 93460 m TO THE EARTH RETENTION CONTRACTOR. CIS 11 Exp.9.3D.2o A TEL: (818) 402-3962 Q O A SAFETY RAILING AROUND THE PERIMETER OF THE EXCAVATION, BUILT PER CAL STANDARDS, WILL BE THE REACTION FRAME SHALL BE SUFFICIENTLY RIGID AND OF ADEQUATE DIMENSION SUCH THAT EXCESSIVE # as FAX: (818)276-1922 ISO GEOLOGIST SIGNATURE AND DATE -OSHA DEFORMATION OF THE TEST APPARATUS REQUIRING REPOSITIONING OF ANY COMPONENTS SHALL BE AVOIDED. PROVIDED PRIOR TO CREATING FALL HAZARDS OVER FEET. THE REACTION THE FFRAQURER OFF �qFf WWW.DRS-ENGINEERING NEERI NG. NET �p TDHPRECLUDETHE SHODTCRETEYNONPART OF THE REACTION SHALL BEAR EARWTHM 6SNCHES aF MLIWONO-S 9I12020 DRS@ORS-ENGINEERING.NET OF THE EDGE OF THE TEST NAIL BLOCKOUT. z� CHANGE NO. DESCRIPTION APPROVED oAiE BENCHMARK AS -BUILT APPROVALS DESIGNED BY: RADW BY: CHECKED BY: ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DWG. N0. !n O DRS ODO DRS DESCRIPRLN: CONTROL NEW No. 1047, WALED MOT 11-N. SEAMPEO INT. DATE F% SUPERVISION OF / 3-31-20 DATE: R.C.E. NO. 69911 N INEER RECOMMEND APPROVED: �dwarcLJ. Wimmer PERMANENT SOIL NAIL WALLS FOR: 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 CASE No. 17-017 ADR/CDP 1 4453 - G C Z LLJ zZ (' p DC 199335 GNlDORNH DEPARIMEM OF PUBLIC WORKS MyWSPOSTA iP.1N6PoRfATM1 AUININUM DEC LOUDON: IN THE SON" OVER THE Bo0B16YST END OF ME NORMEAST DOUGLAS E. LOGAN DATE PLANNING STEVE NOWAK EDWARD J. WINNER 3-8-21 March 8, 2021 ABIMENT OF ME MCKINNON AM BtIDOEOUTRF5NAY. REVIEWER RECORD FROM: CRY OF ENCINRAS SMNEY M41ROL NETWRK DAVE . SALTER EXP. 9-30-20 SHEET 4 OF 8 wa ELEVAROIN 231.691' MRA NwD8B SENIOR ENGINEER DATE INSPECTOR DATE DATE S:\1 - DRS Eng - Projects\2017\2017-12 Cardiff Valero - GroundForce\Drawings\Active\SHEET 9/2/2020 10:48 AM 4-5 NOTES.dwg 1 r1C\/ /1i070A OAHA EWE! TEMPORARY SHOTCRETE SUBMIT MIX DESIGN TO ENGINEER FOR APPROVAL MAXIMUM SLUMP: 2 V2" NO ADMIXTURES SHALL BE USED WITHOUT RE APPROVAL OF THE ENGINEER. THE MIXING TIME FOR MATERIALS DELIVERED BY READY -MIX TRUCKS TO THE JOB SITE SHALL NOT EXCEED TWO HOURS OR 250 REVOLUTIONS OF THE DRUM, WHICHEVER COMES FIRST ALL REINFORCEMENT SHALL BE CLEAN AND FREE FROM LOOSE MILL SCALE, LOOSE RUST, OIL OR OTHER COATING INTERFERING WITH BOND. ALL VERTICAL EXCAVATIONS SHALL BE COVERED WITH SHOTCRETE WITHIN 24 HOURS OF EXCAVATION UNLESS OTHERWISE REQUIRED TO PREVENT SLOUGHING OR AS REQUIRED BY THE SOILS INSPECTOR ON SITE. VERTICAL FACES THAT CANNOT BE COVERED WITH SHOTCRETE WITHIN 24HRS AND THAT ARE LIABLE TO SLOUGHING SHALL BE PROTECTED WITH A SOIL BERM. THE TEMPORARY BERM SHALL BE A MINIMUM OF 3FT WIDE WITH SIDE SLOPES LESS THAN OR EQUAL TO FORTY FIVE DEGREES WHERE VERTICAL CUTS DO NOT STAND WHILE DRILLING OR STAND LONG ENOUGH TO RECEIVE SHOTCRETE THEN A SLOT CUTTING PROCEDURE SHALL BE EMPLOYED. SLOT CUT WIDTHS TO BE AGREED ON SITE BETWEEN THE EARTH RETENTION CONTRACTOR AND THE GEOTECHNICAL ENGINEER. THICKNESS AND REINFORCEMENT COVER TOLERANCES: DESIGN CONCRETE THICKNESS AND CONCRETE COVER OVER REINFORCEMENT ARE SHOWN ON THE DRAWINGS. MINIMUM TOLERANCES FOR ON -PLACE THICKNESS SHALL BE 0.5INCH. 2016 CBC PERMANENT SHOTCRETE REQUIREMENTS (cont.) 1908.10 STRENGTH TESTS, STRENGTH TESTS FOR SHOTCRETE SHALL BE MADE BY AN APPROVED AGENCY ON SPECIMENS THAT ARE REPRESENTATIVE OF THE WORK AND WHICH HAVE BEEN WATER SOAKED FOR AT LEAST 24 HOURS PRIOR TO TESTING. WHEN THE MAXIMUMSIZE AGGREGATE IS LARGER THAN 318 INCH 19.5 MM), SPECIMENS SHALL CONSIST OF NOT LESS THAN THREE 3-INCH-DIAMETER (76 MM) CORES OR 3-INCH (76 MIN) CUBES. WHEN THE MAXIMUM -SIZE AGGREGATE IS 3/3 INCH I9 5 MM) OR SMALLER, SPECIMENS SHALL CONSIST OF NOT LESS THAN 2-INCH-DIAMETER (51 MM) CORES OR 2-INCH (51 MM) CUBES, 19M.10.1 SAMPLING. SPECIMENS SHALL BE TAKEN FROM THE IN -PLACE WORK OR FROM TEST PANELS, AND SHALL BE TAKEN AT LEAST ONCE EACH SHIFT, BUT NOT LESS THAN ONE FOR EACH 50 CUBIC YARDS (38.2 103) OF SHOTCRETE. 1908.10.2 PANEL CRITERIA. WHEN THE MAXIMUM -SIZE AGGREGATE IS LARGER THAN W 8INCH SS MM), THE TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 18 INCHES BY 18 INCHES X57 MM BY 457 MMT WHEN THE MAXIMUM -SIZE AGGREGATE IS 3/8 INCH (9.5 MM) OR SMALLER, THE TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 12 INCHES BY 12 INCHES (305 MM BY 305 MM). PANELS SHALL BE SHOT IN THE SAME POSITION AS THE WORK, DURING THE COURSE OF THE WORK AND BY THE NOZZLEMEN DOING THE WORK. THE CONDITIONS UNDER WHICH THE PANELS ARE CURED SHALL BE THE SAME AS THE WORK. NOTE IN LIEU OF THE ITEMS 1908.10.1 AND 1908,10.2 SHOTCRETE SAMPLES MAY MADE FROM THE WET MIX SHOTCRETE SUPPLIED AT THE SITE. 1908.10.3 ACCEPTANCE CRITERIA. THE AVERAGE COMPRESSIVE STRENGTH OF THREE CORES FROM THE IN -PLACE WORK OR A SINGLE TEST PANEL SHALL EQUAL OR EXCEED 085Pc WITH NO SINGLE CORE LESS THAN SHOTCRETE SHALL BE APPLIED BY EXPERIENCED NOZZLEMAN WHOSE QUALIFICATIONS MEET THE MINIMUM 0.75Pc THE AVERAGE COMPRESSIVE STRENGTH OF THREE CUBES TAKEN FROM THE IN -PLACE WORK OR A REQUIREMENTS : I6 SINGLE TEST PANEL SHALL EQUAL EXCEED TC WITH NO INDIVIDUAL CUBE LESS THAN . TO CHECK ACCURACY, LOCATIONS REPRESENTEDD BY ERRATIC CORE OR CUBE STRENGTHS SHALL BE RETESTED. REBOUNDREBOUND MATERIAL CANNOT BE AND MUST BE KEPT OUT OF THE WALL BY USE OF AIR HOSE. SHOTCRETE SHALL BE PLACED IN CONTINUOUS HORIZONTAL LIFTS. SUBSEQUENT EXCAVATION BELOW A LIFT ADDITIONAL PERMANENT SHOTCRETE REQUIREMENTS SHOULD NOT PROCEED UNTIL THE SHOTCRETE HAS CURED FOR A MINIMUM OF 35HRS OR IT CAN BE DEMONSTRATED THAT A COMPRESSIVE STRENGTH OF 2,WO PSI HAS BEEN ACHIEVED. SHOTCRETE SHALL BE APPLIED BY AN EXPERIENCED NOZZLEMAN WHOSE QUALIFICATIONS MEET THE MINIMUM REQUIREMENTS AS SET FORTH IN ACI 506R-05. TEMPORARY SHOTCRETE MAY BE AIR CURED WITHOUT THE NEED FOR CURING COMPOUNDS OR APPLICATION OF WATER. EXCEPT AS OTHERWISE INDICATED HEREIN, SHOTCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 506R4K STRENGTH TEST FOR SHOTCRETE SHALL BE MADE By AN APPROVED AGENCY ON SPECIMENS WHICH ARE REPRESENTATIVE OF WORK AND WHICH HAVE BEEN WATER SOAKED FOR AT LEAST 24 HOURS PRIOR TO SUBMIT MIX DESIGN TO ENGINEER FOR APPROVAL MAXIMUM SLUMP:2 12" NO ADMIXTURES SHALL BE USED TESTING. WHEN THE MAXIMUM SIZE AGGREGATE IS LARGER THAN 3/8", SPECIMENS SHALL CONSIST OF NOT LESS WITHOUT THE APPROVAL OF THE ENGINEER. THAN THREE 3" DIAMETER CORES OR 3" CUBES. WHEN THE MAXIMUM SIZE AGGREGATE IS SMALLER THAN 3l8", THE MIXING TIME FOR MATERIALS DELIVERED By READY -MIX TRUCKS TO THE JOB SITE SHALL NOT EXCEED TWO SOIL NAIL WALL MONITORING PRIOR TO ANY CONSTRUCTION ACTIVITIES THAT MAY EFFECT ADJACENT PROPERTIES, A COMPLETE EXISTING CONDITION SURVEY SHOULD BE UNDERTAKEN TO OBSERVE AND DOCUMENT THE PRE -CONSTRUCTION CONDITION OF AL STRUCTURES, INFRASTRUCTURE, SIDEWALKS, ROADWAYS, AND ALL OTHER FACILITIES ADJACENT TO THE SITE. DOCUMENTATION SHALL BE CIRCULATED TO CONTRACTOR, ENGINEER AND OWNER PRIOR TO START OF EXCAVATION. SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED PER CHAPTER 17 OF THE CALIFORNIA BUILDING CODE. THE TABLES BELOW INDICATE THE POSSIBLE SPECIAL INSPECTIONS REQUIRED. SPECIAL INSPECTIONS ARE NOT A SUBSTITUTE FOR INSPECTION BY A CITY INSPECTOR. SPECIALLY INSPECTED WORK INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. THE DEPUTY INSPECTOR MUST BE APPROVED BY RELEVANT AGENCY IN ADVANCE IN ORDER TO PERFORM THE TYPES OF INSPECTION SPECIFIED IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO SCHEDULE THE TIME WITH THE DEPUTY INSPECTOR OR INSPECTION AGENCY PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. SPECIAL INSPECTION REPORTS SHALL BE SUBMITTED TO THE BUILDING DIVISION FOR APPROVAL PRIOR TO CITY INSPECTOR APPROVAL OF THAT WORK. PERMANENT CAISSON INSTALLATION TOLERANCES LOCATION VARIATION AT CUT-OFF SHALL BE NO GREATER 61N. THE OUT-OF-PLUMBNESS OF CAISSONS SHALL NOT EXCEED 1.5 PERCENT. CAISSON SHAFT DIAMETER SHOWN ON THE PROJECT DRAWINGS IS MINIMUM ACCEPTABLE. EXCAVATION EXCAVATE DRILLED CAISSONS TO DIMENSIONS AND REQUIRED ELEVATIONS SHOWN ON PROJECT DRAWINGS. CLEAR ALL OBSTRUCTIONS ENCOUNTERED DURING EXCAVATION. MAINTAIN SIDEWALL STABILITY DURING DRILUNG.WHERE CAVING GROUND EXISTS, PROVIDE TEMPORARY STEEL CASING FOR SHAFT EXCAVATION. MAKE DIAMETER OF EXCAVATION SUCH THAT THE VOID SPACE OUTSIDE ANY TEMPORARY CASING IS MINIMIZED. REINFORCEMENT PLACE REINFORCEMENT FOR DRILLED CAISSONS AS SHOWN ON THE CONTRACT DOCUMENTS AFTER TANCE ACCEPOF THE DRILLED CAISSON EXCAVATION. REINFORCEMENT SHALL BE FREE OF MUD, OIL, OR OTHER SURFACE CONTAMINATION AT TIME OF CONCRETE PLACEMENT. TIE STEEL OF THE SIZES AND CONFIGURATION SHOWN ON PROJECT DRAWINGS AND TIE SECURELY TO MAINTAIN PROPER DIMENSION AND LOCATION DURING CONCRETING OPERATIONS. PROVIDE SPACER ROLLERS TO MAINTAIN COVER. ONLY EVERY THIRD VERTICAL REINFORCING BAR SHALL BE LAP -SPLICED AT THE SAME ELEVATION. WELD REINFORCING BARS IN ACCORDANCE WITH AWS ST A. USE AWS CERTIFIED WELDERS. THE MINIMUM CLEAR DISTANCES BETWEEN VERTICAL REINFORCEMENT, INCLUDING LAPPED BARS, SHALL NOT LESS THAN THE BAR DIAMETER. AGGREGATE SIZE FOR CAISSON CONCRETE SHOULD BE SELECTED SUCH THAT THE MAXIMUM AGGREGATE SIZE IS NOT MORE THAN OF THE MINIMUM SPACING BETWEEN VERTICAL BARS. REINFORCEMENT SHALL BE PLACED BEFORE CAISSON CONCRETING BEGINS. CONCRETE CONCRETE WORK SHALL CONFORM TO ACI 301. DEWATER DRILLED CAISSON EXCAVATION PRIOR TO PLACING CONCRETE. DEWATER IN A MANNER THAT WILL NOT CREATE SUBSIDENCE OR GROUND LOSS THAT MIGHT ADVERSELY AFFECT THE WORK OR EXISTING ADJACENT STRUCTURES. FOR FREE -FALL CONCRETE, DIRECT IN SUCH A WAY THAT THE FALL IS VERTICAL DOWN THE CENTER OF THE SHAFT WITHOUT HITTING SIDES OR REINFORCEMENT. PLACE CONCRETE IN CAISSON IN ONE CONTINUOUS OPERATION WHERE TEMPORARY CASINGS ARE UTILIZED, COORDINATE CASING WITHDRAWAL CAREFULLY WITH CONCRETE SPECIMENS SHALL CONSIST OF NOT LESS THAN THREE 2' DIAMETER CORES OR 2" CUBES. PLACEMENT. MAINTAIN HEAD OF CONCRETE TO EXCEED THE ANTICIPATED OUTSIDE SOIL AND WATER PRESSURE HOURS OR 250 REVOLUTIONS OF THE DRUM, WHICHEVER COMES FIRST ABOVE THE BOTTOM OF THE CASING AT ALL TIMES DURING CASING WITHDRAWAL. WHERE CASING IS I I TAKING AND TESTING OF SPECIMENS SHALL BE AS FOLLOWS: ALL REINFORCEMENT SHALL BE CLEAN AND FREE FROM LOOSE MILL SCALE, LOOSE RUST, OIL OR OTHER FOUR CYLINDERS TO BE MADE FOR EACH SHIFT WHEN SHOTCRETE WORK IS PERFORMED. COATING INTERFERING WITH BOND. TEST THE CYLINDERS AT 3.7 AND 14 AND 28 DAYS. THICKNESS AND REINFORCEMENT COVER TOLERANCES: DESIGN CONCRETE THICKNESS AND CONCRETE COVER OVER REINFORCEMENT IS SHOWN ON THE DRAWINGS, MINIMUM TOLERANCES FOR IN -PLACE THICKNESS SHALL RESULTS TO BE PROVIDED TO EARTH RETENTION DESIGNER ONLY IF THE Pc <= 75% OF REQUIRED STRENGTH AT BE MINUS 0.5 INCH. MINUS TOLERANCE ON COVER SHALL BE 0.5INCH. 28 DAYS. 2016 CBC PERMANENT SHOTCRETE REQUIREMENTS REINFORCED SHOTCRETE REQUIREMENTS OF 201E CALIFORNIA BUILDING CODE SECTION 1908. t ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO LATEST APPLICABLE EDITION OF ACI STANDARDS. TABLE 1705.3 REWIRED VERIFICATION AND INSPECRON OF CONCRETECpISTRVCIpH IIrMSWPsN %fMIRCATONANDINAECOON CONTINUOUS KWDIC REFERENCED STANDARa• IRCREFERENCE 1.1%portion ofrelnfo¢I ng small, I middle; prestressing; random, - X AC1318; 35, 7.1-7.7 1910.4 lare and pment S. Warring eq use of ruired design mia. - X A050 30: Ch. 4,53- 19042,1910.1910.3 2 6 At the time fresh com mum Is Sampledb eliminate specimens ASTM C ITS for stren¢Mests, perform dump and airmrRerrtRrts, and x - AS1M C 31 1910.10 determine the temperature of the merman. Acl 318: 555.8 etrlon 7.Impof connote and sM1o2refce e paramount M rtpaper applinUonhm niques. X - AD 318: 5.9,5.0 1910.6,1920.7,1910.8 9lnspKtlmkrmatotenante MscennedwriNt mperature andhmmques. - x AD 318: 5.115.13 1910.9 TABLE 1705.6 REQUIRED VERIFICATION AND INSPECTION OF SOILS VERIFIGTON AND INSPECTION TAW. CONTINUOWUIRIM PEWDIC VDURIM TASK UDED TASRUSTED 2, Verlfv marauders are enendm to proper dai and have reamed proper material - x 3. Perham dissertation add testing of wmpatled uu materials. - x 4,Verily use of proper materials, densities and lothitknearestluring plasamoR and compendium of X trumpeted fill. 5. Prior to Placement of wmpaned fill, sliming mbgrada and verify that site was been prepared X Formerly. 6. FranNan 0werallawn 0h4ing of Sell Nails or Dowels X WITHDRAWN, PROVIDE CONCRETE WITH A MINIMUM SLUMP OF 61N. DO NOT VIBRATE CONCRETE INTERNALLY BEFORE THE CASING IS WITHDRAWN. A CASING VIBRATORY EXTRACTOR IS PERMITTED. DO NOT WITHDRAW CASING AFTER CONCRETE HAS ATTAINED INITIAL SET. VIBRATE TOP 3 FT. OF CONCRETE AFTER TEMPORARY CASING HAS BEEN WITHDRAWN. PROTECT TOPS OF CAISSONS AGAINST DAMAGE AND CURE AND PROTECT TO PREVENT MOISTURE LOSS AND TEMPERATURE EXTREMES IN ACCORDANCE WITH ACI 301. ALLOW CAISSON CONCRETE TO CURE FOR A MINIMUM OF 36 HRS PRIOR TO BEGINNING EXCAVATION ADJACENT TO THE PILE. TESTING THE TESTING AGENCY WILL TAKE AND TEST A MINIMUM OF ONE SET OF FOUR CYLINDERS PER SHIFT FOR 1908.1 GENERAL. SHOTCRETE IS MORTAR OR CONCRETE THAT IS PNEUMATICALLY PROJECTED AT HIGH VELOCITY 2. MAKING AND CURING SHOTCRETE TEST CYLINDERS IN THE FI ELD SHALL CONFORM TO ASTM 031-69, QUALITYASSURANCE. ONTO A SURFACE. EXCFOR PT SPECIFIEDIN THISCEDC SECTION, SHOTCRETE SHALL CONFORM TO THE REQUIREMENTS PLAN OF THIS CHAPTER FOR PLAIN OR REINFORCED CONCRETE. 3. ALL SHOTCRETE WITH SPECIFIED ULTIMATE COMPRESSIVE STRENGTH IN EXCESS OF 25M PSI, SHALL BE CITY NOTICES THETESTING AGENCYWILL PERFORM COMPRESSION TESTS AT3,7,14 AND 28 DAYS. PLACED UNDER THE CONTINUOUS SUPERVISION OF A REGISTERED DEPUTY INSPECTOR, CERTIFIED BY THE 1908.2 PROPORTIONS AND MATERIALS. SHOTCRETE PROPORTIONS SHALL BE SELECTED THAT ALLOW SUITABLE GOVERNING DEPARTMENT OF BUILDING AND SAFETY. PLACEMENT PROCEDURES USING THE DELIVERY EQUIPMENT SELECTED AND SHALL RESULT IN FINISHED TO THE S ADRAWINGSITECT OR ENGINEER OF RECORD: WOOD LAGGING IN -PLACE HARDENED SHOTCRETE MEETING THE STRENGTH REQUIREMENTS OF THIS CODSTALLATION E. 4 WATER FOR MIXINGSHOTCRETESHALLBETAKENFROMAPOTABLESOURCEDISTRIBUTEDFORDOMESTIC SPERMITTEDCONSTRUCTIONDWNER BYT SING THIFOR CONS RUCTONI OF THE WORN PURPOSES, AND SHALL BE FREE FROM MATERIALS THAT MAY BE DELETERIOUS TO THE SHOTCRETE OR SPECIFIED HEREIN, YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF CITY OF SAN DIEGO FOR SPECIAL 19M 3 AGGREGATE. COARSE AGGREGATE, IF USED, SHALL NOT EXCEED W4INCH (19.1 MM). REINFORCING STEEL. INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF -SITE FABRICATION OF BEGIN EXCAVATION IN LIFTS NOT EXCEEDING 5 FT. UNLESS APPROVED BY THE GRADING INSPECTOR, THE BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND, AS REQUIRED BY THE GEOTECHNICAL ENGINEER AND THE EARTH RETENTION DESIGNER. 19MA REINFORCEMENT. REINFORCEMENT USED IN SHOTCRETE CONSTRUCTION SHALL COMPLY WITH THE 5. UNLESS OTHERWISE NOTED ON THE PLANS, THE FOLLOWING MINIMUM COVER TO REINFORCEMENT SHALL CALIFORNIA CONSTRUCTION CODES. APPLY' PLACE TREATED WOOD LAGGING AS GRADE DESCENDS. PLACE LAGGING AS INDICATED ON THE EARTH PROVISIONS OF SECTIONS 1908.4.1 THROUGH1908.4.4. SHOTCRETE DEPOSITED AGAINST EARTH 3" NOTICE TO THE COWRACTORJBUILDERINSTALLER/SUB-CONTRACTORIOWNER-BUILDER: RETENTION PLAN. 19M.4.1 SIZE. THE MAXIMUM SIZE OF REINFORCEMENT SHALL BE NO. 5 BARS UNLESS IT IS DEMONSTRATED BY SHOTCRETE SURFACES EXPOSED TO EARTH AFTER REMOVAL OF FORMS OR BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTIONANSTALLATION OF THE WORK PRECONSTRUCTION TESTS THAT ADEQUATE ENCASEMENT OF LARGER BARS WILL BE ACHIEVED. DIRECTLY TO THE WEATHER. ........... ........... .............7 SPECIFIED HEREIN, YOU ACKNOWLEDGE AND ARE AWARE OF, THE REQUIREMENTS CONTAINED IN THE CONTINUE THIS SEQUENCE TO THE BOTTOM OF EXCAVATION. SHOTCRETE SURFACES NOT EXPOSED TO EARTH OR DIRECTLY TO WEATHER: STATEMENT OF SPECIAL INSPECTIONS. YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF CITY OF SAN 1908.4.2 CLEARANCE. WHEN NO. 5 OR SMALLER BARS ARE USED, THERE SHALL BE A MINIMUM CLEARANCE BEAMS AND COLUMNS........... ___ ___ ____..110 DIEGO FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND FILL VOIDS BEHIND WOOD LAGGING WITH SLURRY OR NATIVE SOILS AS REQUIRED TO ENSURE CONTINUOUS BETWEEN PARALLEL REINFORCEMENT BARS OF 2-113 INCHES (Sal MM). WHEN BARS LARGER THAN NO. 5 ARE SLABS AND WALLS ...._... _...... .... ._..._.... .._..._...... 314" OFFSITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS CONTACT WITH GROUND. PERMITTED, THERE SHALL BE A MINIMUM CLEARANCE BETWEEN PARALLEL BARS EQUAL TO SIX DIAMETERS OF AND, AS REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES. THE STEEL ARE PROVIDED. THE THE NG TO 6' OTHER RCING L BE PLACEDAND ADEQUATELY BY SPACERS TOLERRAN PERMANENT CAISSONS WALL MONITORING AMINIZLE HAVEBARS MI MINIMUMNING C CURTAIN ALL HAVE UM HAVE A MINIMUM SPACING EQUAL TO 12 BAR DIAMETERS AND THE REMAINING CURTAIN SHALL HAVE A MINIMUM EQUAL 12 A OTELY R APPROVED CHAIRS, AGAINST DISPLACEMENT WITHNTT THE ES THE SPECIAL INSPECTOR MUST BE REGISTERED BY THE CITY OF SAN DIEGO, DEVELOPMENT SERVICES, IN THE SPACING OF SIX BAR DIAMETERS. EXCEPTION: SUBJECT THE APPROVAL THE BUILDING OFFICIAL, PERMITTED. CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION. DEMONSTRATED C REQUIRED CLEARANCES SHALL BE REDUCED WHERE IT ISILLBEACHIE BY PRECONSTRUCTION TESTS THAT PRIOR TO INSTALLATION OF PERMANENT WALLS THE GENERAL CONTRACTOR SHALL TAKE A ADEQUATE ENCASEMENT OF THE BARS USED IN THE DESIGN WILL BE ACHIEVED. 7. REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND WALL TIES SHALL BE SECURED IN POSITION AND THE CONSTRUCTION MATERIALS TESTING LABORATORY MUST BE APPROVED THE CITY OF SAN DIEGO, PHOTOGRAPHICNIDEO SURVEY TO DOCUMENT THE CONDITION OF ADJACENT PROPERTIES AND IMPROVEMENTS. INSPECTED BY THE LOCAL BUILDING INSPECTOR PRIOR TO POURING OF ANY SHOTCRETE. DEVELOPMENT SERVICES, FOR TESTING OF MATERIALS, SYSTEMS, COMPONENTS AND, EQUIPMENT. 1908.4.3 SPLICES. LAP SPLICES OF REINFORCING BARS SHALL UTILIZE THE NONCONTACT UP SPLICE METHOD COMMENCING PRIOR EXCAVATION, A MINIMUM OF EVERY THIRD CAISSON SHALL BE SURVEY MONITORED WITH A MINIMUM CLEARANCE OF 21NCHES (51 MM) BETWEEN BARS. THE USE OF CONTACT LAP SPLICES 8. ALL REINFORCEMENT SHALL BE POSITIONED IN THE SHOTCRETE PER THE DIMENSIONS SHOWN ON THE OFFSITE FABRICATOR MUST BE APPROVED BY THE CITY OF SAN DIEGO, DEVELOPMENT SERVICES FOR THE WEEKLY BY A CALIFORNIA LICENSED SURVEYOR FOR LATERAL AND VERTICAL MOVEMENT. MOVEMENT DATA NECESSARY FOR SUPPORT OF THE REINFORCING IS PERMITTED WHEN APPROVED BY THE BUILDING OFFICIAL, PLANS WITHIN THE FOLLOWING TOLERANCES: FABRICATION OF MEMBERS AND ASSEMBLIES ON THE PREMISES OF THE FABRICATOR'S SHOP. SHALL BE PROVIDED TO EARTH RETENTION DESIGNER ON WEEKLY BASIS DATA SHALL BE DISTRIBUTED WITHIN BASED ON SATISFACTORY PRECONSTRUCTION TESTS THAT SHOW THAT ADEQUATE ENCASEMENT OF THE BARS SLABS, BEAMS, WALLS, AND COLUMNS WHERE MIN. OVERALL DEPTH THREE DAYS OF TAKING READINGS. WILL BE ACHIEVED, AND PROVIDED THAT THE SPLICE IS ORIENTED SO THAT A PLANE THROUGH THE CENTER OF 'D' IS 24- OR LESS................................................................................................................... 1/4. OFFSITE FABRICATOR SHALL SUBMIT AWAPPLICATION TO PERFORM OFF -SITE FABRICATION TO THE INSPECTION THE SPLICED BARS IS PERPENDICULAR TO THE SURFACE OF THE SHOTCRETE. SLABS, BEAMS, WALLS. AND COLUMNS WHERE MIN. OVERALL DEPTH SERVICES DIVISION FOR APPROVAL PRIOR TO COMMENCEMENT OF FABRICATION. CONTROL POINTS FOR MONITORING SHALL BE LOCATED OUTSIDE THE INFLUENCE OF THE PERMANENT WALL TO DaIS GREATER THAN 24"._...... ..... ..... ..... ..... ..... .............................................................. ... ISM ENSURE ACCURACY OF THE DATA. 19WA4 SPIRALLY TI ED COLUMNS. SHOTCRETE SHALL NOT BE APPLIED TO SPIRALLY TIED COLUMNS. OFFSITE FABRICATOR SHALL SUBMIT A'CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATION' TO THE 9. ALL DETAILING OF REINFORCING SHALL CONFORM TO THE REQUIREMENTS OF ACI-318-14. METAL INSPECTION SERVICES DIVISION PRIOR TO ERECTION OF FABRICATED ITEMS AND ASSEMBLIES. ONCE EXCAVATION SUBGRADE IS REACHED AND THE CAISSON MOVEMENT DATA INDICATES THE EARTH 1908.5 PRECONSTRUCTION TESTS. WHERE PRECONSTRUCTION TESTS ARE REQUIRED BY SECTION 19WA, ATEST REINFORCEMENT SHALL BE FREE OF LOOSE FLAKY RUST, MUD, OIL, AND OTHER COATINGS THAT WILL RETENTION SYSTEM IS STABLE THEN MONITORING MAY BE TERMINATED. PANEL SHALL BE SHOT, CURED, CORED OR SAWN, EXAMINED AND TESTED PRIOR TO COMMENCEMENT OF THE REDUCE BOND, THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE, IN ADDITION TO, AND NOT A SUBSTITUTE FOR, THOSE 0 PROJECT. THE SAMPLE PANEL SHALL BE REPRESENTATIVE OF THE PROJECT AND SIMULATE JOB CONDITIONS AS INSPECTIONS REQUIRED TO BE PERFORMED BY ACITY'S BUILDING INSPECTOR.- Z CLOSELY AS POSSIBLE. THE PANEL THICKNESS AND REINFORCING SHALL REPRODUCE THE THICKEST AND MOST 10. SPLICES IN ADJACENT BARS SHOULD BE STAGGERED AND THE LOCATION OF ALL SPLICES, EXCEPT THOSE - CONGESTED AREA SPECIFIED IN THE STRUCTURAL DESIGN. IT SHALL BE SHOT AT THE SAME ANGLE, USING THE SPECIFIED ON THE DRAWINGS, SHALL BE APPROVED BY THE ENGINEER. C7 SAME NOZZLEMAN AND WITH THE SAME CONCRETE MIX DESIGN THAT WILL BE USED ON THE PROJECT. THE Z EQUIPMENT USED IN PRECONSTRUCTION TESTING SHALL BE THE SAME EQUIPMENT USED IN THE WORK 11. SEQUENCE OF CONCRETING AND LOCATION OF CONSTRUCTION JOINTS SHALL BE APPROVED BY THE REQUIRING SUCH TESTING, UNLESS SUBSTITUTE EQUIPMENT IS APPROVED BY THE BUILDING OFFICIAL. REPORTS STRUCTURAL ENGINEER. LLJ OF PRECONSTRUCTION TESTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AS SPECIFIED IN SECTION 1704.5. 12, EACH PLACEMENT OF SHOTCRETE IN MULTIPLE LIFT WORK SHALL BE ALLOWED TO SET FOR AT LEAST 24 D_ 1908.E REBOUND. ANY REBOUND OR ACCUMULATED LOOSE AGGREGATE SHALL BE REMOVED FROM THE HOURS AFTER FINAL SET OF SHOTCRETE AND BEFORE THE START OF A SUBSEQUENT PLACEMENT. SURFACES TO BE COVERED PRIOR TO PLACING THE INITIAL OR ANY SUCCEEDING LAYERS OF SHOTCRETE. REBOUND SHALL NOT BE USED AS AGGREGATE. 13. FRESH SHOTCRETE SHALL BE PROTECTED FOR 72 HOURS FROM THE ELEMENTS AND DEFACEMENT DUE TO CONSTRUCTION OPERATIONS. 19M 7 JOINTS. EXCEPT WHERE PERMITTED HEREIN, UNFINISHED WORK SHALL NOT BE ALLOWED TO STAND FOR MORE THAN 30 MINUTES UNLESS EDGES ARE SLOPED TO A THIN EDGE. FOR STRUCTURAL ELEMENTS THAT WILL 10 HONEY -COMBED SURFACES AND ROUGH PATCHES SHALL BE MADE GOOD IMMEDIATELY AFTER REMOVAL OF Z BE UNDER COMPRESSION AND FOR CONSTRUCTION JOINTS SHOWN ON THE APPROVED CONSTRUCTION FORM WORK. DOCUMENTS, SQUARE JOINTS ARE PERMITTED. BEFORE PLACING ADDITIONAL MATERIAL ADJACENT TO W PREVIOUSLY APPLIED WORK, SLOPING AND SQUARE EDGES SHALL BE CLEANED AND WETTED. 15, THE SURFACE OF SOILS AGAINST WHICH SHOTCRETE IS TO BE PLACED SHALL BE MOISTENED THOROUGHLY, W Z E SHOTCRETETHAT EXHIBITS SAGS, SLOUGHS, SEGREGATION, HONEYCOMBING, SAND 1908.E DAMAGE. IHER 16. ALL EXCAVATIONS FOR THE FOUNDATIONS SHALL COMPLETELY DE -WATERED. SHOTCRETE SHALL NOT BE O DEFECTS REMOVED AND REPLACED. SHOTCRETE ABOVE SAGS AND POCKETS OR OTHER OBVIOUS DEFECTS SHALL STANDING WATER. WHERE EXCAVATIONS CANNOT BE COMPLETELY DEWATERED, CONTACT TI PLACEDSTRUCTURAL Z SLOUGHS SHALL BE REMOVED AND REPLACED WHILE STILL PLASTIC. IL STRUCNRAL ENGINEER PRIOR TO PLACEMENT OF SHOTCRETE. RAL W 19M.9 CURING. DURING THE CURING PERIODS SPECIFIED HEREIN, SHOTCRETE SHALL BE MAINTAINED ABOVE 17. ALL SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST BY WETTING FOR A MINIMUM PERIOD OF TEN DAYS Q 40-F (4 -C) AND IN MOIST CONDITION. AFTER PLACEMENT, OR BY SEALING THE SURFACE WITH NON -STAINING CURING COMPOUNDS WITH CURRENT ICBO APPROVAL. NO CURING COMPOUND SHALL BE USED ON SURFACES WHERE FUTURE BLENDING WITH STRUCTURAL DESIGN REVIEWED SO 19M 9.1 INITIAL CURING. SHOTCRETE SHALL BE KEPT CONTINUOUSLY MOIST FOR 24 HOURS AFTER SHOTCRETING SHOTCRETE OR PAINTING IS SPECIFIED OR REQUIRED. AND APPROVED BY ESSIL Q IS COMPLETE OR SHALL BE SEALED WITH AN APPROVED CURING COMPOUND. CORP. AS PC p 19-1944 O U 1908.9.2 FINAL CURING. FINAL CURING SHALL CONTINUE FOR SEVEN DAYS AFTER SHOTCRETING, OR FOR THREE 18. CONDUITS AND PIPES EMBEDDED IN SHOTCRETE SHALL CONFORM TO REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (LATEST EDITION), VOLUME 2. PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL NOT BE PLACED Engineering Inc• S o DAYS IF HIGH -EARLY- STRENGTH CEMENT IS USED, OR UNTIL THE SPECIFIED STRENGTH IS OBTAINED. FINAL IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED ON PLANS. CONTRACTOR SHALL R = CURING SHALL CONSIST OF THE INITIAL CURING PROCESS OR THE SHOTCRETE SHALL BE COVERED WITH AN OBTAIN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS. ETC. REFER TO CIVIL AND yr 3564 SAGUNTO ST. BOX 486 / U APPROVED MOISTURE -RETAINING COVER. ARCHITECTURAL PLANS FOR LOCATIONS OF ALL PIPES, DUCTS, CHASES, ETC. m SANTA YNEZ CA 93460 z Exp s3a120 A TEL: (818) 402-3962 < 190fil NATUPAL CURING. NATURAL CURING SHALL NOT BE USED IN LIEU OF THAT SPECIFIED IN THIS SECTION UNLESS THE RELATIVE HUMIDITY REMAINS AT OR ABOVE 85 PERCENT, AND IS AUTHORIZED BY THE • • FAX: (818)276-1922 REGISTERED DESIGN PROFESSIONAL AND APPROVED BY THE BUILDING OFFICIAL. 4T Clv1L a• WWW.DRS-E NG I N E ERI NG. N ET 9�DFp1LIw W v1rzo2D DRS@DRS-ENGINEERING.NET z CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK AS -BUILT APPROVALS DESIGNED BY: RA'M! BY: CHECKED BY: ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS -DEVELOPMENT SERVICES DEPARTMENT DWG. N0. N DRs Iwo DRs DMRIFIOx: CONIROL POINT no. ISP, III MT 11-W. SBWPED INT. DATE LA SUPERVISION OF / pgTE; 3-31-20 R.C.E. N0. 69911 RECOMMENDE : APPROVED: EGiavarGLJ. WwrMH.eF" PERMANENT SOIL NAIL WALLS FOR: 820 BIRMINGHAM DRIVE CARD FF, CA 92007 CASE No. 17-017 ADR/GDP 1445 3 - G w DU z SIX II -DC 1993, 3.5a WFORNM DEPARMENT OF PUBLIC WORKS ❑BNSPORFAMIN ALUMINUM GSC LOCnnON: IN THE SIDMAD( ar1R THE SOUMDST END OF WE NOROEAW DOUGLAS E. LOGAN DATE PLANNING STEEE I NAK EDWARD J. NMMER ABUTLIEM OF ME MALMNNON AM BRUCE OVER 1-5 HNY. N INEER CAVE SALTER EXP. 9-30-20 3-8-21 March 8, 2021 SHEET 5 OF 8 w REVIEWER REE(W FROM: COY OF DlCIII SURr CGNIRtlL PEI'MORK REVAIION: 231.691 DATUM: Ni SENIOR ENGINEER DATE INSPECT DATE DATE Ewj 5:\1 - URJ tng - HFOJeCte \ZUl/\ZUl/-lL Urrditt Valero - UroundForce\Urowings\Active\JHttI V/Z/ZUZO IU:40 AM 4-5 NOTES.dwg LDEV-013720-2019 CAISSON WALL T T 0 101$202$.............................................N/229.00..... m..................Q....................................Q....................................Q....................................Q.......� 230 EL 225.00 EL 22A 00 h TOP OF WALL 40FT tTVP 225 y: TW 221 ]5 TW 219.00 - EL 220 00', PERM SOIL NAILSMj (TYP) 220 ..... .........< 0 ............ ... SEE DETAILS.... ....TW 21835 w.. 6 EL 21450 PT /^� EL 215 0-215 0 PT /®� ® TW 214 ]5 TW 215.]5 O r EL 21000 EL 21400 EL 20850 ^ Ig ^ �j •. �210 ..... 6i2 y.: Q ' W' 'CR'� k F 0 -.I`4 A"�' ) EL 20].00 T --® PT EL 2050 EL 205.00 '. ..,L?�LTJ`- X w 205 ......... y.: .. „y - - - - - - - - - - - - T . . . . . . . . . . . . . J 30 Ir 3 P VERT EXPANS 6N JOINT 6 DRAINAGE CHIMT —NEY 22. ' .. ' ' ' ' ' ' ' ' ' ' ' ' ' ' .. ' ' (VEJ)SEE DETAIL 8 SEE DETAIL 7 VERT CONTROL JOINT .......... ........TW.217 .T5 ._ (CJ)SEE DETAIL 8 - TW'21T.2.5 .. % ,TW 215.65 enn 03.00...... F5203.53.......F.203.84...I ............... FS 203.84......... a.... FS 20387..... ....... FS 203.69-/ .... ....F5203 ]2.....______. FS 203.54.. .......bW .\.....L ... F$ 203.56 J.___. _..... �.ryp FS 203.69- l DOWN DRAIN FINISH SURFACE SEE CIVIL PLANS IN FRONT FOR DETAILS z zz zzz zzzz zzzz 0 00 000 0000 0000 ROW 1:#5@SOFT LONG Z�� ROW 2: #8 @ SOFT LONG l@C� ace @@@� ROW 3:#8 @25 FT LONG ROW 4: #8 @ 25 FT LONG ROW 5:#8@20 FT LONG �nme 3 000 3333of 20 000 2200of XMIX of m BOTTOM OF WALL 000 iFT BELOW FS O O O TYR. U.O.N. o :no ROW 1:#7@15 FT LONG ROW 2:#7@10 FT LONG uuu EXISTING CAR WASH FF=109.17 9 �l 1 .',` A 1 -0 O 41 % PERMANENT SOIL NAIL WALL PLAN _ oWO 40' N0. DESCRIPTION APPROVED I DATE I BENCHMARK I•• DOWN DRAIN SEE CIVIL PLANS OUTLETS AT30'd'O.C.MAX. TYP.- FOR DETAILS e 00 7 ROW 1: #7 @ 20 FT LONG ROW 1: #7 @ 20 FT LONG ROW 2:#7@15 FT LONG f� ROW 2#7@10 FT LONG ROW 3:#7@10 FT LONG ROW 3:#]@1FT LONG 2 ELEVATION p� : �� Ijllllllllllllllllllllll ' rl�� DNS OF /Illlllllllllllllllllll�lil I 4 APN: 260-542-22 DANIEL P. & DANIELLA R. MURPHY 7 / - RETAINING WALL SPECIAL 1� I INSPECTION REQUIRED PER V�. NOTES OF SHEET 5. (E) TRASH-fALCLOSURETO BE INSIED &O\ RECONS CTED APN: 260-551-01 FI MALIK & ABBIE NABER (E) RETAININQ WALL SOIL NAILS (TYP) TO BE REMOVEDPERMANENT SOIL NAILS GAS PERMANENT SOILNAILWALL EXISTING BUILDING j EXISTING / FF=109.04 CANOPY d / / (E) 300 GAL. PROPANE STORAGE W/ PROT. r BOLLARDS To B 1 RELOCATE / (PROPERTY LINE O `) ( I APN: 260-551-02 I I THE GLUM FAMILY 2008 TRUST 23-13\ EXISTING I �� \ CANOPY DfSCRIPTON: CONTROL PUNT W. I"T "ED CLOT 11-Do. SIAMPED INT. I DATEPLA SFA 11-M 1991 3.5- CAl1FORNM DEPAIOMEMT OF TIM16MUATION MUMINUM DGC PUBLIC WORKS LOU11ON: IN THE 9I)EWNX O 1 E SWTHFAST END OF ME NORIHFAST DOUGLAS E. LOGAN DATE PLANNING (� A ABJTMENr OF THE "KINWN AM MIDGE 0O I-5 M. REVIEWER tNANEER RECORD FRITY OM: COF MKINDS 94WEY ODN ROL NEWS ELWATDN: 231.691' BAT11M: NAME I SENIOR ENGINEER DATE INCPFCTOR I I VE AVE SALTER EL 206 000 --, FS 203.60 DRAINAGE COLLECTOR PANEL CONTINUOUS SEE DETAIL . z.. ..4 . ..... 6 ... X0..... ....... 230 r z U �............... W ..... w..... ......... 225 .21525............................................. 220 ^ w DRAINAGE CHIMNEY 2 Q TW 214 M SEE DETAIL 8 . 215 TW 211.25 z- 5 Q {.. ...... 210 F , TW 20625 TW 205.00 w 205 my cr - FS 203.42 - . - - - - ernne nn ........ 200 00 u zz 00 o. 4 ss 3 a. a.I 1 a. 2 Y CAISSONS F-W O.C. LEGEND: TW =TOP OF WALL BW = BOTTOM OF WALL FS =FINISH SURFACE EL = SOIL NAIL ELEVATION U.O.N. = UNLESS OTHERWISE NOTED ® #7 BAR IN 4"0 HOLE GR 75@15- N #6 BAR IN 4"0 HOLE GR 75@15- RT PROOF TEST NAILS OPTICAL MONITORING POINT x I� SOIL NAILS COLUMN NUMBER FENCE 230 .......... ...... PROPERTY LINE. I. ........ �. /..' ........ ........ ......... PROPERTY.. PROPERTY Lj ..... .... 230 YI EXISTING / LINE LINE GRADE r. 7 PERMANENT 12' ib .... ........ ....... 12' 15 .. ui B SAFETY RAILING I / e PERMANENT rn �220 ........ .. SEE'DETAiL .. .. .. ... ........ ....... .. 8. SAFELY RAILING .. ' ...� ....... .... 220 TW I �� SEE F e NEW STRUCTURAL SWALE 3 SWALE 215 SHORTCRETE FACING SEE DETAIL 8 LL e' "" "' NEW STRUCTVRAL 'TY`i"' "'SEEDETAIJ@ 215 w z 7 SEE DETAIL 1 CAISSON WALL\� 0 a \ PERMANENT SOIL NAILS 8 SHORTCRETE FACING - j210 ________. ...... .. /_. ._15 "'SEEDETAILS" _.. ....___.. SEE DETAIL ... ' IBACKLAGGING' - - _.. 210 w SEE DETAIL 8 w 1. ... ..... ..... ...... ....... ..... 205 .. .. ... .... ............. 205 / DRAINAGE e ,. ,. ,., FINISIESORFACE \ / DRAINAGE T 2W __. FINISH SURFAC@.. ...�.. SEE DETAIL -7.. "" """ "'" i BW 'SEE DETAIL 8' ' ' ' ' ' 200 IN FRONT IN FRONT eDRAINAGE DISCHARGE PIPE a DRAINAGE DISCHARGE PIPE 7 SEE DETAIL 8 SEE DETAIL NEW CAISSON e SECTION SEE DETAIL 8 3 0 lop 20P Co.o. 2 SECTION 0 0' 20' '=10'� 'ERVISION OF RECOMMENQD�FD� APPROVED: DATE: 3-31-20 EdW"d/j. Wlxvuner R.C.E. N0. 69911 STEVE NOWAK EDWARD J. WIMMER 3-8-21 March 8, 2021 EXP. 9-30-20 DATE DATE S:\i - DRS Eng - I STRUCTURAL DESIGN REVIEWED U) L.1 AND APPROVED BY ESSIL a\ CORP. AS PC # 19-1944 O\ Engineering Inc. o� Y 3564 SAGUNTO ST. BOX 486 = r rEa m SANTA YNEZ CA 93460 l3 Z E.#ssaa20 A TEL: (818) 402-3962 o * * FAX: (818)276-1922 `n `9q civl" ems' �Ora%_1 WWW.DRS-ENGINEERING.NET wp M1n92D+1 DRS@DRS-ENGINEERING.NET ¢ � Jr LNL.INIIA> - ULVLLLr'MLNI >LKVIUL> ULr'AKI SOIL NAIL WALLS FOR: 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 CASE No. 17-017 ADR/CDP 7-12 Cardiff Valero - UWU. NU. p W Z 14453—G OD 0 Z S wa 6 9/2/2020 10:53 AM 9 LDEV-013720-2019 lJ 4' TEMP. FACINGSHOTCRETyE 8" PERMANENT FACING SOIL DRAINAGE SWALE 0 0 SEE DETAILPERMANENT 0 0 0 DRAINAGEEQ. ri�lSHOTCRETE E.O. E.O. EO. 0 CONNECTORTEE SEE DETAIL FACING0 •. SEE DETAILL TEMPORARY REINFORCEMENT • < PERMANENT 0 00 0 0 WWF 6X6 W2.9xW2.9 NO //� •••�" 8"x8'x 1"THICK . °. R O.C. E.W. 0 00 •" ' STEEL BEARING PLATE ° a ° orMF4x4 W11xW11 0��/� / "4 O I PERMANENT d a SOIL NAIL BAR DRAINAGE \��\��\��/�\ "' TERMINATE DRAINAGE Q SHOTCRETE FACING 2" SEE ELEVATION FOR SIZES COLLECTOR DRAINAGE CHIMNEY \ CHIMNEY 12" BELOW SWALE O SEE DETAIL 4 ° ( PANEL 2'-W WIDE CHIMNEY BETWEEN EACH COLUMN OF SOIL NAILS (TYP) \/ / wOj w w s\//\ e • .� DISCHARGE PIPE SEE MATERIALS SECTION SH-1 0 y 4"MIN. SCH 40 PVC 47 e. 30'-0" O.C. MAX. TEMPORARY SHOTCRETE FACING \ CL A•'2-0 _ SEE DETAIL �\ a V I WATERPROOFING MEMBRANE DRAINAGE - 1 BEVELED WASHER AND NUT a SPRAY APPLIED OVER CONNECTOR TEE e X ° PER SUPPLIER g TEMPORARY SHOTCRETE Of SEE MATERIALS SECTION SH 1.0 .i DISCHARGE PIPE SEE ELEVATION W2B �? �\\ / a m DRAINAGE FOR LOCATION W2.9xW2.9 W2S HOLE FOR SOIL NAIL PER SUPPLIER 4` °a. • d ec ( COLLECTOR PANEL o CONTINUOUS FINISH SURFACE 18' (2) lid WALER� WL STUD 1/2"0 x 4-118" BARS CONT. WITH FULL PEN. X . a ° ALTERNATE e �\ - is 3" 470-C-2000 CONCRETE OR - BUTTWELD 4 ° ° , 3" 2500 PSI AIR PLACED CONCRETE d STAINED SCULPTED ,e WITH BX 6-W1.4X W1.4 MR NOTE: q SHOTCRETE FACING01DISCHARGEPIPE - 17 GAGE GALVANIZED STUCCO NETTING DETAIL PER CIVIL DRAINAGE ALTERNATE BELOW GRADE SEE DETAIL DISCHARGE PIPE (BY OTHERS) PERMANENT SOIL NAIL FACING & BEARING PLATE PERMANENT SOIL NAIL WALL DRAINAGE SWALE M.S.INAGE 1 Scale: N.T.S. Scale: N.T.S. Scale: N.T da'r.' i<''.' PERMANENT REINFORCING 15. ' 15" G., OH Np�J �E POOH Y = � �� P?v VA��\��'• y' � \ �H CENTRALIZERS 3. .I, . t \ CENTRALIZERS tiVj % •' . AT MAX 7'E" o/c AT MAX T 6 a/c, 7. 1+ vA HOPE ENCAPSULATION �i•..�v 93, LENGTH=3'-0" EPDXY COATED SOIL NAIL BAR SEE ELEVATION FOR SIZES APPLIED MIN. 3000 psi / 'd" \�i SOIL NAILBAR WITH NSIDE ENCAPSULATION LATION r / SEE ELEVATION FOR SIZES SEE ELEVATION FOR 81ZE5 TVP Yew FIELD APPLIED GROUT �yyh FIELD APPLIED GROUT 1 END CAP ` DRILLED SHAFT DIA. DRILLED SHAFT DIA. SEE ELEVATION SEE ELEVATION PERMANENT SOIL NAIL EPDXY COATED PERMANENT SOIL NAIL HDPE ENCAPSULATED WALL UTILITY OPENING (WHERE REQUIRED) w Scale: N.T.S. Scale: N.T.S. Scale: N.T.S. 10 c%4,,G �55 55 10 JN EOM SECONDARYGROUT SEESE 15° JS�5I MONO PLACED SECONDARY GROUT EE x, �; ✓ PLACED AFTER TESTING 5 15. NO x\ HOSECENTRALIZERS OQS��N �i 3I'p/1IHOP H05 x f SEEtE ATMAXT-6"o/c � I"� gONlHONOS�CENTRALIZERS REACTION REACTION ''` AlMAX T- " SYSTEM PER 6 olcy.' CONTRACTOR -s: SYSTEM PER SEE CONTRACTOR y MESH TWO SQUARES IN EACH DIRECTION HOPE ENCAPSULATION { 4-LAP EPDXY COATED SOIL NAIL BAR SEE TESTING NOTES SH-1.0 FOR SIZES d SOIL NAIL BAR WITH FACTORY LIED MIN. 3000 PSI +h .x •- 1 ,,,,aa ON f p STRUCTURAL DESIGN REVIEWED AND APPROVED FIELD APPLIED GROUT •'.Yf.' SEE TESTING NOTES SH-1.0 FOR SIZES SEE TESTING NOTES H-1.0 U BY ESSIL \jam CORP. AS PC $ 19-1944 19 _ \ FIELD APPLIED GROUT Engineering Inc. DRILLED SHAFT DIA. NOTE: IF PROOF TEST NAILS ARE SACRIFICIAL ' NOTE: END CAP IF PROOF TEST NAILS ARE SACRIFICIAL 3664 ST. BOX 486 6P SEE TESTING NOTES SH-1.D FOR SIZES i�BARS LAP=25"MIN. NTASAGUNTO SANTA YNEZ CA 93460 THEN BARE BAR MAYBE USEG FOR THE DRILLED DIA. THEN BARE BAR MAV BE USED FOR THE #6BARS LAP=3o"MIN. , JEC4 9911 TEL: (818)402-3962 PROOFTEST NAILS. NOTSHAFT SEETESTING NOTES SH-1.0 FOR SIZES PROOF TEST NAILS. #TBARS LAP=44"MIN. 9.30.20 FAX: (818)276-1922 EIFICATION & PROOF TEST SOIL NAIL EPDXY COATED VERIFICATION & PROOF TEST SOIL NAIL HDPE ENCAPSULATED WWF AND REBAR Scale: N.T.S. SPLICE DETAIL 1ws 911IP020 WWW.DRS-ENGINEERING.NET DRS@DRS-ENGINEERING.NET E Scale: N.T.S. Scale: N.T.S. CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK AS —BUILT APPROVALS DE3IGNED BY: RANN B : CHECKED Y. ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS — DEVELOPMENT SERVICES DEPARTMENT DWG. NO. DRs ODD DRS DESDRIPnaN: 0DNIROL PINK W. 1047. "ED NOT 11-DG, SOBPEi INT. DATE PLA SUPERVISION / DATE: 3-31-20 OF RECOMMEND APPROVED: 'EdwardJ. Wunmel^ PERMANENT SOIL NAIL WALLS FOR: 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 14453—G SEA11-KATION 3.5'D91DISC DEPAA0IEM OF PUBLIC WORKS 1MEMRI" PLININUN DISC DOUGLAS E. LOGAN DATE mcAnox: IN THE END OF ME xoRMFAST a"1 THE SoAM PLANNING R.C.E. N0. 69911 STEVE NOWAK EDWARD J. WIMMER CASE No. 17-017 ADR/CDP AaJ OF Tw OFTIE AWCKINNON AYE,rROLNOUFR F5 M. MI N INEER 3-8-21 March 8, 2021 REVIEWER fECORD F1N1M: COY OF ENCINRAS 9AiVEY CONDIOL NEN,VRK CIR DAVE SALTER EXP. 9-30-20 ELEVATION: 231.691' WNM: MWW8 SENIOR ENGINEER DATE INSPECTOR DATE DATE SHEET 7 OF 8 X ii U Z } 1 CO O COU ''8W Cr) U W Z U W � W � Z � CS Z W J J Q H N W ¢� O\ U O N S U P`1 Z ¢ O of LO ¢ I\ z.� v7 O w Z l J S:\1 - DRS Eng - Projects\2017\2017-12 Cardiff Valero - GroundForce\Drawings\Active\SHEET 9/2/2020 11:04 AM 7-8 DETAILS.dwg LDEV-013720-2019 0 0 0 0 0 0 0 CAISSON REINF. // DRAINAGE SWALE 1E�- PROPERTY LINE DRAINAGE SWALE PROPERTY LINE 0 0 00000 SEE DETAIL/\\ \ SEE DETAIL I \ SEE DETAIL TIES 0000000 DRAINAGE \//� SOIL ?UftAlk' CONNECTOR TEE 1��' I 135' SEISMIC STIRRUP S\�� I CENTER CENTER ITIE HOOKS (`6 A\// (E) GRADET\ \VERTICAL BARS /�\\\PERMANENT \\ PERMANENT \' \' TEMPORARY LAGGING ��\\��\\//\\// \/' SHOTCRETE//\\/ SHOTCRETEQ / SEE DETAIL \///\\\- FACING ��\�\`�\`��\ \ FACING d9"PERMANENT\�\/\/\/\1\�\1\�\ d GE SHOTCRETE FACING /�// \\\\/��\//\\//\\ N�•4 Y \\'DRAINAGE CHIMNEY TEMPORARY /// , TEMPORARY Q MIRADRAIN OR EQUIV, WOOD LAGGING \ SHOTCRETE FACING \ I}DIS. DISCHARGE 2'-0'WIDE BETWEEN CAISSONS g SEE DETAIL'//\// SEE DETAIL K��\�� `' CLR 4 CAISSON DIA. SCH 40 PVC HI EACH PIPE SEE DETAIL /� w 3" d DRAINAGE CHIMNEY w\\\\ \ ' #6 AT 16" O.C. HOZ. #S AT f6"O.C. VERT. i ` DRAINAGE O 'd CONCRETE(Pc) / O \////[/ ,. DRAINAGE CONNECTOR TEE \/��/// CONNECTORTEE #6 DOWELL @ 16' O.C. VERT. / n WITH 10' EMBED. /\J y //\// /� i 4' DISCHARGE PIPE //\d' DISCHARGE PIPE USE SIMPSON SET-XP EPDXY �\ WALL DRAINAGE 2'-0" WIDE /� . ,, WALL DRAINAGE Z-0' WIDE /\ BETWEEN CAISSONS// BETWEEN CAISSONS SEE MATERIALS NOTE j�j r FINISH SURFACE SEE MATERIALS NOTE FINISH SURFACE ` f�•NgrO %\\/i. %��\% \ \�1 COIN /\\ SEE ELEVATION #4 BAR dFT LONG \BW \\\\\ \\ 16'0.C. VERT. -- 1p^ �\.//\//\/�\�� ALTERNATE BELOW' 30' �i \ \ \\�\\GRADEDISCHARGE yI }I 'N PIPE (BY OTHERS) SOIL CAISSON �BEYOND��T__J CAISSON EYOND MENNEN #SAT16'OC VERT PROPERTY LINE Caisson Schedule Caisson# Top Caisson EI Corson Length (R) Caison Dia (ft) f'c kill Vertical bars Ties 1 212.0 34.5 2.5 3 12 Ea#11 bars #4@gin c/c 2 212.0 34.5 2.5 3 12 Ea#11 bars #4@8in c/c 3 220.0 26.5 2.5 3 16 Ea #8 bars #4 @ loin c/c 4 206.0 14.0 2.0 3 8 Ea #8 bars 1 #4 @ lain c/c #6 DOWELL I ALTERNATE 1 SECTION BETWEEN CAISSON ALTERNATE 2 1 PERMANENT CAISSON WALL FACING PLAN PERMANENT CAISSON WALL SECTION 3 CAISSONS REINFORCEMENT DETAIL Scale: N.T.S. Scale: N.T.S. scale: N.T.S. yy\\/`�j'�C/�C/`C/�T�' SEE NOTE 2 NOTECO : RETAINED EARTH \ END LONGITUDINAL/�\//�\//�\// \OR PPROWATERSTOVED EQUIVALENT THAT ;� 1) )THA MEET MINIMUM INIMUMIVE FOSHA ETY FAIL DETAIL REINFORCEMENT /\�\�\ ,° %"/"l`Y/`o� I 2 FROM JOINT " SEE NOTE 3 MAY BE USED WITH APPROVAL OF THE / �'. 11 - r "' EARTH RETENTION DESIGNER. /° n 2) TEMPORARY SAFETY RAILING TO BE Y} ° 't: : ^ -1 - 4" ..,.� PROVIDED AT ANY LOCATION WHERE A ,Q a NNI I •5•a •�,Ig 3/6"STEEL CABLE WITHj7z FALL HPZARD OVER 6FT EXISTS. TURNBUCKLES THANSO FIT INTEOT RVALS ORE FOR AV A /h\) La. '' }--'�12 12112 6I \ }1l2"�1/2"�1/2'j // THAN SO FT INTERVALS FOR • TENSIONING d \ / CHAMFER DETAIL TYP. III #6BAR 24 C/C VERT. q DENBO TAPE 1"SCHD 40 J 4 SEE ELEVATION OR 3W MAX. EXPOSED FACE OF WALL PVC PIPE SLEEVE y aePREMOLDED. ^ . - WATERSTOP DETAIL •_� CHAMFER DETAIL ;e �• _ 2'x2"x3/8'ANGLE a •,� � TT B'-0' OC. DETAIL TYP. e. RETAINED EARTH v 4' MIN. '��\ a 4MINe r '.d TOE BOARD Q ^ d MIN \ 7 i - \i/� "JA J-t a 1MIN. CLR. 1•MINCUR jI CHAMFER DETAIL TYP.� )/ SEE ELEVATION OR901MAX.------' EXPOSED FACE OF WALL kk116" CHAMFERAT NOTES: /�\\ 4' TEMPORARY \\ EXPOSED FACE NOTE: 1. WATERSTOPS SHALL BE FLEXIBLE BENTONITE TYPE WATERSTOPS SUCH AS TREMCO SUPERSTOP OR APPROVED EQUIV. ��x SHOTCRETE FACING JOINT NOT REQUIRED IF THE 2 VINYLFOAM', SERVICES RODOFOAM IJOINIT FILLER SHALL BE CLOSED CELL S BY W.R. RGRAACE, DECK-0-FOAM BY W RE POLYETHYLENE OR OME MEADOWS OR APPROVED EQUIV. N-EXTRUDING PVC, SUCH AS ONNEBORN °' WALL IS STAINED AND SCULPTED. 3. TWO COMPOUND NONSTAINING GRAY SEALING COMPOUND WITH POLYSULFIDE LIQUID POLYMER GUN -GRADE WITH PRIMER. 4. JOIt4T NO REQUIRED IF THE WALL IS STAINED AND SCULPTED. CONTROL JOINT EXPANSION JOINT TEMPORARY SAFETY RAIL ON SHOTCRETE FACING w Scale: N.T.S. Scale: N.T.S. Scale: N.T.S. 200'-0"+1- h 1000' Max 16" LEGS BOTH SIDES FILL VOIDS WITH SLURRY OR SPACING SEE PLAN intermediate OF INSERT MP) turnbuckles Post cap to be a COMPACTED NATIVE SOIL tl4"0 Eye bolts in 3/4"0 1l4"0 Bott-Peen end ®law end 2-1/4" 0 Cable �� tldven RI Typ WOOD LAGGING drilled holes. Peen ends 5/16'O Turnbuckle wiU damps perend Pipe NIPS 1/4"O GaN cable Pipe NIPS .!. 4"TEMP. FACING \\i BEHIND CAISSONS cPROPERTY LINE U I. of bolts Typ d-tl2"adjusMent Typ 1-1/4"Sttl 2SM \\ a 5/8"0 Metal damp .112" FACING SEE PLAN \/ U Drilled holes ` n Z 01/2 i.. t.. P.. } E L �z10" MIN. 4" PVC SLEEVE W 0112 EMBED. GROUTAROUND t t t 1 318.0 Truss rod 4' PVC SLEEVE LJ POST � M Top of wall Place NPS 0-12' 1W EMBEDMENT �O '• I . I' H I 1 1/4 SM Typ a PROVIDE 2 M BARS WITH N U Ir .I In ) I I I I �^ _, _ <�,_°' 1' 16'LEGS@EAq.. INSERT PLACE LAGGING AS ION PROCEEDS PLAN SECTION TEMPORARY WOOD LAGGING Z U 10'-0' Max i 4'4" 2'-0' STRIP MIRDRAIN 2000 IY� intermediate Typ end span OR EQUIVALENT wU' span CENTERED BETWEEN PILES Z O ELEVATION PROPERTY LINE (j 25 NOTES: Z 1. Maximum distance between lumbuckles shall be 200'1 2. Intermediate turnbuckles to be placed in adjacent spans. Washer 3/B'OHole 3 Cable shall not be spliced between ntermatlieta Nmbuckles entl end \ "'-\ \ \ JQ Comped stop 1l4"O GaN cable poa5. x'r s,-^ "'•�•x;-i"x r a: <w sleeve clamp 4. Posts to be vertical STRUCTURAL DESIGN REVIEWED fN Eye but or eye and /Crimped sleeve clamp 5 Alignment of boles in posts may very to conform to slope of top of .' AND APPROVED BY ESSIL Q\ of lumbuckle ( '1/4' 0 Daly cable Pipe IN PS 2 Sid post retaining wall c A A r• CORP. AS PC # 19-1944 \ L 6. The Contractor shall verify all dependent dimensions in the field before y4y/- 2'0 WEEP HOLES " M MAAM Y� t1 entering or fabricating any material. DOUBLE LAYER OFWWF6x6 W4x W40R le' AT SUBGRADE 1e Engineering Inc. ON T. Line posts shall be braced horizontally and trussed diagonally In both #4 BARS @IS' O.C. HOZ S VERT " oP S = directions at intervals not to exceed 1000. CENTERED IN SHOTCRETE 4" SHOTC ETE 2c 3564 SAGUNTO ST. BOX 486 ALTERNATIVE CABLE CONNECTION ALTERNATIVE DEAD END ANCHORAGE B. Post pockets to be centered in top of wall./ LAGGING fc4 r• EP T SANTA YNE818) 0 -3460 z 9. Typical irangrand spans,rethe in both directions, shall be constructed at BEHINDCAI NS C 9911 TEL: (818)402-3962 o changes in line where the angle of deflection is 15^ or more. TEMPORARY SHOTCRETE LAGGING t Exp 9.30.20 t FAX: (818)276-1922 `n PERMANENT CABLE RAILING TEMPORARY LAGGING @ CAISSONS+�,ws WWW.DRS-ENGINEERING.NET o f Scale: N.T.S. Scale: N.T.S. 9112020 DRS@DRS-ENGINEERING.NET Z DESIGNED BY: RANN BY CHECKED Y. CHANGE NO. DESCRIPTION APPROVED DATE BENCHMARK AS -BUILT APPROVALS DRS 00 Dks ENGINEERING DIVISION APPROVALS CITY OF ENCINITAS - DEVELOPMENT SERVICES DEPARTMENT DWG. N0. Np DESDURCII: 0041FOL PUNT W. ton. "ED 0#0T 11-N. 9NPED INT. DATE PLA SUPERVISION OF RECOMMEND APPROVED: PERMANENT SOIL NAIL WALLS FOR: z STA 11-M 1993 3.5" CAl1FORNM DEPABTMEM OF LWLI 1RANSPOIRATION MUMINUM DI PUBLIC WORKS / DATE: 3-31-20 EdlvaI WLmmer 820 BIRMINGHAM DRIVE CARDIFF, CA 92007 zZ mcAnox: IN THE 9DR" OVER THE SgnHFAST END OF ME burlDOUGLAS E. LOGAN DATE PLANNING STEVE NOWAK EDWARD J. WIMMER 1 4453 - G �, o ABHMENT OF TIE LNCKINNON AM BUIXE O4TR F5 Her. R.C.E. NO. 69911 CASE No. 17-017 ADR/CDP WCORD FROM: cm M DICINHAS SLRVEv CONTROL NDwORK REVIEWER N INEER 3-8-21 March 8, 2021 ELEVATION: 231.691' DAMIt 11AVIMB SENIOR ENGINEER DATE INSPECTOR DAVE . SALTER EXP. 9-30-20 DATE DATE SHEET S OF 8 W a S:\1 - DRS Eng - Projects\2017\2017-12 Cardiff Valero - GroundForce\Drawings\Active\SHEET 9/2/2020 11:04 AM 7-8 DETAILS.dwg I f1C\Y f1H07eI iI)fI Ewl