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HomeMy WebLinkAboutDWG 542-7A; CDP 2022-0031; ADAMS HOUSE; 01-14ODAY AM CES GRADING NOTES (IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.) 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. J. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF- WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS ANO OMISSIONS DISCOVERED OUR/NG CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERT/FICA TE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERM/TTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HA VE A RA TING OF "A-" OR BETTER ANO A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RA TING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DA TE OF THE IMPROVEMENT AGREEMENT. 7. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED. 8. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS ANO THE TITLE SHEET. 9. ORIGINAL ORA WINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER. 10. THE ORIGINAL ORA WING SHALL BE REV/SEO TO REFLECT AS-BU/LT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 11. ACCESS FOR FIRE ANO OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES OUR/NG CONSTRUCTION. 12. WHERE TRENCHES ARE WITHIN CITY EASEMENT.S, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (B) LABORATORY WORK SHEET.S ANO (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STA TE OF CALIFORNIA, PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TEST.S. 1J. A SOILS COMPACTION REPORT ANO COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENOA TIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BU/LO/NG PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STA TE OF CALIFORNIA PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIF/CATIONS ANO THE • EARTHWORK SPECIF/CATIONS " A TTACHEO TO THE PRELIMINARY SOILS INVEST/GA TION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. 14. A PRECONSTRUCTION MITTING SHALL BE HELD AT THE SITF PRIOR TO THE BFGINNING OF WORK AND SHAil BF ATTFNDW BY All RFPRF$E:NTA DVFS RESPONSIBLE FOR CONSTRUCT/ON, INSPECTION. SUPERVISION, TESTING ANO ALL OTHER ASPECTS OF THE WORK THE CONTRACTOR SHALL REQUEST A PRECONSTRUCTION MEETING BY CALLING THE INSPECTION LINE AT (760) 4J8-J891 AT LEAST FIVE(5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION. THE CONTRACTOR WILL THEN BE CONTACTED BY THE PROJECT INSPECTOR TO COOROINA TE A DA TE ANO TIME FOR THE PRECONSTRUCT/ON MEETING. APPROVED ORA WINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING. 15. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CAI t ING THE ENGINEERING 24 HOUR INSPECTIQN REQUEST I INF AT (760) 4J8-J891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2: 00 P.M. ON THE DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUEST.S MADE AFTER 2: 00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER. 16. THE OWNER ANO/OR APPLICANT THROUGH THE DEVELOPER ANO/OR CONTRACTOR SHALL DESIGN, CONSTRUCT ANO MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, ANO SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE ANO FEDERAL SAFETY ANO HEALTH STANDARDS, LAWS ANO REGULATIONS. 17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER ANO/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND OUR/NG THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR OUR/NG THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH ANO APPROVED BY THE CITY ENGINEER ANO/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SY$TFM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS TITLE 8 CALIFORNIA AOMINISTRA TIVE CODE. THE PLAN SHALL BE PREPARED BY A REG/STEREO ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPL/CATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. 19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEOIA TEL Y, ANO THE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO 00 SO. 20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCT/ON EQUIPMENT ANO ANY OTHER ASSOC/A TEO GRADING EQUIPMENT SHALL BE UM/TEO TO THE PERIOD BETWEEN 7: 00 A.M. ANO 6: 00 P.M. EACH DAY, MONDAY THRU FRIDAY ANO NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIOA YS. (A LIST OF CITY HOLIOA YS IS AVAILABLE AT THE ENGINEER/NG DEPARTMENT COUNTER.) 21. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCUR/NG ALONG THE HAUL ROUTE OR ADJACENT STREET.S AS A RESULT OF THE GRADING OPERATION. 22. IMPORT MATERIAL SHALL BE OBTAINED FROM, ANO WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 2J. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIF/CALLY NOTED ON THE PLAN. 24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONO/NG OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES ANO DITCHES SHALL HA VE A MINIMUM ONE PERCENT SLOPE. 25. THESE PLANS ARE SUBJECT TO A SIGNED ANO APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN ANO AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. 26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE ANO CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT ANO OROERL Y CONDITION. ALL STONES, ROOT.S OR OTHER DEBRIS SHALL BE REMOVED ANO DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER. 27. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYOROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 28. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. 51.3 51 AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR. 29. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE ANO /RR/GA TION PLANS ANO THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENT.S. 30. WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION, IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS ANO REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. J1. THE EXISTENCE ANO LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCA T/ON DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRE TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTLIT/ES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. J2. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES ( ABOVE GROUND ANO UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 3J. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COOROINA TE THE WORK WITH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT (DIG ALERT) SDG&E AT&T SPECTRUM CABLE COX COMMUN/CATIONS CITY OF CARLSBAO(STREET.S & STORM DRAIN) "CITY OF CARLSBAD(SEWER, WATER & RECLAIMED WATER) *SAN 0/EGU/TO WATER DISTRICT *LEUCADIA WASTEWATER DISTRICT *VALLECITOS WATER DISTRICT *OLIVENHAIN WATER DISTRICT *BUENA SAN/TA TION DISTRICT *AS APPROPRIATE 811 (8DD)411-734J (619)2J7-2787 (800)227-2600 (619)262-1122 (760 )4J4-298D (760)4J8-2722 (760)6J3-265D (760)753-0155 (760)744-0460 {760)753-6466 (760)726-1J4D x1JJD J4. PERMIT COMPLIANCE REQUIREMENT.S: A FOR CONTROLLED GRADING -THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE ANO CONTROL THE WORK IN PROGRESS {15.16.120 A.BJ CARLSBAD MUNICIPAL CODE. B. PRIOR TO COMPLETION OF GRADING WORK -THE FOLLOWING REPORT.S MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR PER SECTION 15.16. 120 OF THE CARLSBAD MUNICIPAL CODE: (1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STA TING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING AND /RR/GA TION ARE INSTALLED IN CONFORMANCE WITH CITY CODE ANO THE APPROVED PLANS (OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). (2) AS-BUILT GRADING PLAN. (3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TEST.S. THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENOA TIONS OUTLINED IN THE PRELIMINARY SOILS REPORT AND ANY SUPPLEMENT.S THERETO. (4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY. J5. UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK. J6. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLET.S CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDEO TO THE SATISFACTION OF THE CITY ENGINEER. "DECLARATION OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK (SHEETS 1 TO 6) FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 670J OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. FIRM: CHRISTENSEN ENGINEERING & SURVEYING ADDRESS: 7888 SILVERTON AVENUE STE "J" CITY, STA TE: SAN DIEGO CA TELEPHONE'. ~01 BY: di~ DA TE: 12-20-2024 ANTONY K. CHRISTENSEN R.C.E. N0.:~54~0=2~1 _____________ _ REGISTRATION EXP/RATION DA TE: ~1=2~-=J~1-~2=0=2~5 ____ _ SOILS ENGINEER'S CERTIFICATE I, BRIICF A HICK , A REGISTERED GEO TECHNICAL ENGINEER OF THE STA TE OF CALIFORNIA, PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION ON APRIL 16, 2021 AND UPDATED GEOTECHNICAL EVALUATION CONDUCTED ON SEPTEMBER 21, 2023. COPIES OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. SIGNED: ))/4 G.E./P.E. NO.: G.E.# 2284 DATE: 12-23-2024 LICENSE EXP/RATION DA TE: 12/J1/2026 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 THIS SITE. IF THIS PROJECT/DEVELOPMENT IS SUBJECT TO A STATE- REGULATED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTA T/ON OF THE SWPPP IN ACCORDANCE WITH THE CALIFORNIA CONSTRUCT/ON ORDER AND MUNICIPAL PERMIT, LA TEST VERSION. GEOTEK, INC. BY: CURTIS LING, OWNER DATE EROSION CONTROL NOTES 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT CURTIS LING AT (619) .392 2644 (PHONE NUMBER) 2. EQUIPMENT ANO WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES OUR/NG THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FAG/LITA TE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT. J. FOR PROJECTS COVERED BY STA TE SWPPP /WDID, IN ACCORDANCE WITH THE CONSTRUCTION ORDER ISSUED BY THE CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD, THE QUALIFIED SWPPP PRACTITIONER (QSP) SHALL UPDATE ANO MAINTAIN THE WATER POLLUTION CONTROL (WPC) PLAN TO ADDRESS UPOA TEO SITE CONDITIONS OF THE PROJECT. THE UPOA TEO WPC PLAN ANO UPOA TEO SWPPP SHALL BE KEPT AT THE PROJECT SITE ANO MADE AVAILABLE TO THE CITY INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S BEYOND THE ORIGINAL APPROVED SWPPP SHALL BE PROV/OED TO ADDRESS SITE CONDITIONS NOT ANTIC/PA TEO. THE QSP SHALL REPORT BMP DEFICIENCIES TO THE CITY INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE QUALIFIED SWPPP DEVELOPER ANO THE CITY INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP DEPLOYMENT. 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 UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREA TE A HAZARDOUS CONDITION. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED SWPPP AND/OR EROSION CONTROL 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 WORKING 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 FIFTY PERCENT (50%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH J/4 INCH MINIMUM AGGREGRATE. 11. SHOULD GERMINATION OF HYOROSEEDEO SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED BY PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION J5.02J OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVATION, STA TE OF CALIFORNIA. TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION ALL PERMANENT ANO TEMPORARY EROSION CONTROL PLANTING ANO /RR/GA TION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIF/CATIONS AND THE FOLLOWING: A. HYDROSEEDING SHALL BE APPLIED TO: 1. ALL SLOPES THAT ARE GRADED 6: 1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE: a. THREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET. b. ALL SLOPES 4 FEET OR MORE IN HEIGHT. 2. AREAS GRADED FLATTER THAN 6: 1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST: a. NOT SCHEDULED FOR IMPROVEMENTS(CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. b. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. c. HA VE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANT.S IMMEOIA TE TREATMENT. B. HYOROSEEDED AREAS SHALL BE /RR/GA TEO IN ACCORDANCE WITH THE FOLLOWING CRITERIA: 1. ALL SLOPES THAT ARE GRADED 6: 1 OR STEEPER ANO THAT ARE: a. THREE TO EIGHT FEET IN HEIGHT SHALL BE /RR/GA TEO BY HANO WATERING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PREC/P/TA TION SPRINKLER HEADS PROVIDING 100% COVERAGE. b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WA TEREO BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE. 2. AREAS SLOPED LESS THAN 6: 1 SHALL BE /RR/GA TED AS APPROVED BY THE CITY ENGINEER, PRIOR TO HYOROSEEOING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE /RR/GA TION TO TH£ CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPES ANO COSTS OF THE ELEMENTS OF THE THE PROPOSED SYSTEM. J. /RR/GA TION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH OF THE HYOROSEEDEO GROWTH. C. HYDROSEEOING MIX SHALL CONSIST OF ALL OF THE FOLLOWING: 1. SEED MIX SHALL CONSIST OF NO LESS THAN: a. 20 lbs. PER ACRE OF ROSE CLOVER b. 20 lbs. PER ACRE OF ZORRO FESCUE c. J lbs. PER ACRE OF E SCHOOL CIA CAL/FORNICA d. 4 lbs. PER ACRE OF ACHILLEA MILLEFOLIA e. J lbs. PER ACRE OF AL YSSUM (CARPET OF SNOW) f. 1/2 lb. PER ACRE OF 0/MORPHOLECA g. ITEMS c, d, e, ANO f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING HYOROSEEOEO IS NOT VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES. h. ITEM a OF THIS SUBSECTION MUST BE INOCULA TEO WITH A NITROGEN FIXING BACTERIA ANO APPLIED ORY EITHER BY DRILLING OR BROADCASTING BEFORE HYOROSEEOING. i. ALL SEED MATERIALS SHALL 8£ TRANSPORTED TO TH£ JOBS/TE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND AGR/CUL TURE CERT/FICA TION TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS. j. NON-PHYTO-TOXIC WETTING AGENT.S MAY BE ADDEO TO THE HYOROSEEO SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2. TYPE 1 MULCH APPLIED AT THE RA TE OF NO LESS THAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW) MAY BE SUBSTITUTED, ALL OR PART, FOR HYORAULICALL Y APPLIED FIBER MATERIAL. WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MEGHAN/CALLY PUNCHING NO LESS THAN 50% OF THE STRAW INTO THE SOIL. J. FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFA TE, 16-20-0, WITH 15% SULPHUR APPLIED AT THE RA TE OF 500 lbs. PER ACRE. 0. AREAS TO BE HYOROSEEOED SHALL BE PREPARED PRIOR TO HYOROSEEOING BY: 1. ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMB/NATION OF: a. TRACK WALKING SLOPES STEEPER THAN 6: 1 b. HARROWING AREAS 6: 1 OR FLATTER THAT ARE SUFFICIENTLY FRIABLE. c. RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS a OR b ABOVE. 2. CONDITIONING THE SOILS SO THAT IT IS SUITABLE FOR PLANTING BY: a. ADJUSTING THE SURFACE SOIL MOISTURE TO PROV/OE A DAMP BUT NOT SA TURA TEO SEED BED. b. THE ADDITION OF SOIL AMENOMENT.S, PH ADJUSTMENT, LEACHING COVERING SALINE SOILS TO PROVIDED VIABLE CONDITIONS FOR GROWTH E. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMANENTLY LANDSCAPED DR, FOR AREAS WHERE HYDROSEEDING IS THE THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED. SOURCE OF TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY COASTAL LANO SOLUTIONS, INC. GROUND SURVEY METHODS FROM INFORMATION GATHERED ON APRIL-JUNE 2021. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION THIS PROJECT IS LOCA TEO WITHIN ASSESSORS PARCEL NUMBER(S) 206-180-11-00 THE CALIFORNIA COOROINA TE INDEX BJ OF THIS PROJECT IS: N 1,999,004 E_=6=2=J~1 J=7~7 ______ _ VICINITY CITY or OCEANSIDE HIGHWAY, 7B PACIFIC OCEAN MAP CITY or ENCINITAS INDEX OF SHEETS TITLE ............................................................. SHEET 1 GRADING PLAN ............................................. SHEET 2 GRADING SECTIONS & DETAILS ................... SHEET J STORM WATER POLLUTION ........................... SHEET 4 ~~&¥ftNT/i~:.J-lJt ~~~i .. ~t ......................... SHEET 5 EROSION CONTROL PLAN DETAILS ................. SHEET 6 GENERAL NOTES ........................................... SHEET 7 GENERAL NOTES INSPECTION ....................... SHEET 8 GENERAL NOTES SUBMITTALS ...................... SHEET 9 TYPICAL CONCRETE DETAILS ........................ SHEET 10 TYPICAL CONCRETE OETA/LS .......................... SHEET 11 SITE PLAN ..................................................... SHEET 12 RETAINING WALL DETAILS ............................. SHEET 13 RETAINING WALL DETAILS ............................. SHEET 14 LEGAL DESCRIPTION NOT TO SCALE WORK TO BE DONE THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, ANO PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS ANO REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS ANO THE CITY STANDARDS, SPECIF/CATIONS, REQUIREMENT.S, RESOLUTIONS ANO ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING OOCUMENT.S, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. CITY OF CARLSBAD ENGINEERING STANDARDS J. THIS SET OF PLANS 4. RESOLUTION NO. 7471 DA TEO FEBRUARY 1, 202J 5. THE STANDARD SPECIF/CATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 6. SOILS REPORT ANO RECOMMENOA TIONS BY GEOTEK INCORPORA TEO PROJ. NO. J687-SO DA TEO MAY 18, 2021 7. THE SAN DIEGO REGIONAL STANDARD DRAWINGS ANO AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. 8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED NIA 9. ENVIRONMENTAL APPROVAL DOCUMENTS DA TEO -~N=/,~A~----- 10. STORM WATER POLLUTION PREVENTION PLAN (TIER 2) ATTACHED, SHEETS 5, 6 & 7 11. STORM WATER QUALITY MANAGEMENT PLAN PREPARED BY NIA DATED ----- 12. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCT/ON HANDBOOK ANO CAL TRANS CONSTRUCT/ON SITE BMP MANUAL. ABANDONMENT NOTES PART/ALLY COMPLETED PROJECT.S SEEKING TO INOEFINITEL Y STOP WORK AND CLOSE THE GRADING PERMIT MUST IMPLEMENT APPROPRIATE ACCESS RESTRICTION ANO EROSION ANO SEDIMENT CONTROL MEASURES TO THE SATISFACTION OF THE CITY, INCLUDING BUT NOT UM/TEO TO THE FOLLOWING: 1).PERMANENTL Y STABILIZE ALL SLOPES (>5%) -70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) IS CONSIDERED AOEQUA TE. 2).PERMANENTL Y STABILIZE FLAT AREAS (>5%) -70% COVER WITH . WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) OR 2 INCHES (MINIMUM) OF PERMEABLE COVER (E.G., GRAVEL) IS CONSIDERED AOEQUA TE. J).RESTRICT ACCESS TO SITE -COORDINATE WITH CITY STAFF TO DETERMINE APPROPRIATE FENCING TYPE. 4).SIGNAGE ALONG FRONTAGE ROAO(S) POSTING THAT DUMPING, LITTERING, ANO TRESPASS/NG ARE PROHIBITED. 5). TRESPASS ENFORCEMENT AUTHORIZATION LETTER MUST BE SENT FROM THE OWNER TO THE CITY OF CARLSBAD POLICE DEPARTMENT. 6).NOTARIZE ANO RECORD AGAINST THE PROPERTY AN AGREEMENT STATING THAT OWNER IS RESPONSIBLE FOR MAINTAINING FENCING ANO SIGNAGE, ADHERING TO THE FIRE PREVENTION ORO/NATION, KEEPING THE SITE FREE FROM LITTER ACCUMULATION ANO VEGETATION GROWTH, ANO REMOVING ANY ILLEGALLY DUMPED MATERIALS AT THE SITE UNTIL THE PROPERTY IS DEVELOPED IN THE FUTURE. PORTION OF LOT 8, BLOCK C, BELLAVISTA, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA ACCORDING TO MAP THEREOF 2152, FILED IN DESCRIPTION LEGEND DWG.NO. SYMBOL QUANTITY THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, MARCH 7, 1929. NOTE: THE WESTERLY 5 FEET OF PORTION OF SAID LOT 8 HAS BEEN GRANTED TO PROPERTY/RIGHT OF WAY LINE EXISTING CONTOUR --------· THE CITY OF CARLSBAD BY INDIVIDUAL GRANT DEED RECORDED AUGUST 28, 1978 AS FILE NO. 78-366214, D.R. EXISTING SEWER LINE PROJECT ADDRESS 4J68 ADAMS STREET CARSLBAO, CA 92008 DEVELOPER CURTIS LING J667 ADAMS STREET CARLSBAD, CA 92008 PHONE: (619) J92-2644 REFERENCE DRAWINGS DRAWING 149-8 (SEWER) DRAWING 149-8-11 (WATER) EARTHWORK QUANTITIES CUT: 1.449.5 CY FILL: 5J4.1 CY IMPORT: 0 CY EXPORT: 915.4 CY REMEDIAL: 614 CY BENCH MARK DESCRIPTION: C/TY Of CARI $BAD Cl SB-119 2 112" BRASS DISK LOCATION: IN THE CENTER OF BULB OF CUL-DE-SAC AT THE SOUTHEAST ENO OF SYPE OR/VE. RECORDED: ROS 17271 ELEVATION: _1=2=J~.7~7~4' ________ QA TUM: NGVD 1929 EXISTING WATER LINE EXISTING RETAINING WALL ' ' PROPOSED RETAINING WALL (SPECIAL WALL) ----- PROPOSED 2424 CATCH BASIN BROOKS □ PROPOSED 4"/6" PVC DRAIN PIPE ===SD=-==SD==== PROPOSED 6" AREA DRAIN NOS PART # 80 o PROPOSED 6" TRENCH DRAIN SWIFTORAIN 600 PROPOSED FENCE PER LANDSCAPE PLAN PROPOSED GA TE PER LANDSCAPE PLAN PROPOSED CONG. WALKWAY PROPOSED PA VERS W/MORTAR PROPOSED CONCRETE PAVING PROPOSED BROW DITCH 0-75 PROPOSED J" AC PAVING W/ 5" BASE -0--0--0- □l=====l□ CCD[)(1C)(() II I II 1 ' 1 PROPOSED VEGETA TEO SWALE ¢ ¢ ¢ LIMIT OF WORK -tw---tw- 1730 SF 1 EA 695 LF J5 EA 1 EA 15J LF J EA 1170 SF 2460 SF 197 SF 4J4 LF 291 SF 46 LF ALL STANDARD DRAWINGS ARE SAN DIEGO REGIONAL STANDARD DRAWINGS (SDRSO) UNLESS NOTED OTHERWISE: • CITY OF CARLSBAD STANDARD '* CARLSBAD MUNICIPAL WATER DISTRICT STANDARD ORA WING ••• SORSO AS MODIFIED BY CITY OF CARLSBAD STRUCTURAL {POST-CONSTRUCTION) BMP TABLE STORM WATER REQU/REMENT.S THAT APPLY: EXEMPT FROM HYOROMOO/FICA TION? STANDARD STORM WATER REQUIREMENTS PRIORITY PROJECT REQUIREMENT.S CX'.J YES (SEE SWMP FOR OOCUMENTA TION) □ NO TYPE DESCRIPTION OWNERSHIP TOTAL LOT AREA =_.2,.8.,2"'2.1.1.8~$..,F:.._ ____ _ TOTAL DISTURBED AREA = 18 800 SF (0 43 ACRE) (THIS AREA INCLUDES BUT IS NOT UM/TEO TO OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS ANO TEMPORARY DISTURBANCE SUCH AS VEHICLE ANO EQUIPMENT STAGING AREAS, CONSTRUCTION WORKER FOOT TRAFFIC, SOIL/GRAVEL PILES, UTILITY TRENCHES, BACKFILL CUTS AND SLOPE KEYWA YS) TOTAL REPLACED IMPERVIOUS AREA -8 825 SF TOTAL PROPOSED IMPERVIOUS AREA -10 528 Sf MAINTENANCE AGREEMENT SHEET NO. "AS BUILT" RCE ___ EXP. ___ _ REVIEWED BY: INSPECTOR MAINTENANCE FREQUENCY DATE DATE t-------,,----+------------+---+----+---+-------< I SHlEET I CITY OF CARLS BAD ~ ENGINEERING DEPARTMENT ~ ;::G::::R=AD:::::::IN=:G'.,.:::P=LAN===F:::O::::R::::: =========:::....:====: /1\ DA TE INITIAL DA TE INITIAL DA TE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL Cl1Y APPROVAL ADAMS HOUSE GR 2023-0024 TITLE SHEET APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE DWN BY: CHKD BY: __ _ RVWD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A JN 2022-01 Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 ODAY AM CES CD 0 G) @ @ @ (z) @ @ @ @ © @ ® @ @ © @) @ ® @ @ CONSTRUCTION NOTES EXISTING ASPHALT DRIVEWAY TO REMAIN, EXIST A.G. DRIVEWAY CAN NOT BE REMOVED WITHOUT PRIOR APPROVAL OF THE CITY. A CONSTRUCTION CHANGE AND SWQMP WILL BE REQUIRED. PROPOSED ADDITION TO EXISTING ASPHALT DRIVEWAY 4" AC WITH 6" AB PROPOSED WOOD DECK PROPOSED 5: 1 SLOPE (TYPICAL) PROPOSED AREA DRAIN (TYPICAL) PROPOSED ACCESSORY DWELLING UNIT BASEMENT PROPOSED SINGLE-FAMILY RESIDENCE BASEMENT PROPOSED BASEMENT/LOWER LEVEL BUILDING WALL PROPOSED SITE RETAINING WALL, SEE RET. WALL PLANS PROPOSED COVERED TRASH/RECYCLING AREA PROPOSED PVC DRAIN (TYPICAL) PROPOSED PA VERS WITH MORTAR (TYPICAL) SEE LANDSCAPE PLAN PROPOSED STEPPING STONES (TYPICAL) SEE LANDSCAPE PLAN PROPOSED BUILDING SECOND LEVEL (TYP) PROPOSED ARTIFICIAL TURF, SEE LANDSCAPE PLAN PROPOSED RAISED PLANTER PROPOSED DG, SEE LANDSCAPE PLAN PROPOSED CONCRETE PARKING AREA 6" CONCRETE W/6" AB LIMIT OF WORK LINE (TYPICAL) PROPOSED 6" TRENCH DRAIN REMOVE EXIST. IMPROVEMENT PROPOSED MODIFIED BROW DITCH 1' WIDE, 6" DEEP PER D-75 I I I SCALE: 1 " 1 o' /' I / I 40 PROPOSED FENCE (TYP), SEE LANDSCAPE PLAN PROPOSED GA TE, SEE LANDSCAPE PLAN PROPOSED METER BOX PER DWG 542-7 PROPOSED MODIFIED CATCH BASIN TYPE F 2' X 2' PER D-07 PROPOSED 42" HIGH GLASS PANEL ALONG TOP OF WALL WHERE SHOWN. PROPOSED VEGETATED SWALE (SEE DETAIL, SHEET 3) PROPOSED CATCH BASIN TYPE F, 2' X 2' PER D-07 PROPOSED 4 • WALL SUB-DRAIN (PERFORATED) TYP I I I I EX. 5.o· PORTION OF LOT 8 GRANTED TO CITY OF CARLSBAD (SEE LEGAL DESCRIPTION NOTE) DRAIN TOP OF GRATE DI 108.4 D2 109.9 D4 108.4 D5 108.4 D6 108.4 D7 108.4 D8 108.9 D9 108.4 D10 108.4 D11 111.0 D12 111.0 D13 111.0 D14 111.0 D15 112.0 D16 113.5 D17 112.5 D19 108.4 D20 103.5 LEGEND: TW ............. TOP OF WALL BW. ............ .BOTTOM OF WALL TOF. ............ TOP OF FOO TING sc ................ STRUCTURAL CALCULATION INVERT ELEV TYPE DRAIN TOP OF GRATE INVERT ELEV 107.4 6" AREA DRAIN D21 99.4 107.4 6" AREA DRAIN D22 99.0 107.0 6" AREA DRAIN D23 99.0 106.8 6" AREA DRAIN D24 98.7 106.5 6" AREA DRAIN D25 98.4 106.5 6" AREA DRAIN D26 98.4 106.4 6" AREA DRAIN D27 98.4 106.2 6" AREA DRAIN D28 99.4 105.8 6" AREA DRAIN D29 99.4 110.0 6" AREA DRAIN D30 99.0 109.8 6" AREA DRAIN D31 98.6 109.6 6" AREA DRAIN D32 84.0 109.3 6" AREA DRAIN D33 90.0 109.0 6" AREA DRAIN D34 85.0 108.7 6" AREA DRAIN D35 77.0 107.0 6" AREA DRAIN D36 105.6 6" AREA DRAIN 101.0 2424 CATCH BASIN D37 98.0 D38 NOTE: NO GUARD RAIL ON THE RETAINING WALL PER SECTION R312.1.1 EXCEPT RETAINING WALL CALLED OUT IN CONSTRUCTION NOTE 27 DRAIN DATA {PRIVATE) TYPE DRAIN SEGMENT LENGTH SLOPE 6" AREA DRAIN D1 -D2 17.2' 2.0% 6" TRENCH DRAIN D2 -D3 2.0· 10.0% 6" AREA DRAIN D3 -D4 11.0· 2.0% 6" AREA DRAIN D4 -D5 10.2· 2.0% 6" AREA DRAIN D5 -D6 14.8' 2.0% 6" AREA DRAIN D6 -07 6.9' 2.0% 6" AREA DRAIN D7 -D9 12.2· 2.0% 6" AREA DRAIN DB -D9 2.7' 7.4% 5" AREA DRAIN D9 -D10 12. 1' 3.3% 6" AREA DRAIN D11 -D/2 10.4' 2.0% 6" AREA DRAIN D12 -D13 10.6' 2.0% 6" AREA DRAIN D13 -D14 15.6' 2.0% 6" AREA DRAIN D14 -D15 14.3' 2.0% 1212 CATCH BASIN D15 -D16 14.4' 2.0% 2424 CATCH BASIN D16 -D10 12.2· 23.0% CURB OUTLET D10 -D17 5.3' 2.0% D17 -D19 6.3' 2.0% 1212 CATCH BASIN D18 -D19 5.7' 20.0% CURB OUTLET D19 -D20 77.6' 5.9% NOTE: STRUCTURAL CALL OUTS SHOWN ON THIS PLAN IS FOR REFERENCE ONLY, SEE STRUCTURAL SHEETS. I NOTE: ALL EXISTING ONSITE STRUCTURES WILL BE DEMOLISHED EXCEPT EXISTING DRIVEWA YI UNAUTHORIZED CHANGES & USES CAUTION: The Engineer preparing these plans will not be responsible for, or liable for, unauthorized change to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans. ANTONY K. CHRISTENSEN, RCE 54021 DECEMBER 20. 2024 1 DATE INITIAL Date ENGINEER OF WORK REVISION DESCRIPTION MATERIAL DRAIN SEGMENT LENGTH SLOPE MATERIAL 6" PVC D20 -D37 29.7' 13.5% 6" PVC 5• PVC D21 -D37 28.6' 4.9% 4" PVC 5" PVC D22 -D23 1.5' 6.0% 6" PVC 6" PVC D23 -D24 12. 1' 2.0% 6" PVC 5" PVC D24 -D25 14.5' 2.0% 6" PVC 5• PVC D25 -D26 17.3' 2.0% 6" PVC 5" PVC D26 -D27 20.0· 2.0% 6" PVC 5" PVC D27 -D28 17.9' 2.0% 6" PVC 5" PVC D28 -JI 6.7' 36.6% 6" PVC 5" PVC D29 -D30 14.0' 2.0% 4" PVC 5" PVC D30 -D31 15.5' 2.0% 4" PVC 6" PVC D31 -JI 9.8' 35.8% 4" PVC 5" PVC JI -D35 39.6' 36.6% 6" PVC 5• PVC D32 -J2 3.3' 33.3% 5" PVC 5" PVC D33 -D34 35.8' 18.1% 6" PVC 5" PVC D34 -J3 38.4' 11.2% 6" PVC 5" PVC D37 -J3 118.5' 15.9% 6" PVC 5" PVC J3 -D38 12.5' 15.9% 6" PVC 5" PVC "AS BUILT" RCE __ _ EXP. ___ _ DATE REVIEWED BY: INSPECTOR DATE I SH~ET I CITY OF CARLSBAD L7rJ ENGINEERING DEPARTMENT GRADING PLAN FOR: ADAMS HOUSE GR 2023-0024 GRADING PLAN APPROVED: JASON s. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE DATE INITIAL DATE INITIAL DWN BY: PROJECT NO. DRAWING NO. CHKD BY: OTHER APPROVAL CITY APPROVAL RVWD BY: CDP2022-0031 542-?A JN 2022-01 Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 ODAY AM CES R/W P/L P/L P/L 4' EASEMENTN BLDG. WALL BLDG. WALL BROW DITCH fEXFENCE SECTION I B-B' NOTTO SCALE P/L SECTION 'D-D' NOTTO SCALE UNAUTHORIZED CHANGES & USES 4' EASEMENTN 74' RET. WALL (SEE RET WALL PLAN, SEE SHEET 7 3) BROW DITCH CAUTION: The Engineer preparing these plans will not be responsible for, or liable for, unauthorized change to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans. fEXFENCE P/L ANTONY K. CHRISTENSEN, RCE 54027 BLDG. WALL DECEMBER 20, 2024 Date BLDG. WALL 4' RETAINING WALL (SEE RET. WALL PLAN SHT 73) STORM DRAIN BLDG. WALL SECTION I C-C' NOTTO SCALE EXIST. GRADE________ / ... • C:.:::1 .. 1 .. 1~f' , .. ,_r I l-. MODIFIED CURB OUTLET _.,ce:::1 Tl 111 111. NO MANHOLE ---111-111-111- i I I .. ,_,., ,,.I SECTION 'E-E' NOTTO SCALE /1\ DATE INITIAL BROW DITCH P/L 77.0 TG 73.0 IE I ENGINEER OF WORK REVISION DESCRIPTION P/L P/L 2424 CATCH BASIN DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL P/L ~ ~T7 I 700.5 EG 1 -1 1-----=-1 1 r , 707.0 TW 4" PVC WALL SUB DRAIN 99.2 FG co co N I I " 1----=I l=-1 ~-1--~-~·• _§_,~ t4" PVC L-- 6" PVC STORM DRAIN STORM DRAIN 1□.ss· 41-511 SECTION I F-F' NOTTO SCALE 6" ROUND GRATE AT THE END OF SWALE PROPOSED GRADE [~IST. GRADE . -II I- " ·X"ff ' ljTT_ MAT ANCHOR TURF REINFORCEMENT MAT VEGETATION (SEEDED OR TURF) GROWS THROUGH MAT 6" PVC PIPE VEGETATED SWALE WITH TURF REINFORCEMENT MAT DETAIL (PVT) NOTTO SCALE "AS BUILT" RCE EXP. REVIEWED BY: INSPECTOR I SH~ET I CITY OF CARLSBAD ENGINEERING DEPARTMENT GRADING PLAN FOR: ADAMS HOUSE GR 2023-0024 SECTIONS & DETAILS DATE DATE L7rJ APPROVED: JASON S, GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE DWN BY: PROJECT NO. DRAWING NO. CHKD BY: RVWD BY: CDP2022-0031 542-?A JN 2022-01 Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 ODAY AM CES TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN (TIER 2 SWPPP) STORM WATER POLLUTION PREVENTION NOTES GENERAL SITE MANAGEMENT REQUIREMENTS THE FOLLOWING GENERAL SITE MANAGEMENT REQUIREMENTS SHALL BE ADHERED TO THROUGHOUT THE DURATION OF THE CONSTRUCTION WORK (YEAR ROUND}. 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT.· CURTIS LING AT (TEL. NO.} (619) 392-2644 2. DEVICES SHOWN ON CITY APPROVED PLANS SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 3. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. 4. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORSEEN CIRCUMSTANCES WHICH MAY ARISE. 5. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATERS CREA TE A HAZARDOUS CONDITION. 6. GRADING AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY. 7. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%}. SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 8. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 9. ALL EXPOSED DISTURBED AREAS MUST HA VE EROSION PROTECTION BMPs PROPERLY INSTALLED. THIS INCLUDES ALL BUILDING PADS, UNFINISHED ROADS, AND SLOPES. 10. ADE.QUA TE PERIMETER PROTECTION BMPs MUST BE INSTALLED AND MAINTAINED AND WILL BE UPGRADED, IF NECESSARY, TO PROVIDE SUFFICIENT PROTECTION FROM RUNOFF DURING RAIN EVENTS. 11. ADEQUATE SEDIMENT CONTROL BMPs MUST BE INSTALLED AND MAINTAINED. 12. ADEQUATE BMPs TO CONTROL OFFS/TE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED. 13. A MINIMUM OF 125% OF THE MATERIAL NEEDED TOO INSTALL STANDBY BMPs TO PROTECT THE EXPOSED AREAS FROM EROSION AND PREVENT SEDIMENT DISCHARGES, MUST BE STORED ONSITE. AREAS ALREADY PROTECTED FROM EROSION USING PHYSICAL STAB/LIZA TION OR ESTABLISHED VEGETATION STAB/LIZA TION BMPs ARE NOT CONSIDERED TO BE "EXPOSED" FOR PURPOSES OF THIS REQUIREMENT. 14. THE OWNER/DEVELOPER/CONTRACTOR MUST FOLLOW "WEATHER TRIGGERED" ACTION PLAN AND BE ABLE TO DEPLOY STANDBY BMPs TO PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS OF A PREDICTED STORM EVENT (A PREDICTED STORM EVENT IS DEFINED AS A 40% CHANCE OF RAIN WITHIN A 5-DA Y NATIONAL WEATHER SERVICE FORECAST}. ON REQUEST, THE OWNER/DEVELOPER/CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABILITY. 15. DEPLOYMENT OF PHY.SICAL OR VEGETATION EROSION CONTROL BMPs MUST COMMENCE AS SOON AS SLOPES ARE COMPLETED. THE OWNER/DEVELOPER/CONTRACTOR MAY NOT RELY ON THE ABILITY TO DEPLOY STANDBY BMP MATERIALS TO PREVENT EROSION OF SLOPES THAT HA VE BEEN COMPLETED. 16. THE AREA THAT CAN BE CLEARED, GRADED, AND LEFT EXPOSED AT ONE TIME IS LIMITED TO THE AMOUNT OF ACREAGE THAT THE CONTRACTOR CAN ADE.QUA TEL Y PROTECT PRIOR TO A PREDICTED RAIN EVENT. FOR LARGER SITES, GRADING SHOULD BE PHASED. IT MAY BE NECESSARY TO DEPLOY EROSION AND SEDIMENT CONTROL BMPs IN AREAS THAT ARE NOT COMPLETED, BUT ARE NOT ACTIVELY BEING WORKED BEFORE ADDITIONAL GRADING IS ALLOWED TO PROCEED, AT THE DISCRETION OF THE CITY INSPECTOR. 17. ALL DISTURBED AREAS THAT ARE NOT COMPLETED AND/OR NOT BEING ACTIVELY GRADED MUST BE FULLY PROTECTED FROM EROSION IF LEFT FOR 14 OR MORE DA Y.S. THE ABILITY TO INSTALL BMP MA TE.RIALS IN A PROMPT MANNER ISJ:i12J sumCIENT. BMPs NEED TO BE INSTALLED IN THESE AREAS. 18. BMPs MUST BE STOCKPILED AT VARIOUS LOCATION THROUGHOUT THE PROJECT SITE THROUGHOUT THE YEAR. WHENEVER THERE IS A 40% CHANCE OR GREATER OF A RAIN WITHIN A THREE (3) DAY FORECAST, THE INSPECTOR WILL VERIFY THAT BMPs ARE ADEQUATELY STOCKPILED. BMPs MUST BE STOCKPILED AND READY FOR DEPLOYMENT WHEN THERE IS 50% CHANCE OF RAIN WITHIN A 48 HOUR FORECAST. FAILURE TO COMPLY WITH THIS REQUIREMENT COULD RESULT IN THE ISSUANCE OF A STOP WORK NOTICE OR OTHER ENFORCEMENT ACTION. 19. ALL TREATMENT AND EROSION CONTROL BMPs MUST BE INSPECTED WEE.KL Y AND PRIOR TO A FORECASTED RAIN EVENT OF GREATER THAN 50%, AND AFTER A RAIN EVENT. IN ADDITION, TREATMENT CONTROL BMPs MUST BE SERVICED AS NEEDED THROUGHOUT THE YEAR. 20. IF SELECTED BMP FAILS DURING A RAIN EVENT, IT MUST BE REPAIRED OR IMPROVED OR REPLACED WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAILURE OF A BMP IND/CA TES IT WAS NOT ADE.QUA TE FOR THE CIRCUMSTANCES IN WHICH IT WAS USED. REPAIRS AND REPLACEMENT MUST THEREFORE PUT A MORE ROBUST BMP MEASURE IN PLACE. 21. ALL CONSTRUCTION EMPLOYEES MUST BE TRAINED ON THE IMPORTANCE OF STORM WATER POLLUTION PREVENTION AND BMP MAINTENANCE. WEATHER TRIGGERED ACTION PLAN THE DEVELOPER SHALL DEPLOY STANDBY BEST MANAGEMENT PRACTICE MEASURES TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS OF A PREDICTED STORM EVENT ( A PREDICTED STORM EVENT IS DEFINED AS A FORE.CASTED, 40% CHANCE OF RAIN BY THE NATIONAL WEATHER SERVICE}, IN ADDITION TO BMPs IMPLEMENTED YEAR-ROUND INCLUDING PERIMETER CONTROL, WIND EROSION CONTROL, TRACKING, NON-STORM WATER CONTROL, WASTE MANAGEMENT, AND MATERIALS POLLUTION CONTROL. THE NATIONAL WEATHER SERVICE FORECAST SHALL BE MONITORED AND USED BY THE DEVELOPER ON A DAILY BASIS. IF PREC/PITA TION IS PREDICTED (40% CHANCE OF RAIN), THEN THE NECESSARY WATER POLLUTION CONTROL PRACTICES SHALL BE DEPLOYED WITHIN 48 HOURS AND PRIOR TO THE ONSET OF THE PRECIPITATION. THE DEPLOYMENT OF THE BMPS SHALL INCLUDE BUT NOT BE LIMITED TO GRAVEL BAGS AND SILT FENCES. A MINIMUM OF 125% OF THE MATERIAL NEEDED TO INSTALL STANDBY BEST MANAGEMENT PRACTICES MEASURES TO PROTECT THE EXPOSED AREAS FORM EROSION AND PREVENT SEDIMENT DISCHARGES MUST BE STORED ON-SITE. AREAS THAT HAVE ALREADY BEEN PROTECTED FROM EROSION USING PHY.SICAL STAB/LIZA TION OR ESTABLISHED VEGETATION STAB/LIZA TION BMPS AS DETERMINED BY THE CITY OF CARLSBAD ARE NOT CONSIDERED TO BE "EXPOSED" FOR THE PURPOSES OF "WEATHER TRIGGERED ACTION PLAN~ AN ADE.QUA TE SOURCE OF EQUIPMENT AND WORKERS SHALL BE AVAILABLE FOR DEPLOYMENT OF "WEATHER TRIGGERED BMPS". EROSION CONTROL HYDROSEEDING, PLANTING AND /RR/GA TION 1. ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND /RR/GA TION SHALL BE INSTALLED AND MAINTAINED AS REQUIRED IN SECTION 212 OF THE STANDARD SPECIF/CATIONS AND THE FOLLOWING: A HYDROSEEDING SHALL BE APPLIED TO: 1 ALL SLOPES THAT ARE GRADED 6: 1 (HORIZONTAL TO VERTICAL} OR STEEPER WHEN THEY ARE: a. THREE FEET OR MORE IN HEIGHT AND ADJACENT TO PUBLIC WALL OR STREET. b. ALL SLOPES 4 FEET OR MORE IN HEIGHT. 2 AREAS GRADED FLATTER THAN 6: 1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST.· a. NOT SCHEDULED FOR IMPROVEMENTS (CONSTRUCTION OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADING. b. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. c. HA VE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS /MME.DIA TE TREATMENT. B HYDROSEEDING AREAS SHALL BE /RR/GA TED IN ACCORDANCE WITH THE FOLLOWING CRITERIA: 1 ALL SLOPES THAT ARE GRADED 6: 1 OR STEEPER AND THAT ARE.· a. THREE TO EIGHT FEET IN HEIGHT SHALL BE /RR/GA TED BY HAND WA TE.RING FROM QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SY.STEM OF LOW PRECIP/TA TION SPRINKLER HEADS PROVIDING 100% COVERAGE. b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SY.STEM OF LOW PRECIP/TA TION SPRINKLER HEADS PROVIDING 100% COVERAGE. 2 AREAS SLOPED LESS THAN 6: 1 SHALL BE /RR/GA TED AS APPROVED BY THE CITY ENGINEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE /RR/GA TION TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPE, AND COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. 3 /RR/GA TION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GRADING OF THE HYDROSEEDED GROWTH. C HYDROSEEDING MIX SHALL CONSIST OF ALL OF THE FOLLOWING: 1 SEED MIX SHALL CONSIST OF NO LESS THAN: a. 20 lbs. PER ACRE OF ROSE CLOVER b. 20 lbs PER ACRE OF ZORRO FESCUE c. Jibs PER A CR£ OF E SCHOOL CIA CALIFORNICA d 4 lbs PER ACRE OF ACHILLE.A MILLEFOLIA e. Jibs PER ACRE OF Al Y.SSUM (CARPET OF SNOW} f. 1/2 lb. PER ACRE IF DIMORPHOLECA g. ITEMS c, d, e, AND f OF THIS SUBSECTION MAY BE OMITTED ON VISIBLE FROM EITHER A PUBLIC STREET OR RESIDENTIAL STRUCTURES. h. ITEM a OF THIS SUBSECTION MUST BE INOCULATED WITH A NITROGEN FIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCAS/NG BEFORE HYDROSEEDING. ,: ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBS/TE IN UNOPENED CONTAINERS WITH THE CALIFORNIA DEPARTMENT OF FOOD AND A GR/CUL TUR£ CER TIFICA TION TAG A TTA CHED TO, OR PRINTED ON SAID CONTAINERS. j NON-PHYTO-TOX/C WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE CONTRACTOR. 2 TYPE 1 MULCH APPLIED AT THE RA TE OF NO LESS HAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW} MAY BE SUBSTITUTED, WHEN STRAW IS USED, IT MUST BE ANCHORED TO THE SLOPE BY ME.CHAN/CALLY PUNCHING NO LESS THAN 50% IF THE STRAW INTO THE SOIL. 3 FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFA TE, 16-20-0 WITH 15% SULPHUR APPLIED AT THE RA TE OF 500 lbs. PER ACRE. D AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING: 1 ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMB/NATION OF: a. TRACK WALKING SLOPES STEEPER THAN 6: 1. b. HARROWING AREAS 6: 1 OR FLATTER THAT ARE sumCIENTL Y FRIABLE. 2 AREAS GRADED FLATTER THAN 6: 1 WHEN ANY OF THE FOLLOWING CONDITIONS EXIST.· a. ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BIT NOT SATURATED SEED BED. b. THE ADDITION OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING CO VER/NG SALINE SOILS TO PRO VIDEO VIABLE CONDITIONS FOR GROWTH. E HYDROSEEDING AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNTIL THE PROJECT IS PERMANENTLY LANDSCAPED OR, FOR AREAS WHERE HYDROSEEDING IS THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED. 2. ALL SLOPES SHALL HA VE /RR/GA TION INSTALLED AND BE STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 3. SHOULD GERM/NATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFICIENT COVERAGE OF GRADING SLOPES (90% COVERAGE) PRIOR TO OCTOBER 1, THE SLOPES SHALL BE STABILIZED BY AN APPROPRIATE EROSION CONTROL MA mNG MA TE.RIAL APPROVED BY THE PUBLIC WORKS INSPECTOR. 4. LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT OR AS DIRECTED BY THE CITY ENGINEER OF PLANNING DIRECTOR. 5. THE OWNER/APPLICANT SHALL ENSURE THAT All CONTRACTORS SHALL COORDINATE THE WORK OF THIS CONSTRUCTION SWPPP SHOWN ON ANY GRADING PLANS, LANDSCAPE AND /RR/GA TION PLANS, AND IMPROVEMENT PLANS AS REQUIRED FOR THIS PROJECT WORK. BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CITY OF OCEANSIDE ADAMS ST~~~~ SITE PACIFIC OCEAN 7B CITY OF ENCINITAS I 111..C~ I CITY OF ....___...,\ SAN MARCOS VICINITY MAP Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPI Management BMPs Pollution Control BMPs C -C C .!;! -.!;! .!;! -C C .,, " .,, § --0, 0 E C " .,, C "' '-' '-' C i 0, ~ C .!;! -2 2 :_g l .9, 0 0 0 ~ -~ -::; .,, "' 0, ~ " --~ "' t, "' ~ 0 ii §~ ·E ~ "' "' "' !s ~ 0 C "' " o-0, g. " ,£ C <n C ~ !/ .!;! ~--Best Management PracticeN " °'<I ,£ "' a; " C "' C o, "' 0, "' ., "' ,!= g. 0 ,£ 8~ 8 -i " 0 --o-::; % ~ -C ,£ E "' .,, "' ~ .,, "' ::; C O> C C ,l: ~ (BMP) Description ➔ ~~ gi .!= " "' "' 0, ., 0, "' e C 0, C C c:, :::, !/ -., "' ., ., ~ Q.l e ., -0 15 0 ~.£ ]~ .,, 0 "' §_~ 0 0, i~ "'E " E !s 0, .,! ., .,, "" "' '-' ~ c:, "' 0, o-2 " ~ ~-~ " " "3 ., .£ -::; c:, "' c:, C "" -§ 0 -.!:'.::! (/) " ~-£ ~& -~ "" rte 0 ., -., ~-~ "' ~ L1: E ~ ~~ "'-il l 0, 1: 0, ~ 0, 0 0 "' .,, :S -~ ., ~ "" !/ ., "' '€l :;:;;; (f.J ·-.,, "' -0 .2 § ~ e .,, 0 0 0 "0 i] ~ ~ -" ~ -§ ~ -~ ~ ~c: g. "' ~-iJ 0 -g "" 0 0 ~& -" 0 ~ '-' C 0 0 -,C "' -0 -0 •-C NC C C ell <!: ~ ~ ~ 6 ~ G en g c5l ti ct -0, (/) & ict ~8 cl: :§! u o-0 -b}-8 co 0 0 O 0 :c: :c: [ij "' .£ ::; "' ::; "' "' ::; :c: ::; '-' ::; CASGA Designation ➔ "' "' "" It') r-.. 0:, O> -"' "" r-.. 0:, 0 "' -"' r-.. 0:, -"' "' ... It') <C 0:, --"' <C --I I I I I I I I I I I I I I I I I I ~ ~ ~ ~ I I I I I I I '-' '-' '-' '-' '-' '-' '-' '-' bl bl bl bl bl bl bl bl I:': I:': i i i i i i i Construction Activity kl kl kl kl kl kl kl kl X Grading/Soil Disturbance X X >< >< X >< X >< >< >< X Trench inn /Excavation X >< X X Stockoilina X Drillina/Borina X Concrete/Asohalt Sawcuttina X >< >< X Concrete Flatwork >< X >< _,;><-,,, X Paving X X >< >< >< X Conduit/Pine Installation X >< )< Stucco/Mortar Work X >< = X Waste Disposal X StaainnlLav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterina Site Access Across Dirt Other OistJ: Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMF's you intend to use during construction from the list. Check the box where the chosen activity raw intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. LEGEND (SEE EROSION CONTROL PLAN SHEET) DESCRIPTION SYMBOL SE-1, SILT FENCE -x-x-x-x- SE-5, FIBER ROLLS -FR FR- 5£-6, GRAVEL BAG = TR-1, STABILIZED CONSTRUCT/ON ENTRANCE ~ WM-I, MATERIAL DELIVERY AND STORAGE WM-1 WM-5, SOLID WASTE MANAGEMENT WM-5 WM-9, SANITARY/SEPTIC WASTE MANAGEMENT WM-9 SE-7, STREET SWEEPING AND VACUUMING SE-7 SE-10, STORM INLET PROTECTION 5[-10 NS-3, PAVING AND GRINDING OPERATIONS NS-3 WM-2, MA TERI AL USE WM-2 WM-3, STOCKPILE MANAGEMENT WM-3 WM-8, CONCRETE WASTE MANAGEMENT WM-8 EC-4, HYDROSEEDING ~ WE-I, WIND EROSION CONTROL -WEC QUANTITY 622 LF 300 LF 150 EA 280 SF 1 EA 1 EA 1 EA LS LS LS 1 EA 1 EA 1 EA 1,495 SF LS OWNER'S CERTIFICATION: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST.· (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPs} DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO A VOID THE MOB/LIZA TION OF POLLUTANTS SUCH AS SEDIMENT AND TO A VOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND SIGNED OFF BY THE CITY OF CARLSBAD. CURTIS LING OWNER CURTIS LING OWNER(S)/ OWNER'S AGENT NAME OWNER(S)/ OWNER'S AGENT (SIGNA TUR£) DATE DATE NAME OF PREPARER: ANTONY K. CHRISTENSEN QUALIFICAllON OF PREPARER_· R_._C._E.~/~O_SP ____ _ ADDRESS: 7888 SILVERTON A VENUE, STE "J" SAN DIEGO, CA 92126 PHONE NO.: 858-271-9901 $.~ RCE' 54021 12/31/2025 SIGNATURE' R.C.E'./CE'RT. NO. LIC. E'XP. OATE' DECEMBER 20, 2024 -~ -~ ~ -0, g.o ~§ c::; 0 " :?::: ...... C 0) ~i O> I i >< >< >< >< >< >< >< >< >< SHEET INDEX: SHEET 5: STORM WATER POLLUTION PREVENTION PLAN (TIER 2) SHEET 6: EROSION CONTROL PLAN SHEET 7: EROSION CONTROL PLAN DETAILS A PN 206-180-11-00 SITE ADDRESS: 4368 ADAMS smEET CARLSBAD, CA 92008 AREA OF DISTURBANCE AREA OF DISTURBANCE 1a BOO S.F. (THIS AREA INCLUDES BUT IS NOT LIMITED TO OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT STAGING AREAS, CONSTRUCTION WORKER FOOT TRAFFI~ SOIL/GRAVEL PILE~ UTILITY TRENCHES, BACKFILL CUTS AND SLOPE KEYWAYS) CONSTRUCTION THREAT: CONSTRUCTION THREAT TO STORM WATER QUALITY (CHECK BOX}: 181 HIGH □ MEDIUM OWNER/ A PPL I CANT: CURTIS LING 4368 ADAMS smEET CARLSBAD, CA 92008 PHONE NO.: (619) 392-2644 EMERGENCY CONTACT NAME: CURTIS LING ADDRESS: 4368 ADAMS STREET TELEPHONE NO.: (619) 392-2644 I SH~ET I CITY OF CARLSBAD L!TJ 4 ENGINEERING DEPARTMENT CITY STORM WATER POILUTION PREVENTION PLAN (SWPPP) (TIER 2) FOR: ADAMS HOUSE GR 2023-0024 TITLE SHEET APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE DWN BY: PROJECT NO. DRAWING NO. 12/20/2024 OATE' CHKD BY: RVWD BY: CDP2022-0031 542-7A Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 ODAYAM CES SE-10 SE-7 SILT FENCE TYP SE-70 GRAVEL BAG TYPICAL NEXT INLET DOWNSTREAM TO BE PROCTECTED A T CARLSBAD A VE SC-7 I I I I I STREET SWEEPING AS NEEDED ~---------~ : I I I I I I / __ I J,._ cc:_ I I I I I I I I I I /, I / I / I // v I / I I UNAUTHORIZED CHANGES & USES CAUTION: The Engineer preparing these plans will not be responsible for, SCALE: 1 " 1 o' or liable for, unauthorized change to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans. DECEMBER 20, 2024 40 ANTONY K. CHRISTENSEN, RCE 54021 Date TR--7 CONSTRUCT/ON ENTRANCE/EXIT OR RUMBLE PLATE TYPICAL NOTE: ALL IMPERVIOUS AREAS ONSITE FLOW TO LANDSCAPED AREAS BEFORE BEING CONVEYED TO THE RIGHT OF WAY. THESE EROSION CONTROL SHEETS ARE INTENDED TO PROVIDE DESIGN FOR DEPLOYMENT OF CONSTRUCTION PHASE BMPS. WM-1 MATERIAL DELIVERY AND STORAGE EC-3 & EC-5: HYDRAULIC MULCH AND BONDED FIBER MA TRIX TO BE APPLIED TO PAD AREA IF CONSTRUCTION ACTIVITIES ARE DELA YEO WM-4: SIGNIFICANT SPILLS TO BE REPORTED TO THE CITY OF CARLSBAD WATER INSPECTORS NS-1: WATER CONNECTIONS WILL INCLUDE SHUTOFF VALVES TO CONSERVE WATER ' ! I ' I I ----I -------U[ --- ------ /1\ DATE INITIAL ENGINEER OF WORK LEGEND IS ON SHEET 5 I -~ ------ ' ' WIND EROSION "AS BUILT" ; / /\ ----/ --CONTROL --------------------- RCE EXP. DATE REVIEWED BY: IPARCIEL 1 INSPECTOR DATE I SH~ET I CITY OF CARLSBAD L!TJ ENGINEERING DEPARTMENT 4 EROSION CONTROL PLAN FOR: ADAMS HOUSE GR 2023-0024 EROSION CONTROL PLAN APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE OWN BY: PROJECT NO. DRAWING NO. DATE INITIAL DATE INITIAL CHKD BY: REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: CDP2022-0031 542-7A JN 2022-01 Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 ODAY AM CES 1. SET POSTS AND EXCAVATE A 4 BY 4 IN (10 BY 10 CM) TRENCH UPSLOPE FROM AND ALONG THE LINE OF POSTS. l .'ti~ I 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 2. STAPLE WIRE FENCING TO THE POSTS. ---~ ~ ~ IN' ~-'I I e;====~~"-4 IN (10 CM) 4. BACKFILL AND COMPACT THE EXCAVATED SOIL FILTER FABRIC l~ v;)~ 2" X ---\1(, j _ WIRE_ SILT FENCE SE-1 14'-9" MIN --- - L--,.... L,-0 ~,._ L--~ -).., ... I., i'I " I 2" WOOD STAKE 0 ·CJCJCJ· 0 v-S TRAW BALES ' C, I D D t D D D D D D ~ D D / D D D .......__ v j WOOD OR METAL STAKES WEDGE LOOSE STRAW BETWEEN BALES CJCJCJCJCJ -GRAVEL-FILLED BAGS IN CORNERS PLAN TEMPORARY CONCRETE WASHOUT FACILITY (ON GRADE) UNAUTHORIZED CHANGES & USES CAUTION: lhe Engineer preparing these plans will not be responsible for, or liable for, unauthorized change to or uses of these plans. All changes to the plans must be in writing and must be approved by the preparer of these plans. COMPACTED SOIL TO PREVENT PIPING GRAVEL BAGS 1 2 BAGS HIGH GRAVEL BAGS 2 BAGS HIG DROP INLET RUNOFF WATER ! FILTERED WITH SEDIMENT (~----'--~£ATER WITH GRATE ~ ~iiiiiiii~ ~~~~□'-"-,............< -~ 1 B'---A.=.G::::::H:::.IG_:H::::O:P:.::£:::N:::IN::;Gt__/' Ei~!i!:R:Df□ ~ ~ ~ ~ ~ ~ ~ □ MIN. 2 PER INLET □□[~I l GRAVEL BAG SILT BARRIER SE-1O GRAVEL BAGS OVERLAP ONTO CURB RUNOFF 3 FT (0.9 M) MIN. GAP BETWEEN BAGS ACTS AS SPILLWAY THREE LAYERS OF GRAVEL BAGS WITH ENDS OVERLAPPED GRAVEL BAGS SE-6 (PROTECT NEAREST INLET DOWNSTREAM AT CARLSBAD A VE) WOOD OR METAL STAKES (2 PER BALE) STRAW BALES (2 BALES HIGH MAX) I I ORIGINAL GROUND -.J. --1 _ .J. --1 I I SECTION 2 • 16 GAUGE STEEL WIRE ~ STAPLE DETAIL TEMPORARY WATER POLLUTION CONTROL DETAILS (TEMPORARY CONCRETE WASHOUT FACILITY) WM-8 PLASTIC LIN I I _j_ __ , _ _j_ __ I c-c DECEMBER 20, 2024 ANTONY K. CHRISTENSEN, RCE 54021 Date -(;ml Im~, 1 '.::'.::'.I' '.::'.::'.I-, :j...,... ' C, {~ 20'MIN. PUBLIC RIGHT- OF-WAY PROFILE \ .. MINUS ROCK EXISTING GROUND 10'MIN. T METAL SHAKER PLATES (8' MIN.) 20'MIN. la 8' MIN. PLAN el o oio 0 R=5' MIN. CONST. FENCE PUBLIC RIGHT-OF-WAY PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND PUBLIC RIGHT-OF- WAY STABILIZED CONSTRUCT/ON ENTRANCE I+' I+' I I I I I I CONCRETE I I I I WASHOUT I 1 I I I. I I I • C, I ..., I I I I ' I I I I C, I I I I I ..., I I I I ~ ~ CONCRETE WASHOUT SIGN DETAIL /1\ DATE INlllAL PER CASQA BMP CONSTRUCT/ON HANDBOOK, TC-1 (MODIFIED AS SHOWN) PLYWOOD 4 '-0" X 2'-0" PAINTED WHITE BLACK LETTER 6" HEIGHT LAG SCREWS (1/2") WOOD POST (3 1/2" X 3 1/2") DATE INlllAL DATE INlllAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL "AS BUILT" RCE EXP. DATE REVIEWED BY: INSPECTOR DATE I SH~ET I CITY OF CARLSBAD uTJ ENGINEERING DEPARTMENT 4 EROSION CONTROL PLAN FOR: ADAMS HOUSE GR 2023-0024 EROSION CONlROL PLAN DETAILS APPROVED: JASON S. GELDERT ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE OWN BY: PROJECT NO. DRAWING NO. CHKD BY: RVWD BY: CDP2022-0031 542-7A JN 2022-01 Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 G E N E R A L 1. General notes and typical details apply to all structural features, unless otherwise indicated. 2. If certain features are not fully shown or called out on the drawings or in the specifications, their construction shall be of the same character as for similar conditions. 3. The project specifications form a part of the contract documents. 4. Specifications, codes and standards noted in the contract documents shall be the edition referenced in Chapter 35 of the California Building Code, or, in the case of specifications not listed therein, the latest edition, unless otherwise noted. 5. Dimensions shall not be scaled off of the drawings. 6. All work shall conform to minimum standards of the 2022 California Building Code, of any codes listed in the drawings or specifications and of any regulating agencies which have authority over any portion of the work, including the California Health and Safety Code. 7. Prior to submitting shop drawings and product data, the Contractor shall verify that the submittals meet the requirements of the drawings and specifications. The Contractor shall specifically note any exceptions to these requirements with the submittal. 8. The Contractor shall maintain a continuous fire watch, with extinguishing equipment immediately available during welding, cutting or burning near combustible materials. 9. Openings, pockets, etc. shall not be placed in structural members unless specifically detailed on the structural drawings. Notify the Structural Engineer when work requires openings, pockets, etc. in structural members not shown on the structural drawings. 10. The Contractor shall be responsible for coordinating the work of all trades and shall check all dimensions and holes and openings required in structural members. All discrepancies shall be called to the attention of the Architect/Engineer and shall be resolved before proceeding with the work. 11. Construction materials shall be spread out if placed on framed floors or roofs. Load shall not exceed the design live load per square foot. Provide adequate shoring where overload is anticipated. D E S I G N D A T A 1. Code: 2022 California Building Code. 2. Risk Category per CBC Table 1604.5: II 3. Design Live Loads: Area Design Live Load Remarks Driveway Surdcharge Load: 100 psf Non-reducible 4. Earthquake Design Data: Seismic Importance Factor: 1.0 Mapped Spectral Response SS:1.20 g S1:0.38 g Site Class:D Spectral Response Coefficients SDS:0.96 g SD1:0.64 g Seismic Design Category: D N E W C O N S T R U C T I O N 1. Non-structural features not fully shown or noted on the structural drawings may include but are not limited to: A. Architectural features • size and location of all door and window openings • size and location of all non-bearing partitions • size and location of all concrete curbs, floor drains, slopes and depressed areas • changes in level, chamfers, grooves, inserts, etc. • size and location of all floor and roof openings • stair framing and details B. Mechanical, plumbing and electrical features • pipe runs, sleeves, hangers, trenches, wall, roof and floor openings, etc. • electrical conduit runs, boxes, outlets in walls and slabs • anchorage and bracing for electrical, mechanical or plumbing equipment • anchor bolts for motor mounts • size and location of machine and equipment bases 2. The contract documents represent the finished structure. They do not indicate the method of construction. The Contractor shall provide all measures necessary to protect life and property during construction. Such measures shall include, but are not limited to, bracing and shoring for loads due to construction equipment and materials. Observation visits to the site by the structural engineer shall not include inspection of the above items. F O U N D A T I O N S 1. The foundation design is based on recommendations in the geotechnical report by GEOTEK, dated 21 September 2023. 2. The Contractor shall conform to the recommendations of the geotechnical report regarding site preparation and foundation construction. Copies of the report are available from the Architect/Engineer. 3. Foundation excavations shall be inspected and approved by the geotechnical engineer prior to placement of any reinforcing steel or concrete. 4. Foundation type: Cantilevered retaining wall foundations. Footing Design Values: Footings Allowable Bearing Pressures DL 2000 psf DL + LL 2000 psf DL + LL + wind or seismic 2667 psf Note: Allowable bearing pressures may be increased by 500 psf for each additional 12 inches in depth and 300 psf for each additional 12 inches in width to a maximum value of 3,500 psf. Lateral Resistance Passive Pressure 200 pcf Coefficient of Friction .35 All footings shall bear on firm undisturbed soil. Depth of footings shown on the drawings are minimum, and the bottom of footing shall be lowered as required at the direction of the geotechnical engineer to remove soft or loose materials. 5. The Contractor shall be solely responsible for all excavation procedures, including lagging, shoring and protection of adjacent property, structures, streets and utilities in accordance with the local building department. 6. Backfill at walls shall not be placed until a minimum of 7 days after the completion of the walls and shall not be placed until after completed inspection of damp-proofing. C O N C R E T E & R E I N F O R C I N G S T E E L 1. All concrete shall be ready-mix in accordance with ASTM C94. 2. Cement: ASTM C150 Type 1L or Type II. 3. Aggregate: ASTM C33. 4. Non-shrink Grout: ASTM C1107, premixed, non-staining, non-shrink grout. Minimum compressive strength at 28 days, per ASTM C109/C109M: 8,000 psi. 5. Grout or concrete containing more than 0.1 percent of soluble chloride shall not be used. 6. Mixes are to be reviewed by owner's testing lab and submitted to the Architect/Engineer for approval. Do not cast concrete without approval by Architect/Engineer. Max. Max. Agg. W/C Air Exposure UHPC Concrete Strength Size Ratio Content______ Class__ Foundations 14,000 psi NA 0.18 NA W1, C1 Walls 14,000 psi NA 0.18 NA W1, C1 Note: See UHPC table below for additional information. Max. Max. Standard Agg. W/C Air Exposure Concrete Strength Size Ratio Content______ Class__ Foundations 5000 psi 1 1/2" 0.45 1 1/2% ± 1 1/2% W1, C1 Walls 5000 psi 1" 0.45 1 1/2% ± 1 1/2% W1, C1 Other 3000 psi 1" The exposure class for all concrete types shall be considered as F0, S0, W0, C0, except where noted otherwise. Mix designs for each concrete type shall conform to the limitations for the applicable exposure classes, as indicated in ACI 318-19, Section 19.3. All concrete shall use hard rock aggregate. All non-UHPC shall be regular-weight concrete, 145 pcf, unless otherwise noted. 7. UHPC shall meet the following requirements: 8. Steel fiber shall be brass-coated cylindrical steel fibers with dimensions of 13mm x 0.2mm. 9. Inserts: All items to be cast in concrete, such as reinforcing dowels, bolts, anchors, pipes, sleeves, etc., shall be securely positioned in the forms before placing the concrete. 10. Pipes and electrical conduits shall not be embedded in structural concrete, except where specifically approved by the structural engineer. 11. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut any reinforcing which may interfere. Coring in concrete is not permitted except as shown. Notify the Architect/Engineer in advance of conditions that are not shown on the drawings. 12. Construction joints: Provide as detailed on drawings. Expose clean coarse aggregate solidly embedded in mortar matrix by sandblasting, bushammer, or other approved method. Location of construction joints shall be approved by the Architect/Engineer. 13. Dry pack or place non-shrink grout under base plates, sill plates, etc., as required for full bearing. 14. Reinforcing steel: ASTM A615 Grade 60. ASTM A706 where welded or otherwise indicated. 15. All reinforcement shall be continuous. Stagger splices where possible. Laps shall be per typical details, unless otherwise noted. 16. Headed terminators shall be HRC 555 T-heads (IAPMO ER-0177) or nVent Lenton Terminators (IAPMO ER-0188). 17. Except as noted Mechanical couplers shall be nVent Lenton Taper Threaded Rebar Splices (IAPMO ER-0129) or Bar-Lock "L" Series Couplers (IAPMO ER-319). 18. Mechanical couplers designated on the drawings as "Type 3" shall be HRC 500/510 XTender couplers (ICC ESR-2764), or nVent Lenton Ultimate couplers (IAPMO ER-0129). These "Type 3" couplers are also acceptable for use in other locations at the Contractor's option. 19. Minimum clear concrete cover for reinforcement, unless otherwise noted: A. Mild Reinforced Concrete: Cast against earth:3 inches Cast in forms and exposed to earth or weather: #6 bar and larger:2 inches #5 bar and smaller:1 1/2 inches Not exposed to earth or weather: Slabs, walls, and joists:1 inch Beams, girders, and columns (to ties): 1 1/2 inches Clearances are to closest reinforcement. PROPERTY REQUIREMENT Tensile Strength, min. (PSI)635 Localization Strain, min. (PSI)0.004 Strain at Crack Initiation, min. (PSI)0.00011 Water to Cement Ratio, max.0.18 Steel Fibers, min. (lbs/yd)180 D E F E R R E D S T R U C T U R A L S U B M I T T A L S Design of specialty structural elements (Deferred Submittal Elements) is not within the scope of these drawings. Design of these elements for forces and/or building drifts indicated in these documents is the responsibility of specialty structural engineers under the direction of the Contractor. Review of these elements by the Building Official is deferred and is applicable to construction documents that are submitted as an amendment to these documents or submitted separately from these documents. Shop drawings and calculations for Deferred Submittal Elements shall be sealed and signed by the Specialty Engineer, a professional engineer licensed in the project jurisdiction. The Specialty Engineer is responsible for code compliance, compliance with performance specifications and all necessary connections not shown explicitly on these drawings. Shop drawings shall indicate the definition, magnitude, and direction of all loads imposed on the primary structure by the specialty structural elements. The Architect/Engineer’s review of specialty structural elements is limited to an assessment of the loads imposed by such elements on the primary structure. Submit shop drawings and calculations for Deferred Submittal Elements for review by the Architect/Engineer before submission for review by the Building Official. Do not fabricate or install deferred submittal items before approval of these elements by the Architect/Engineer and the Authority Having Jurisdiction. Fox Block Insulated Concrete Forms are Deferred Submittal Elements. Refer to drawings by other design disciplines to identify additional Deferred Submittal Elements. ADHESIVE ANCHORS EXPANSION ANCHORS SCREW ANCHORS ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF LOAD NORMAL WEIGHT CONCRETE PROOF LOAD LIGHT WEIGHT CONCRETE PROOF LOAD GROUT-FILLED CMU BLOCK #3 OR 3/8"Ø 3 1/2"2100 lb.1100 lb.1100 lb. #4 OR 1/2"Ø 4 1/2"3700 lb. #5 OR 5/8"Ø 5 3/4"5800 lb. #6 OR 3/4"Ø 6 3/4"6900 lb. #7 OR 7/8"Ø 8"11500 lb. #8 OR 1"Ø 9 1/2"12400 lb. #9 OR 1 1/8"Ø 10 3/4"19000 lb. 1900 lb. 2800 lb. - 1900 lb. 2800 lb. - - - - - - - ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 2 7/8"25 ft.-lb. 3 3/4" 4 1/2" 5 1/2" ANCHOR SIZE TYPICAL EMBEDMENT (U.O.N.) 3 1/4" 4 1/4" 5 1/2" 6 1/4" PROOF TORQUE NORMAL WEIGHT CONCRETE PROOF TORQUE LIGHT WEIGHT CONCRETE PROOF TORQUE GROUT-FILLED CMU BLOCK 40 ft.-lb. 60 ft.-lb. 110 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 15 ft.-lb. 25 ft.-lb. 35 ft.-lb. 65 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 10 ft.-lb. 20 ft.-lb. 30 ft.-lb. 40 ft.-lb. 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø 3/8"Ø 1/2"Ø 5/8"Ø 3/4"Ø P O S T - I N S T A L L E D A N C H O R S 1. Post-Installed anchors include all adhesive anchors (reinforcing bar dowels and threaded rods) expansion anchors, screw anchors and undercut anchors set in holes drilled in existing concrete or masonry. 2. Installation of post-installed anchors shall conform to all requirements of the applicable code evaluation or IAPMO reports and manufacturers' recommendations. 3. Arrange for a representative of the anchor manufacturer to provide on-site installation training for all anchoring products specified. Prior to proceeding with work, submit documentation confirming that all personnel who install anchors have completed this training. 4. Mark the location of all existing reinforcing in the substrate material within 12" of the proposed locations of all post-installed anchors. Notify the Architect/Engineer of any conflicts discovered between the proposed anchor locations and the existing reinforcing prior to fabrication of any steel and prior to any hole drilling, so as to avoid disturbing, cutting, or otherwise harming the existing reinforcing. 5. Holes for adhesive anchors in concrete shall be drilled. Cored holes are not permitted, except where indicated specifically. 6. All adhesive anchors in concrete are designed to be installed in base material meeting the following conditions: A. Minimum strength of 2,500 psi B. Minimum age of 21 days C. Not exposed to water within the past 14 days D. Material temperature between 50 degrees F. and 100 degrees F., inclusive Do not install adhesive anchors in concrete unless base material is in compliance with all of the above conditions. 7. Adhesive Anchors in Concrete (reinforcing bar dowels or threaded rods): A. HILTI "HIT-RE 500 V3". ICC ESR-3814. B. Simpson "SET-XP" Epoxy Adhesive. ICC ESR-2508. 8. Adhesive Anchors in Masonry (reinforcing bar dowels or threaded rods): A. HILTI "HIT-HY 270". ICC ESR-4143 (CMU) and ICC ESR-4144 (unreinforced brick masonry). B. Simpson "SET-XP" Epoxy Adhesive. IAPMO ER-265. 9. Expansion Anchors in Concrete: A. HILTI "Kwik-Bolt 1". IAPMO UES ER-678. B. Simpson "Strong Bolt 2". ICC ESR-3037. 10. Expansion Anchors in Masonry (CMU): A. HILTI "Kwik-Bolt 3". ICC ESR-1385. B. Simpson "Strong Bolt 2". IAPMO ER-240. 11. Screw Anchors: A. HILTI "KWIK HUS-EZ". ICC ESR-3027 (concrete); ICC ESR-3056 (masonry). B. Simpson "Titen HD". ICC ESR-2713 (concrete); ICC ESR-1056 (masonry). 12. Undercut Anchors: A. HILTI "HDA". ICC ESR-1546. B. Simpson "Torq-Cut" ICC ESR-2705. 13. Anchors that fail the proof test shall be replaced by the contractor at no additional cost to the Owner. 14. Re-testing of replaced anchors that fail tests shall be paid for by the Contractor 15. Post installed anchors including mechanical, adhesive, and power/powder driven anchors shall not be used in prestresed or post-tensioned concrete members without written consent of Structural Engineer. 16. Typical embedment depths and proof loads for testing are indicated in the tables below. For embedment depths other than those indicated in the tables below, contact the Architect/Engineer for the applicable proof loads. 17. Typical embedment for adhesive anchors refers to actual embedment. Typical embedment for expansion and screw anchors refers to nominal embedment. 18. Anchors that are exposed to weather shall be stainless steel. A B B R E V I A T I O N S & And @ At A.B. Anchor Bolt ACI American Concrete Institute ADD'L Additional AESS Architectural Exposed Structural Steel AISC American Institute of Steel Construction ALT. Alternate APPROX. Approximate ARCH. Architect ASD Allowable Strength Design ASTM American Society for Testing and Materials AWPA American Wood Preservers Assoc. AWS American Welding Society BLK'G Blocking BM. Beam B.N. Boundary Nail BOCA Building Officials and Code Administrators International, Inc. BOT. Bottom BRG. Bearing B.S. Both Sides BTWN. Between C Camber CBC California Building Code C.C. Center to Center CCR California Code of Regulations C.J. Control Joint C.I.P. Cast-in-place C.L., CL Center Line CLG. Ceiling CLR. Clear CMU Concrete Masonry Unit COL. Column CONC. Concrete CONN. Connection CONT. Continuous CJP Complete Joint Penetration CSK. Countersink CTBR. Counterbore CTR. Center DBA Deformed Bar Anchor DBL. Double DC Demand Critical (Weld) DET., DTL. Detail DF Douglas Fir DIA., ∅Diameter DIAG. Diagonal DL Dead Load DN. Down DO. Ditto DSA Division of the State Architect DWG(S). Drawing(s) (E) Existing EA. Each E.F. Each Face E.J. Expansion Joint ELEV.,EL. Elevation EMB.,EMBED. Embedment E.N. Edge Nail EQ. Equal EQUIP. Equipment E.S. Each Side E.W. Each Way FDN. Foundation F.F. Finish Floor F.G. Finish Grade FIN. Finish FLR. Floor F.O.C. Face of Concrete F.O.M. Face of Masonry F.O.S. Face of Stud FRMG. Framing FRP Fiber Reinforced Polymer F.S. Far Side FT. Foot, Feet FTG. Footing GA. Gauge GALV. Galvanized G.L. Grid Line GLB Glued Laminated Beam GR. Grade HDG Hot-dip Galvanized HGR. Hanger HK. Hook HORIZ. Horizontal HSB High Strength Bolt HSS Hollow Structural Section HT. Height IBC International Building Code ICC International Code Council IN. Inch, Inches INT. Interior INV. Inverted JST. Joist K Kips KSI Kips per Square Inch LBS. Pounds LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LONG. Longitudinal LTWT. Lightweight LVL Laminated Veneer Lumber MAX. Maximum M.B. Machine Bolt MECH. Mechanical MFR. Manufacturer M.I. Malleable Iron MIL. 0.001 Inch MIN. Minimum MISC. Miscellaneous (N) New NO., # Number N.S. Near Side N.T.S. Not to Scale NWT. Normal Weight O.C. On Center O.D. Outside Diameter O.H. Opposite Hand OPNG. Opening OPP. Opposite OSHPD Office of Statewide Health Planning and Development PAF Powder-Actuated Fasteners PART. Partial PCF Pounds per Cubic Foot PL Plate PLY. Plywood PP Partial Penetration PSF Pounds per Square Foot PSI Pounds per Square Inch P.T. Pressure Treated PW Puddle Weld PWJ Plywood Web Joists RAD. Radius R.D. Roof Drain REINF. Reinforcing REQ. Required RF. Roof R.O. Rough Opening RND. Round R.R. Remove & Replace S.A.D. See Architectural Drawings SCHED. Schedule SFRS Seismic Force Resisting System SHT. Sheet SHTG. Sheathing SIM. Similar SLRS Seismic Load Resisting System S.M.D. See Mechanical Drawings S.O.G. Slab on Grade S.P. Southern Pine S.S. Stainless Steel STAGG'D.,STG. Staggered STD. Standard STIFF. Stiffener STL. Steel STRUCT. Structural SYMM.,SYM. Symmetrical T&B Top and Bottom T&G Tongue & Groove T.N. Toe Nail T.O.C. Top of Concrete T.O.S. Top of Steel T.O.W. Top of Wall TS Tube Steel (Hollow Structural Section) TYP. Typical U.O.N. Unless Otherwise Noted VERT. Vertical V.I.F., ± Verify in Field W/ With W/O Without W.P. Work Point WHS Welded Headed Stud WTS Welded Threaded Stud WWR Welded Wire Reinforcing N G E N E R A L S Y M B O L S A N D L E G E N D REVISION GRIDLINE BUILDING SECTION OR ELEVATION WORK POINT, DATUM OR CONTROL POINT, FIN. FLR. ELEVATION, S.A.D. DETAIL REFERENCE PROJECT NORTH, S.A.D. FOR TRUE NORTH 2 S602 14 S301 1 M "DECLARATION OF RESPONSIBLE CHARGE" I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge of the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of the project drawings and specifications by the City of Carlsbad does not relieve me, as Engineer of Work, of my responsibilities for project design. Simpson Gumpertz & Heger Inc. Firm 4695 MacArthur Court, Suite 500 Address Newport Beach, CA 92660 City, State, Zip 949.930.2500 Telephone dgonzalez@sgh.com Email David Gonzalez SE5111 30 June 2025 By R.C.E.# Exp. Date 4 March 2024 Date REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 1 P M 10/25/23238093 GV 7 GENERAL NOTES - RETAINING WALL 05/24/2024 ODAY AM DC=:) -----0 •{), -------$- • o © SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com =l===========f=f=1=±~r=D===--=======J_bc= Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 S T A T E M E N T O F S T R U C T U R A L O B S E R V A T I O N Structural Observation is required by Chapter 17 of the California Building Code. Types of work listed below shall be observed during periodic site visits by the Structural Engineer. Contractor is responsible for notifying Structural Engineer 3 business days before work is ready for observation. Structural Observation does not constitute Special Inspection. 1. Concrete & Reinforcing Steel: Reinforcing steel, anchor rods, and other embedments shall be observed prior to placement of cast-in-place concrete and/or shotcrete elements. California Building Code 2022 S T A T E M E N T O F S P E C I A L I N S P E C T I O N S Tests and inspections indicated on the drawings are required for this project. The tests and inspections indicated here are the responsibilities of the Owner's Special Inspector, as required by Chapter 17 of the Building Code. The Special Inspector shall observe the work assigned for conformance with the approved design drawings and specifications. 1. Special inspections and associated testing shall be performed by an approved qualified testing and inspecting agency meeting the requirements of ASTM E329 (materials), ASTM D3740 (soils), ASTM C1077 (concrete), and ASTM E543 (non-destructive testing). The testing and inspecting agency shall furnish to the architect/engineer a copy of their scope of accreditation. Special inspectors shall be certified by the building official. Welding inspectors shall be qualified per Section 6.1.4 of AWS D1.1. 2. The Special Inspector shall furnish inspection reports to the building official, the Architect/Engineer and other designated persons. All discrepancies shall be brought to the immediate attention of the Contractor for correction, then, if uncorrected, to the proper design authority and to the Building Official. 3. The Special Inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with the approved plans and specifications and applicable standards of quality and workmanship of the Building Code. 4. The Contractor shall hold a pre-construction meeting involving the Architect, Structural Engineer and the Special Inspector in order to discuss the specific requirements of this project. 5. Terminology: a. Continuous: Special inspection by the special inspector who is present when and where the work to be inspected is being performed. b. Periodic: Special inspection by the special inspector who is intermittently present where the work to be inspected has been performed or is being performed. c. Observe: Observe these items on a random basis. Operations need not be delayed pending these inspections. d. Perform: Perform these tasks for each element. 6. Indicated testing meets minimum requirements for structural testing to be provided by the approved qualified testing and inspecting agency. Additional tests for construction considerations are not indicated. The need for such additional tests shall be determined by the Contractor and provided at the Contractor's expense. 7. See project specifications for additional requirements. 8. Reference Standard Editions: ACI 318 2019* ACI 440.2R 2008* 2012 ACI 506.2 2013* ANSI/AISC 341 2016* ANSI/SDI QA/QC 2017 ASTM C31 2018b* 2021 2020 2017* 2020 2020 2016* 2017 2017 2023 2012-e1* ACI 440.3R ANSI/AISC 360 2016* ASTM C39 ASTM C42 ASTM C94 ASTM C143 ASTM C780 ASTM C1019 ASTM C1064 ASTM C1077 ASTM C1314 ASTM D1557 2019ASTM D3740 2021ASTM D7522 2019ASTM E164 2021 2022 2021 2021 2015* 2018*AWS D1.4 2020RCSC Specification ASTM E329 ASTM E488 ASTM E543 ASTM E709 AWS D1.1 2020*SJI 100 2015*SJI 200 2016*TMS 602 * Reference standard cited by CBC 2022, Chapter 35 ACI 506R 2016* ACI 506.4R 1994* Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Soil and Foundations 1 Verify materials below shallow foundations are adequate to achieve the design bearing capacity.X 2 Verify excavations are extended to proper depth and have reached proper material.X 3 Perform classification and testing of compacted fill materials.Table 1705.6 X 4 During fill placement verify use of proper materials and procedures in accordance with the provisions of the approved geotechnical report. Verify densities and lift thicknesses during placement and compaction of compacted fill. X 5 Prior to placement of compacted fill, inspect subgrade and verify that site has been prepared properly.X Performed by the Geotechnical Engineer Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Formwork 1 Inspect erected formwork, shoring, and bracing to verify the shape, location and dimensions, and to ensure that work is in accordance with formwork design, and to verify that supports, fastenings, wedges, ties, and items are secure. Table 1705.3 ACI 318: 26.11.1.2(b)X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Concrete Reinforcement and Embedded Items 2 Cast-in-Place Anchors and other embedments: Verify the anchor diameter, length, type, grade, and depth of embedment into the concrete. Verify tie- wires and similar items have been properly installed to secure the embedded items in place during the placement of concrete. Table 1705.3 ACI 318: 17.8.2 1 Placement of Reinforcing Bars: Verify the reinforcing grade, size, number, location, and bend detailing are as shown on the drawings and are in acceptable condition. Verify tie-wires and similar items have been properly installed to secure the reinforcement in place during the placement of concrete. Table 1705.3 ACI 318: Ch. 20, 25.2, 25.3, 26.6.1-26.6.3, ACI 506.4R, ACI 506.6T X 3 Clearances: Verify proper clearances exist between reinforcement or embedded items and forms or soil.X 4 Mechanical Couplers: Verify that the specific manufacturer and model of couplers have been approved for the application by the Architect/Engineer. Verify that the couplers are installed according to the manufacturer's recommendations. X 5 Headed Reinforcing Bars: Verify that the specific manufacturer and type of headed reinforcing bars (with applicable product labeling) have been approved for the application by the Architect/Engineer. Verify that the headed terminators are installed according to the manufacturer's recommendations. X 6 Welding of Reinforcing Steel: Verify that the appropriate approved welding procedure specification (WPS) is available at the site and that the welder has properly considered the process to be performed and the joint configuration. Verify that the welder follows the essential variables of the WPS, that the materials and process comply with the applicable provisions of AWS D1.1 and AWS D1.4, and the project specifications, and that each welder has satisfactorily passed appropriate AWS qualification tests for the procedure to be performed, and if pertinent, has undergone recertification. Table 1705.3 AWS D1.4, ACI 318 Section 26.6.4 Welds larger than 5/16" Welds 5/16" And Smaller X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Cast in Place Concrete 2 Verify that the concrete is placed, consolidated, and finished as indicated on the drawings. Table 1705.3 ACI 318: 26.5 X 1 Verify that the concrete delivered to the job has been prepared with the approved mix design appropriate for the application and is transported and placed within the time and under the conditions permitted by ASTM C94 and the project specifications. Table 1705.3, 1904.1, 1904.2 ASTM C94, ACI 318: Ch. 19, 26.4.3, 26.4.4 X 4 Sampling of Fresh Concrete Table 1705.3 ACI 318: 26.5, 26.12, ASTM C172 X 3 Verify that strength test specimens are taken and cured as indicated in the project specifications. a Slump and air content: One test at point of placement for each set of compression test specimens; additional tests when concrete consistency seems to have changed. ASTM C143 b Concrete Temperature: One test hourly when air temperature is 40 degrees Fahrenheit and below or 80 degrees Fahrenheit and above, and one test for each set of compressive-strength specimens. ASTM C1064 c Compression Test Specimens: One set of four standard cylinders for each compressive-strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cured test specimens are required. ASTM C31 d Compressive-Strength Tests: One specimen shall be tested at 7 days, two specimens tested at 28 days, and one specimen retained for later testing if required. ASTM C39 Frequency of tests: A minimum of one set of cylinders shall be tested for any individual structure or each day's placement of a class of concrete exceeding 25 cubic yards. An additional set of cylinders shall be tested for each 100 cubic yards of each class of concrete. When frequency of testing will provide fewer than five strength tests for a given class of concrete, conduct testing from at least five randomly selected batches or from each batch if fewer than five are used. 5 Verify maintenance of specified curing temperature and techniques.Table 1705.3 ACI 318: 26.5.3-26.5.5 X Item No.System, Material or Element Building Code Reference Material Standard Reference Continuous Periodic RemarksFrequency Post-Installed Anchors 1 Approved Products: Verify that the specific manufacturer and model of anchors have been approved for the application by the Architect/Engineer. X 2 Verification of drilled holes: Verify that holes are drilled at the angle required and of the diameter and depth required. Verify that holes are clean prior to installation of anchors. Table 1705.3 X 3 Adhesive Anchors: Verify that the adhesive packaging indicates an expiration date and that the expiration date has not passed. Verify that adhesive is mixed properly and that the initial portion of adhesive coming out of the nozzle is wasted, as required by the manufacturer. Verify that the anchors are installed according to the manufacturer's recommendations. X See General Notes for approved products Adhesive anchors include threaded rods and reinforcing bars set in holes filled with adhesive. 4 Mechanical Anchors: Verify that the anchors are installed according to the manufacturer's recommendations.X 5 Anchor Testing: Test ten percent of each application of anchors to the tensile or torque proof load as indicated in the General Notes. One application of anchors shall be defined as those anchors installed by a single crew in a single day. X Test locations are random at the discretion of the Special Inspector, unless otherwise directed by the Architect/Engineer. If any anchor fails the test, test all anchors in the same application not previously tested until 10 consecutive anchors pass a Tension Tests: Tension test loads shall be maintained for a minimum of one minute. Anchor displacement at the end of the loading period shall be limited to one-fifth of the nominal anchor diameter. Displacement following release of load shall return to zero. ASTM E488 X Applicable to adhesive anchors b Torque Tests: Required torque must be reached within a half turn of the nut from snug, except for 3/8" diameter anchors, for which the required torque must be reached within a quarter turn of the nut from snug. X Applicable to mechanical anchors ACI 318 Section 17.8.2 ACI 318 Section 17.8.2 REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 1 P M 10/25/23238093 GV 8 GENERAL NOTES INSPECTION 05/24/2024 ODAY AM SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com ~----~~~□ C ~=:"__'::::========="----'=== /\ Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 S U B M I T T A L S The following submittals are required. Where submittals include shop drawings, each sheet of shop drawings submitted shall incorporate a pre-applied stamp to be used by the engineer to indicate the status of review and approval. The Architect/Engineer will furnish the required text and graphics of the stamp to the Contractor upon request. Submittals shall include those indicated on the following list as well as any other items indicated in the Specifications. This list is provided for convenience only and may not incorporate all requirements indicated in the project specifications. E A R T H W O R K 1. Laboratory analysis for each soil material proposed for fill and backfill from on-site and borrow sources. 2. Optimum moisture-maximum density curve for each soil material used as fill, subgrade, subbase, or base course. C A S T - I N - P L A C E C O N C R E T E 1. Mix designs and test data for concrete mixes, at least 15 days prior to intended placement. Mix design submittals shall include, as a minimum, the following: A. List of materials proposed weights and volumes of each material per cubic yard. B. Specification of source for each material. C. Gradation listing of aggregates and certification that coarse and fine aggregates meet the requirements listed in the Concrete Materials Article of the cast-place concrete section of the specifications. D. List of admixtures, with manufacturer's data sheets. E. Certification that all aggregates are compatible with the proposed cement. F. Laboratory test reports from trial batches of field experience, as applicable for the specific mix proposed for use. 2. Product data, Material Safety Data Sheets (MSDS) and code evaluation reports, as applicable, for proprietary materials and items, including curing compounds, epoxy resins, surface treatments and proprietary anchoring systems. 3. Drawings indicating proposed locations of construction joints and control joints. 4. Description of curing methods proposed and products to be employed. P O S T - I N S T A L L E D A N C H O R S 1. Product data and code evaluation reports for anchors proposed as alternatives to those specified. 2. Preparation instructions and recommendations. 3. Installation methods. 4. Storage and handling requirements and recommendations. REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 2 P M 10/25/23238093 GV 9 GENERAL NOTES SUBMITTALS 05/24/2024 ODAY AM ---- SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com D C /\ Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI #3 22 19 17 17 15 13 29 25 23 23 20 17 #4 29 25 23 22 19 17 38 33 30 29 25 23 #5 36 31 28 28 24 22 47 41 37 37 32 29 #6 43 37 34 33 29 26 56 49 45 43 38 34 #7 63 54 49 48 42 38 82 71 64 63 55 50 #8 72 62 56 55 48 43 94 81 73 72 63 56 #9 81 70 63 62 54 48 106 91 82 81 71 63 #10 91 79 71 70 61 54 119 103 93 91 80 71 #11 101 87 78 78 67 60 132 114 102 102 88 78 BA R S I Z E DEVELOPMENT LENGTH INCHES (ld)LAP SPLICE LENGTH INCHES TOP BARS OTHER BARS TOP BARS OTHER BARS 3000 PSI 4000 PSI 5000 PSI 3000 PSI 4000 PSI 5000 PSI 3000 PSI NOTES: 1. REFER TO HOOKED REINFORCEMENT TENSION DEVELOPMENT LENGTH SCHEDULE IN CONCRETE WHEN THE STRAIGHT DEVELOPMENT LENGTH IN TENSION CANNOT BE ACCOMMODATED IN THE CONCRETE SECTION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH Fy=60 KSI AND NORMAL WEIGHT CONCRETE. 3. TOP BARS ARE DEFINED AS HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST IN THE MEMBER BELOW THE BARS TO BE DEVELOPED OR SPLICED. THE TOP BAR FACTOR DOES NOT APPLY TO BARS IN WALLS. 4. WHEN BARS OF DIFFERENT SIZE ARE LAP SPLICED IN TENSION, SPLICE LENGTH SHALL BE THE LARGER OF ld OF THE LARGER BAR AND LAP SPLICE LENGTH OF THE SMALLER BAR. 5. ALL TABULATED VALUES ARE MINIMUM LENGTHS, IN CASE OF CONFLICT WITH PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 6. db = BAR DIAMETER. 7. ld = DEVELOPMENT LENGTH. 8. MULTIPLY TABULATED LENGTHS BY THE FOLLOWING FACTORS WHERE APPLICABLE. NOTE THAT FACTORS ARE CUMULATIVE: (E.G. 1.33x1.50 = 2.0) A. LIGHT WEIGHT CONCRETE: 1.33 B. 3 BUNDLED BARS:1.20 C. 4 BUNDLED BARS:1.33 D. CLEAR SPACING LESS THAN 2db AND CLEAR COVER LESS THAN db: 1.50 E. EPOXY COATED BARS:1.50 9. USE MECHANICAL COUPLERS FOR #14 AND LARGER BARS. 10. FOR LAP SPLICES IN CONCRETE MASONRY, SEE MASONRY REINFORCEMENT DETAILS. FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT DEVELOPMENT LAP SPLICE db db db DEVELOPMENT LENGTH (ld) DEVELOPMENT LENGTH (ld) LAP SPLICE LENGTH 0" U. O . N . 16 21 26 31 45 51 57 64 71 6000 PSI 12 16 20 24 34 39 44 50 55 6000 PSI 20 27 33 40 58 66 74 84 93 6000 PSI 16 21 26 31 45 51 57 64 71 6000 PSI NOTES: 1. SEE TYPICAL REINFORCEMENT BEND DETAIL FOR ADDITIONAL INFORMATION. 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy=60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. db=BAR DIAMETER 5. ldh =TENSION DEVELOPMENT LENGTH (HOOK BARS) 6. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.33 x 1.20 = 1.60) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. LIGHT WEIGHT CONCRETE: 1.33 C. EPOXY COATED BARS:1.20 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE 90 DEGREE HOOK 180 DEGREE HOOK ldh ldh db dbBAR SIZE TENSION DEVELOPMENT LENGTH FOR HOOKED BARS (ldh) INCHES 3000 PSI 4000 PSI 5000 PSI #3 9 8 7 #4 11 10 9 #5 14 12 11 #6 17 15 13 #7 20 17 15 #8 22 19 17 #9 25 23 22 #10 29 27 26 #11 34 32 31 6000 PSI 6 8 10 12 15 18 22 26 30 BAR SIZE TENSION DEVELOPMENT LENGTH FOR HEADED BARS (ldt) INCHES 3000 PSI 4000 PSI 5000 PSI #3 7 6 6 #4 9 8 7 #5 11 10 9 #6 14 12 11 #7 16 14 12 #8 18 16 14 #9 20 18 16 #10 22 19 17 #11 25 21 19 FACE OF SUPPORT, HORIZONTAL OR VERTICAL JOINT, OR POTENTIAL CRACK LINE HEADED TERMINATOR NOTES: 1. Abrg > 4Ab; s > 4db 2. TABULATED DEVELOPMENT LENGTHS ARE BASED ON REINFORCING STEEL YIELD STRENGTH (Fy = 60 KSI) AND NORMAL WEIGHT CONCRETE. 3. ALL TABULATED VALUES ARE MINIMUM LENGTHS. IN CASE OF CONFLICT WITH THE PLANS, SECTIONS, OR DETAILS, USE THE LONGER LENGTH. 4. Abrg = NET BEARING AREA OF THE HEAD. 5. Ab = BAR AREA 6. db = BAR DIAMETER 7. ldt = TENSION DEVELOPMENT LENGTH (HEADED BARS) 8. s = CLEAR SPACING BETWEEN BARS 9. ADJUST TABULATED LENGTHS BY THE FOLLOWING MULTIPLICATION FACTORS WHERE APPLICABLE. NOTE THAT THE FACTORS ARE CUMULATIVE: (e.g. 1.30 x 1.20 = 1.56) A. REINFORCING BAR STRENGTH OTHER THAN 60 KSI: (Fy/60,000) B. EPOXY COATED BARS: 1.20 10. THE HEAD IS CONSIDERED PART OF THE BAR FOR THE PURPOSE OF SATISFYING COVER REQUIREMENTS. MINIMUM CLEAR COVER IS 2db. 11. HEADS MAY BE STAGGERED TO AVOID CONGESTION. db ldt 6000 PSI 6 6 8 9 11 12 14 16 17 "T " SE E SC H E D . CL R . SE E SC H E D . TOOLED JOINT. FILLED WHERE REQUIRED NOTES: 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. USE MINIMUM JOINT WIDTH OF 3/16" FOR JOINTS TO BE FILLED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. 3. LOCATE CONTROL JOINTS ON A RECTANGULAR GRID, SPACED PER SCHEDULE. SUBMIT JOINT DETAIL AND LAYOUT TO ARCHITECT FOR REVIEW. 4. ALTERNATIVE: MAKE SAWCUT JOINTS WITHIN 4 TO 8 HOURS AFTER CONCRETE PLACEMENT. PROPER TIMING IS DICTATED BY THE RATE OF HARDENING OF THE CONCRETE. SLAB THICKNESS, "T" (IN.) JOINT DEPTH (IN.) CLEARANCE TO TOP OF REINF. (IN.) MAX. JOINT SPACING (FT.) 4"1"11/2"12' 5"11/4"2"15' 6"11/2"21/2"18' REINF. PER PLAN SUBGRADE PER PLAN VAPOR RETARDER PER PLAN OR SPECIFICATIONS 6" 1 1/2" 2 5/8" "T " 3/4 " MIN. REINF. PER PLAN NOTES : 1. FILL JOINT WHERE REQUIRED AFTER SLAB HAS BEEN CURED. 2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT. SUBGRADE PER PLAN NO REINFORCEMENT THROUGH JOINT PERMANENT 24 GAUGE GALVANIZED PREFORMED JOINT STRIP (SCREED KEY JOINT) VAPOR RETARDER PER PLAN OR SPECIFICATIONS TOOLED EDGES, TYP. 6" 3/4" 1' - 0 " MI N . 1'-0" 8" MI N . 8" MIN. 8" MIN. 1 1 / 2 " C L R . 6 " NOTE:: SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 1 1/2 " CLR. TYP. KEYED CONSTRUCTION JOINT AT THICKENED EDGE #4 CONT. (2) #4 #4 @ 12" O.C. #3 NOSING BARS EXTEND BELOW FROST DEPTH FOR EXTERIOR CONDITIONS, WHERE APPLICABLE #3 @ 12" O.C., TYP.1'-6" 9" 1'-0" 1'-0" 8" 8"8" 6" 1 1/2" 1 1/2" HORIZONTAL CONSTRUCTION JOINT VERTICAL CONSTRUCTION JOINT SECTION PLAN NOTES: 1. LOCATION AND DETAIL OF JOINTS SHALL BE APPROVED BY ARCHITECT/ENGINEER PRIOR TO CONSTRUCTING FORMS OR PLACING CONCRETE. 2. SEE ARCHITECTURAL DRAWINGS FOR REVEAL DETAILS & LOCATIONS. 3. SEE ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS. 4. CONTRACTOR TO COORDINATE LIFT HEIGHTS WITH INSULATED CONCRETE FORM MANUFACTURER PRIOR TO PLACING REINFORCING AND CONCRETE. 5. NO VERTICAL LAP SPLICES ARE REQUIRED IN SUBSEQUENT LIFTS, ONLY AT THE TRUE HORIZONTAL CONSTRUCTION JOINTS. NOTES: 1. PROVIDE CONSTRUCTION JOINTS AT 60'-O" MAXIMUM SPACING. 2. LOCATION AND DETAIL OF JOINTS SHALL BE APPROVED BY ARCHITECT/ENGINEER PRIOR TO CONSTRUCTING FORMS OR PLACING CONCRETE. 3. SEE ARCHITECTURAL DRAWINGS FOR REVEAL DETAILS AND LOCATIONS. 4. SEE ARCHITECTURAL DRAWINGS FOR WATERPROOFING DETAILS. HORIZONTAL CONSTRUCTION MID POINT OF BLOCK ADDITIONAL #4 HORZ. BARS ABOVE AND BELOW CONSTRUCTION JOINT CONTINUE VERTICAL REINFORCING THRU CONTROL JOINT AND LAP SE E S C H E D U L E LA P S P L I C E FOX BLOCKS ICF SYSTEM STAGGERED HORIZONTAL REINFORCING ADD VERTICAL REINFORCING EACH SIDE OF CONTROL JOINT CONTINUE HORIZONTAL REINFORCING THRU CONTROL JOINT AND LAP TYP. 2"SEE SCHEDULE LAP SPLICE FOX BLOCKS ICF SYSTEM REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 3 P M 10/25/23238093 GV 10 TYPICAL CONCRETE DETAILS NTS2STRAIGHT REINFORCEMENT DEVELOPMENT AND LAP SPLICE LENGTH SCHEDULE FOR CONCRETE NTS7HOOKED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS11HEADED REINFORCEMENT DEVELOPMENT LENGTH SCHEDULE FOR CONCRETE NTS TYPICAL SLAB ON GRADE CONTROL JOINT5 NTS TYPICAL SLAB ON GRADE CONSTRUCTION JOINT9 NTS TYPICAL CONCRETE STAIRS ON GRADE6 NTS TYPICAL WALL CONSTRUCTION JOINTS14 05/24/2024 ODAY AM ; ' 111=1 I l=I I l=I I l=I I l=I I l=I SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com r J ~ r ,;-•-----------,/, D C Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 1'-6" MIN. 9" 9" MIN. 6"MI N 4" MI N . 2 1 ~ ~ ~ ~ ~ ~ ~ ~ SEE "TYPICAL PIPE SLEEVE" DETAIL & "TYPICAL ADDITIONAL REINFORCEMENT @ PIPE SLEEVE" DETAIL TRENCH PARALLEL TO FOOTING STEM WALL WHERE OCCURS FOOTING BOTTOM OF FOOTING PER PLAN WHERE THIS DIMENSION EXCEEDS 2'-6", SEE "TYPICAL STEPPED FOOTINGS" DETAIL DO NOT PLACE PIPES THROUGH FOOTINGS FILL (LEAN CONCRETE FILL F'c=1500 PSI, MIN.) BOTTOM OF BACKFILLED TRENCH TO BE NO LOWER THAN THIS LINE. LOWER BOTTOM OF FOOTING AS REQUIRED PIPE SLEEVE PER "TYPICAL PIPE SLEEVE" DETAIL 5 1/4" 6 3/4" 9" 1'-6" 1'-0" 2'-3 3/8" 1'-6" 9" d 2" C L R . AL L A R O U N D TYP. HORIZ. REINFORCING NOTES: 1. SLEEVES SHALL OCCUR ONLY WITHIN THE MIDDLE THIRD OF THE HEIGHT OF ANY ELEMENT. 2. SPACING BETWEEN SLEEVES SHALL BE NO LESS THAN 3 TIMES THE LARGER SLEEVE DIAMETER. ADD (2) #4x4'-0" VERT. EA. FACE ADD (2) #6x4'-0" HORIZ. @ ℄ PIPE SLEEVE PER "TYPICAL PIPE SLEEVE" DETAIL 2"d2" CLR. TYP. AISC STD. PIPE SLEEVE, SAME LENGTH AS WALL OR GRADE BEAM THICKNESS WITH (4) 1/2 "Øx6" WHS TO SLEEVE ADJUST BAR LOCATIONS BY MINIMUM AMOUNT REQ'D TO PROVIDE CLEARANCE "d" = O.D. OF PIPE + MIN. 1" CLR. ALL AROUND CUT & WELD AS REQ'D TO INSTALL AROUND (E) PIPING NOTE: ALL PIPE SLEEVE LOCATIONS & SPACING TO BE SUBMITTED TO ENGINEER FOR REVIEW & APPROVAL PRIOR TO INSTALLATION. "A" = 1/2 SLEEVE WALL THICKNESS 2 1/8" "A" 3 " C L R . T Y P . "S " 1' - 6 " MA X . 3 " C L R . T Y P . LAP SPLICE TYP. L d T Y P . "T " = F T G . TH I C K N E S S "T" MIN. "S " 1' - 6 " MA X . 2 x "S" MIN. BETWEEN STEPS PLAN VIEW $$ WALL REINF. NOT SHOWN, SEE OTHER DETAILS MATCH TYP. FTG. REINF. TYP. FTG. REINF., SEE DETAILS (2) #5 MIN. CLOSED STIRRUPS @ 4" O.C. NOTE: FOOTINGS SLOPED LESS THAN 1:10 DO NOT REQUIRE STEP. $$ $$ 1'-0 11/16"8"1'-5 7/8" 1'-0" 1'-0" 8" 1 3/4" 1 1/2" 0" 7 5/8" LA P SP L I C E LA P SP L I C E DEVELOPMENT LENGTH TYP. a w STANDARD HOOK WHERE EMBEDMENT EQUAL TO THE BAR DEVELOPMENT LENGTH IS NOT POSSIBLE. WHERE BAR EXTENSION EQUAL TO DEVELOPMENT LENGTH IS NOT POSSIBLE, EXTEND BARS AS FAR AS POSSIBLE & PROVIDE STD. HOOK, TYP. (2) #5x5'-2" LONG DIAGONAL LINTEL REINFORCING: (2) #5 (2) #5 (2) #5 @ C.L. WALL NOTE: SEE WALL ELEVATION OR WALL DETAIL FOR TYPICAL WALL REINFORCING U-SHAPED BARS TO MATCH INTERRUPTED HORIZONTAL OR VERTICAL BARS, LAPPED WITH NORMAL HORIZONTAL OR VERTICAL BARS TYPICAL (4) SIDES OF OPENING FLOOR LINE OPTIONAL CONSTRUCTION JOINT SEE NOTE 6 (2) #5 6. THE CONTRACTOR MAY ELECT TO ADD VERTICAL CONSTRUCTION JOINTS THAT ALIGN WITH THE EDGES OF THE OPENINGS PROVIDED THAT ALL REINFORCEMENT IS CONTINUOUS THROUGH THE JOINTS. 7. REFER TO THE CONTRACT DRAWINGS FOR THE SIZES AND LOCATIONS OF ALL OPENINGS IN THE CONCRETE WALLS. NOTES: 1. FOR WALLS WITH DOUBLE LAYERS OF REINFORCING, JAMB BARS AND CORNER BARS SHALL BE PLACED AT EACH FACE, RATHER THAN AT WALL C.L. 2. EXTEND JAMB BARS FLOOR TO FLOOR, OR FLOOR TO ROOF. 3. TYPICAL REINFORCING NOT SHOWN FOR CLARITY. 4. OPENINGS ARE SHOWN SQUARE AND RECTANGULAR. CIRCULAR OPENINGS REQUIRE THE SAME DETAILS AND REINFORCEMENT. 5. WHEN DIMENSION "a" < 0.5 "w", REPLACE U-SHAPED BARS WITH CLOSED TIES. SPACE CLOSED TIES TO MATCH VERTICAL WALL REINFORCING BUT NOT GREATER THAN "a"/2. LAPPED WITH NORMAL TOP BARS AS PER SCHEDULE TYPICAL EACH SIDE U-SHAPED BAR PLAN - JAMB OR END OF WALLWALL ELEVATION WITH DOUBLE LAYER REINFORCEMENT 4'-8 5/8" 2'-6"2'-6" 10'-10 1/8 " 8'-0 1/2" LA P S P L I C E TY P I C A L 0" 0" LAP SPLICE 0" 0" 0" 0" TY P . MATCH LARGER HORIZONTAL BAR MATCH LARGER HORIZONTAL BAR (2) #6 VERT. HORIZONTAL BARS (2) #6 VERT. (3) #6 VERT. MATCH LARGER HORIZONTAL BAR CORNER INTERSECTION END DOUBLE CURTAIN STD. HOOK PLACE VERT. BAR INSIDE HORIZ. CORNER BAR STD. HOOK UP OR DN. SIZE & SPACING TO MATCH HORIZ. BAR SINGLE CURTAIN CORNER INTERSECTION END 3/4"3/4" 1'-6 7/8" 3/4" 3/4" 3/4" 1'-4 3/1 6 " FOX BLOCKS ICF, TYP. FOX BLOCKS ICF, TYP. VERTICAL REINFORCING HORIZONTAL, REINFORCING @ 16" O.C. INSULATION HORIZONTAL BAR POSITIONER FOX BLOCKS ICF SYSTEM LAP SPLICE 0" (2) #5 MIN. DOUBLE LAYER STD. HOOK 3/4" 1'-6 7/8" #5 MIN. SINGLE LAYER FOX BLOCKS ICF, TYP. FOX BLOCKS ICF, TYP. REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 4 P M 10/25/23238093 GV 11 TYPICAL CONCRETE DETAILS NTS4TYPICAL CONDITIONS FOR PIPES BELOW GRADE NTS TYPICAL ADDITIONAL REINFORCING AT PIPE SLEEVE7 NTS TYPICAL PIPE SLEEVE8 NTS TYPICAL STEPPED FOOTING14 NTS5TYPICAL MINIMUM REINFORCING AT CONCRETE WALL OPENINGS NTS11WALL AND BEAM STEM REINFORCEMENT DETAILS NTS TYPICAL FOX BLOCKS WALL SECTION13 05/24/2024 ODAY AM _[_ __ _[_ _L__ ___ _ f l'= ' I I ;: ____/ ; I I ' LJ - -:r:: t, I : - t - j • I ~-= ' L I , MPERTZ & HEGER SIMPSON GU rt Suite 500 Arthur Cou · Newport Beac , 9'19.930.2500 sgh.com = ' -; J ' ~ -r I L - '1111 C Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 WALL LEGEND: 3'-6" SEE NOTES: 1. INDICATES 4" MIN. PERFORATED PIPE. EACH SEGMENT MUST DAYLIGHT AT THE LOW END OF THE PIPE. SEE GEOTECH REPORT FOR MORE INFORMATION. 2. USE FOX BLOCKS INSULATED CONCRETE FORMS (ICF) FOR THE SITE RETAINING WALLS. - USE S600 SERIES BLOCKS FOR 6" STEM WALLS - USE S800 SERIES BLOCKS FOR 8" STEM WALLS - USE S1200 SERIES BLOCKS FOR 12" STEM WALLS 3. SF INDICATES STEP FOOTING 4. USE ULTRA HIGH PERFORMANCE CONCRETE FOR ALL RETAINING WALLS (FOOTINGS AND WALL) UNLESS NOTED WITH (R) 5. (R) INDICATES STANDARD REINFORCED CONCRETE 6. INDICATES GLASS GUARDRAIL PER DETAIL /7 13 2'-0" SEE 5'-0" SEE /5 13 8'-6" SEE 14'-0" SEE 4'-0" TO 4'-6" SEE /3 13 /2 13 /6 13 T.O.W. 104'-6" T.O.W. 99'-0" T.O.W. 99'-0" T.O.W. 99'-0" T.O.W. 100'-0" T.O.W. 105'-6" T.O.W. 101'-6" T.O.W. 112'-0" T.O.W. 110'-6" T.O.W. 110'-6" T.O.W. 113'-6" 6'-6" SEE /4 13 B.O.F. 83'-0" B.O.F. 85'-0" B.O.F. 90'-9" B.O.F. 95'-6" B.O.F. 106'-11" B.O.F. 106'-11" B.O.F. 106'-11" 2'-6" SEE /8 13 14 4 14'-0" SEE /1 13 WALL VARIES SEE DETAIL /3 14 T.O.W. 110'-0" T.O.W. 110'-0" T.O.W. 110'-0" B.O.F. 105'-11" B.O.F. 105'-2" B.O.F. 104'-5" 3 EQUAL STEPS 22'-3 3/8" B.O.F. 86'-2" B.O.F. 87'-8" B.O.F. 89'-0" B.O.F. 90'-9" 4 EQUAL STEPS 20'-0" SFSF SF SF SF SF SF 4 4 2 3 3 1 3 1 3 1 31 61 STEP 6'-11" SF 34'-8 3/8"9 B.O.F. 85'-8" B.O.F. 88'-4" 24'-3 3/8"8 14'-0" SF SF 5 10 10 10 10 10 10 3 1 2 3 4 5 6 7 8 9 10 T.O.W. 99'-0" SF 8'-8" SF B.O.F. 92'-5" B.O.F. 92'-11" 6 B.O.F. 93'-5" B.O.F. 83'-6" T.O.W. 104'-6" B.O.F. 97'-5" T.O.W. 104'-6" T.O.W. 104'-6" B.O.F. 97'-5" 14 3 B.O.W. 97'-6" 83'-6" /6 14 B.O.F. 97'-6" B.O.F. 101'-3" 10 10 B.O.F. 97'-6" (R) (R) (R) (R)(R) 4 (R) 5'-0" SEE /5 1411 11 11 11 /9 13 /2 1412'-0" SEE 12 5'-0" 15'-0" 7(R) 12 (R) ADU WALLS NOT REQUIRED PRIOR TO BACKFILL OF RETAINING WALLS. COORDINATE WALL INTERSECTIONS WITH FOX BLOCK ICF. 10 4 4 T.O.W. 109'-6" T.O.W. 105'-6" 10 B.O.F. 94'-4" T.O.W. 101'-6" T.O.W. 110'-0" T.O.W. 110'-0" T.O.W. 109'-6" T.O.W. 110'-0" 4 10 B.O.F. 102'-4" T.O.W. 109'-6" B.O.F. 102'-4" B.O.F. 104'-11" DOWEL ALL HORIZ. WALL AND FOOTING BARS INTO LOWER WALL /7 146'-0" SEE 13 13 SF B.O.F. 104'-11" B.O.F. 104'-11" REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C: \ U s e r s \ j t m o o d y \ O n e D r i v e - S i m p s o n G u m p e r t z & H e g e r I n c \ D o c u m e n t s \ 2 3 8 0 9 3 - A D A M S C E N T R A L V 2 0 2 2 _ J T M o o d y @ s g h . c o m . r v t 5/ 2 4 / 2 0 2 4 1 : 3 5 : 4 6 P M 10/25/23238093 GV 12 SITE PLAN1/8" = 1'-0" SITE RW1 05/24/2024 ODAY AM --- ~-_::-~c-_c--_c--____ I ,, : II I ~+-------, I I I \ I t=\='i' I I ----,---------------------I ===----- -= 11 I I I \ , I I I □ ------- LJ ------ □ □ □ □ B B F - □ □ ... □ □ - 0 ~ ~ ct] [P-· ===7 r-r-.....--41 r- I I I I I -- □ □ -- SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com 1/ I ,□ I I \□ I I Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 9'-6" 2'-0"7'-6" 2' - 0 " 14 ' - 0 " M A X . #6 @ 18" O.C., VERT. #7 @ 5" O.C., VERT. #4 @ 16" O.C. HORIZ. #5 @ 14" O.C. #5 @ 5" O.C., TOP #5 @ 5" O.C., BOTTOM MIN. 6" 8" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. LAP LENGTH 1'-0" #4 OFFSET BAR @ 18" O.C., VERT. FOX BLOCK TRANSITION BLOCK 8" TO 12" 14'-0" 2'-1"11'-11" 2'-0" 14'-0" #6 @ 18" O.C., VERT. #7 @ 5" O.C., VERT. #4 @ 8" O.C. HORIZ. #5 @ 14" O.C. #5 @ 5" O.C., TOP #5 @ 5" O.C., BOTTOM 1'-0" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. FUTURE ADU S.O.G. 12" FOX BLOCK CORBEL LAP LENGTH #5 OFFSET BAR @ 18" O.C., VERT. 8" TO 12" FOX BLOCK TRANSITION BLOCK #4 HOOKED DOWEL @ 12" O.C., EXTEND DEVELOPMENT LENGTH INTO SLAB FUTURE ADU CONC. SLAB, REMOVE FACE OF ICF PRIOR TO CASTING SLAB 8" SIMPSON ICF VF6 @ 24" O.C. LGMF LEDGER LGMF JOIST FRAMING 10'-4" 1'-9"8'-7" 1'-6" 9'-0" #6 @ 18" O.C., VERT. #6 @ 14" O.C., VERT. #4 @ 16" O.C. HORIZ. #5 @ 18" O.C. #5 @ 7" O.C., TOP #5 @ 7" O.C., BOTTOM 1'-0" MIN. 6" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 8" #4 OFFSET BAR @ 18" O.C., VERT. FOX BLOCK TRANSITION BLOCK 8" TO 12" 8'-7" 1'-7"7'-0" 1'-3" 7'-0" #5 @ 18" O.C., VERT. #5 @ 14" O.C., VERT. #4 @ 16" O.C. HORIZ. #5 @ 18" O.C. #5 @ 7" O.C., TOP #5 @ 7" O.C., BOTTOM 8" CLR. 3" CLR. 3" MIN. 6" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 6'-8" 1'-9"4'-11" 1'-1" 5'-6" #4 @ 12" O.C., VERT. #4 @ 12" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 16" O.C. #4 @ 6" O.C., TOP #4 @ 6" O.C., BOTTOM 8" MIN. 6" CLR. 3" CLR. 3" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 6'-9" 1'-5"5'-4" 1'-1" 4'-6" FOR RETAINING WALL 4'-0" 5'-0" #4 @ 10" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 16" O.C. #4 @ 5" O.C., TOP #4 @ 5" O.C., BOTTOM 6" MIN. 6" CLR. 3" CLR. 3" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 6'-8" 1'-5"5'-3" 1'-1" 4'-0" #4 @ 18" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 16" O.C. #4 @ 6" O.C., TOP #4 @ 6" O.C., BOTTOM 6" CLR. 3" CLR. 3" SLOPING GROUND, SEE GRADING PLAN APPROX. 4:1 MIN. 6" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 4'-5" 1'-5"3'-0" 1'-1" 3'-0" #4 @ 18" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 6" O.C., TOP #4 @ 6" O.C., BOTTOM 6" MIN. 6" CLR. 3" CLR. 3" CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT.#4 @ 16" O.C. FOX BLOCKS ICF 4'-4" 2'-4"2'-0" 1'-1" 2'-6" #4 @ 16" O.C. HORIZ. #4 @ 6" O.C., T&B 6" MIN. 6" CLR. 3" CLR. 3" CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. #4 @ 16" O.C. FOX BLOCKS ICF #4 @ 18" O.C. VERT. REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C:\Users\jtmoody\OneDrive - Simpson Gumpertz & Heger Inc\Documents\238093-ADAMS CENTRAL V2022_JTMoody@sgh.com.rvt 5/24/2024 1:35:50 PM 10/25/23238093 GV 13 RETAINING WALL DETAILS 3/4" = 1'-0" RETAINING WALL 14'-0"1 3/4" = 1'-0" RETAINING WALL 14'-0"2 3/4" = 1'-0" RETAINING WALL 8'-6"3 3/4" = 1'-0" RETAINING WALL 6'-6"4 3/4" = 1'-0" RETAINING WALL 5'-0"5 3/4" = 1'-0" RETAINING WALL 4'-6", 4'-0" SIM.6 3/4" = 1'-0" RETAINING WALL 3'-6"7 3/4" = 1'-0" RETAINING WALL 2'-6"8 8 12 345 3/4" = 1'-0" RETAINING WALL 2'-0"9 9 7 6 05/24/2024 ODAY AM • 1 • 1 , ~ .. , ' " " ' ' ' ' -., .. ~ • ' """ ' ~lillilllil· ' ~ ~ --F: "' "' " / ~ 'b ,~ ~ ~ " - ~ &:J -·· .. ··-)C ~ " " " ' ' ' ' " " !" ---------------' .,,. ' \ ' ' ' '"' " ' ' ' ' ' ' ' ...... ' ' ' .. '"' I ~ A, ~~~~' ~',IL [i11 l1JJI I luJI I fl ....... ~) ~" -A'-'.ll~ I It • • • • • • • • • • • • • • • • • • • '------------------------'-', , , , • • • • • • • • 0 □ 0 I I I I I I i' II I I I I II I I I II I I II 11-I I ~wll I II Ii' Ill I II Ill ~~~~_I I 1=111=- • • • • • • • • • • □ 0 • • • • • • • •1=111=111 111 111 111 111 111 111 111 111 11 ,11 1- , 1=111 111=11 1 11=1 1=- • • • • • • • • • • • • • □ • • ,,-11 ,,,- • ~<:i._.,<:J GON ,:;;,'<- w No. "' ' I _,.___,- =111 11 1=1 • ~~ I 1=- 1- , , ,, • • • • SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com D • • • • • • • C Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025 1'-9" 1'-1" 6'-0" MAX. #4 @ 12" O.C., VERT., TYP. #4 @ 16" O.C. HORIZ., TYP. #4 @ 16" O.C., TYP. #4 @ 6" O.C., T&B, TYP. 8" MIN. 6" CLR. 3" CLR. 3" FOX BLOCKS ICF 5'-0" 7'-5" CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 2'-0" 1'-0" #4 @ 18" O.C., VERT. #4 @ 16" O.C. HORIZ. 6" #4 @ 9" O.C. MIN. 6" 6'-2" MAX. - VARIES FOX BLOCKS ICF 1/2" DIA. @ 8" O.C. WITH 10" EMBED. HILTI RE500 ADHESIVE ANCHOR, CORE DRILLING (WITH ROUGHENING) INTO THE WALL IS ACCEPTABLE PER THE MANUFACTURER'S REQUIREMENTS VIEWRAIL ALUMINUM BASE RAIL CHANNEL, ICC- ESR 4799, OR SIMILAR GLASS GUARDRAIL 3'-6" 6"5'-11" 1'-9"4'-2" 5'-6" #4 @ 12" O.C., VERT. #4 @ 12" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 16" O.C. #4 @ 6" O.C., TOP #4 @ 6" O.C., BOTTOM 8" MIN. 6" CLR. 3" CLR. 3" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 1'-1" 13'-3" 1'-9"11'-6" 1'-6" 12'-6" MAX. #6 @ 18" O.C., VERT. #7 @ 6" O.C., VERT. #4 @ 16" O.C. HORIZ. #5 @ 18" O.C. #5 @ 6" O.C., TOP #5 @ 6" O.C., BOTTOM 1'-0" MIN. 6" FOX BLOCKS ICF CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT. 8" #4 OFFSET BAR @ 18" O.C., VERT. FOX BLOCK TRANSITION BLOCK 8" TO 12" LAP LENGTH 5'-6" 2'-9"2'-9" 1'-1" 6'-0" #4 @ 18" O.C., VERT. #4 @ 16" O.C. HORIZ. #4 @ 6" O.C., TOP #4 @ 6" O.C., BOTTOM 6" MIN. 6" CLR. 3" CLR. 3" CRUSHED ROCK PER GEOTECH REPORT 4" DIA. PERFORATED SCH. 40 PVC PIPE PER GEOTECH REPORT.#4 @ 16" O.C. FOX BLOCKS ICF REVIEWED BY: DATEINSPECTOR DATE "AS BUILT" CITY OF CARLSBAD RVWD BY:OTHER APPROVAL INITIALDATE SHEET SHEETS DWN BY: CHKD BY: PROJECT NO. CDP2022-0031 DRAWING NO. 542-7A DATE INITIAL ENGINEER OF WORK DATE INITIAL CITY APPROVALREVISION DESCRIPTION ENGINEERING DEPARTMENT RCE EXP. ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/26 DATE ADAMS HOUSE 14 GRADING PLAN FOR: GR 2023-0024 APPROVED: JASON S. GELDERT JN 2022-01 1 C:\Users\jtmoody\OneDrive - Simpson Gumpertz & Heger Inc\Documents\238093-ADAMS CENTRAL V2022_JTMoody@sgh.com.rvt 5/24/2024 1:35:52 PM 10/25/23238093 GV 14 RETAINING WALL DETAILS 3/4" = 1'-0" SECTION43/4" = 1'-0" SECTION3 3/4" = 1'-0" SECTION6 10 3/4" = 1'-0" RETAINING WALL 5'-0"5 3/4" = 1'-0" RETAINING WALL 12'-0"2 12 11 3/4" = 1'-0" RETAINING WALL 6'-0"7 13 05/24/2024 ODAYAM 1 , " E " ' 1'- ' """' ' ' [,j ,,, K ' ~ K .... ": :i ,.., ,;;; """' ' ~ • ' k"-.J. I V -~ t:"'W,, _,.. _,.. , ' ' ~ ~ """' ' ' ~ ~ ~ ' ~ ~ ' ' , I ~, .... ' F F ft------' """' H """' ' ' K ---------... """' IC ' " " " • • • • l , o~-t=====:l----- M Ill 11 111=1 1--1= - -I - • • • • ---• • • • • • • • SIMPSON GUMPERTZ & HEGER 4695 MacArthur Court. Suite 500 Newport Beach, CA 92660 9'19.930.2500 sgh.com D C /\ Docusign Envelope ID: 311A4946-D27F-42DF-ACCE-427D5F034EDD 1/13/2025