HomeMy WebLinkAboutDWG 532-5A; MS 09-07; ROSS RESIDENCE; 01-22DESCRIPTION DWG NO.SYMBOL QUANTITY
1" WATER SERVICE WITH 1" BACKFLOW
AND 1" WATER METER **CMWD W-5
DRIVEWAY, THICKNESS 5-1/2"
(CONCRETE)331 SF
GRADING NOTES:
THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL
GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PREPARATION OF AS-BUILT
GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET
OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES
CITED ON THESE PLANS.
THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS,
CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.
1.CARLSBAD MUNICIPAL CODE.
2.CITY OF CARLSBAD ENGINEERING STANDARDS.
3.THIS SET OF PLANS.
4.3RD EXTENSION APPROVAL LETTER DATED 6/15/23 .
5.THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK).
6.SOILS REPORT AND RECOMMENDATIONS BY CHRISTIAN WHEELER ENGINEERING
DATED AUGUST 9, 2024, MARCH 28, 2025 & APRIL 30, 2025
7.THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF
CARLSBAD STANDARDS.
8.CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS DATED N/A
9.ENVIRONMENTAL APPROVAL DOCUMENTS DATED 03/01/18 .
10.STORM WATER POLLUTION PREVENTION PLAN, TIER 2
11.STORM WATER QUALITY MANAGEMENT PLAN PREPARED BY K & S ENGINEERING, INC
DATED 5/08/2025 .
12.CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS
CONSTRUCTION SITE BMP MANUAL.
WORK TO BE DONE:EROSION CONTROL NOTES:
"DECLARATION OF RESPONSIBLE CHARGE"
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE
CHARGE OVER 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
PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF
WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN.
FIRM: K & S ENGINEERING, INC
ADDRESS: 7801 MISSION CENTER COURT, SUITE 100
CITY, STATE: SAN DIEGO, CA
TELEPHONE: (619) 296-5565
EMAIL: H-ZOMORRODI@KS-ENGR.COM
BY DATE: 10/31/25
HOSSEIN ZOMORRODI
R.C.E. NO.: 43235
REGISTRATION EXPIRATION DATE: 3/31/26
SOILS ENGINEER'S CERTIFICATE
SOURCE OF TOPOGRAPHY
TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY FIELD SURVEY METHODS FROM INFORMATION
GATHERED ON JUNE 06, 2025, BY K & S ENGINEERING. AERIAL TOPOGRAPHY WAS PREPARED BY BIRDS EYE
AERIAL DRONES ON JULY 21, 2025. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP
ACCURACY STANDARDS.
PROJECT LOCATION
THIS PROJECT IS LOCATED WITHIN ASSESSOR'S PARCEL NUMBER(S)
216-160-18-00
SAN
T
A
F
E
CITY OF ENCINITAS
OCEAN
PACIFIC
BL
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D
LA COSTA AVE
RA
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C
H
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A
L
CANNON
PALOMAR
C
A
R
L
S
B
A
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A
V
I
A
R
A
P
K
W
Y
.
AIRPO
R
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CITY OF OCEANSIDE
I
N
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R
S
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5
HIGHWAY 78
RD.
EL
CAM
I
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O
ROA
D
CITY OF VISTA
ROAD
ALGA
ROAD
CITY OF
SAN MARCOS
SCALE
NOT TO
VICINITY MAP
C
O
L
L
E
G
E
B
L
.
CO
L
L
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G
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BLV
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SITE
4,240'±
INDEX OF SHEETS
SHEET 1 TITLE SHEET
SHEET 2 IMPROVEMENT PLAN
SHEET 3 GRADING PLAN
SHEET 4 UTILITY PLAN
SHEET 5 SECTIONS
SHEET 6 SECTIONS & DETAIL
SHEET 7 TIER 2 SWPPP TITLE SHEET
SHEET 8 EROSION CONTROL PLAN
SHEET 9 RETAINING WALL PROFILE
SHEET 10-12 RETAINING WALLS
SHEET 13-21 SHORING WALLS
SHEET 22 SINGLE SHEET BMP EXHIBIT
LEGAL DESCRIPTION
LOT 18 OF LA COSTA SOUTH UNIT NO. 1, IN THE CITY OF CARLSBAD,
COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO OFFICIAL
MAP THEREOF NO. 6117, FILED IN THE OFFICE OF THE SAN DIEGO COUNTY
RECORDER ON JUNE 3, 1968.
PROJECT ADDRESS
2484 LA COSTA AVENUE,
CARLSBAD, CA 92009
DEVELOPER
NAME: ZOBAIR ROOHANI
ADDRESS: 13523 PENFIELD POINT, SAN DIEGO, CA 92130
PHONE NO.: (310) 606-0243
EARTHWORK QUANTITIES
CUT: 918 CY
FILL: 1,410 CY
IMPORT: 492 CY
EXPORT: 0 CY
REMEDIAL: 7,839 CY
BENCHMARK
DESCRIPTION: 2.5" BRASS DISK MARKED CLSB-023 L.S. 6215
LOCATION: LOCATED ON THE NORTH CURB OF LA COSTA
AVE. 1/2 MILE EAST OF EL CAMINO REAL. 22FT.
EAST OF THE EAST END OF A 2.5FT. TALL GUARDRAIL
PER R.O.S. 17271.
RECORDED: ROS 17271
ELEVATION: 59.91 DATUM: NGVD 29
ABBREVIATIONS
LEGEND
POST-CONSTRUCTION BMP TABLE
STORMWATER REQUIREMENTS THAT APPLY:
STANDARD STORMWATER REQUIREMENTS
PRIORITY PROJECT REQUIREMENTS
TOTAL LOT AREA = 23,712 SF (0.544 AC.)
TOTAL DISTURBED AREA = 23,627 (0.524 AC.)
(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 TRAFFIC, SOIL/GRAVEL
PILES, UTILITY TRENCHES, BACKFILL CUTS AND SLOPE KEYWAYS)
TOTAL REPLACED IMPERVIOUS AREA = 0
TOTAL PROPOSED IMPERVIOUS AREA = 13,300
A AREA
CF CURB FACE
CL CENTERLINE
CO CLEANOUT
DWY DRIVEWAY
E EAST
EL.ELEVATION
EP EDGE OF PAVEMENT
EX.EXISTING
E, T, G ELECTRICAL, TELEPHONE, GAS
FFE FINISHED FLOOR ELEVATION
FG FINISHED GRADE
FL FLOW LINE
FS FINISHED SURFACE
GB GRADE BREAK
H RETAINING HEIGHT, HORIZONTAL
HP HIGH POINT
IE INVERT ELEVATION
L LENGTH
MAX MAXIMUM
MIN MINIMUM
N NORTH
PL PROPERTY LINE
PVC POINT OF VERTICAL
PVI POINT OF VERTICAL
PVT POINT OF VERTICAL
ROW RIGHT OF WAY
S SOUTH
TC TOP OF CURB
TE TOP OF ELEVATION
TF TOP OF FOOTING
TG TOP OF GRATE
TS TOP OF SHORING
TW TOP OF WALL
TYP TYPICAL
W WEST
V VERTICAL
TITLE SHEET
1
THIS CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS:
334 1689N E
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
2 EA
6" CURB & GUTTER 58 LF
EXISTING SIDEWALK (CONCRETE)
****SDRSD G-14A
*C.O.C. GS-12
BIOFILTRATION BASIN (NO INFILTRATION)575 SF
9" NDS ROUND GRATE OR EQ.-3 EA
12"X12'" NDS GRATE OR EQ.-11 EA
SLOPE 2:1 MAX.-
****SDRSD G-02, TYPE G
-
RETAINING WALL 2,400 SFSEE SHEETS 10-12
SAWCUT 267 SF
SEE SHEETS 13-21
PAVEMENT (PUBLIC STREET)262 SF*C.O.C. GS-17
2" GRIND AND OVERLAY 2,678 SF-
TRENCHING RESURFACING 84LF*C.O.C. GS-25
6" PVC STORM DRAIN PIPE 366.5 LF
PCC DRAINAGE DITCH 143 LF****SDRSD D-75, TYPE B
RIPRAP, T=1.1', ROCK CLASS NO.2
BACKING 2 EA****SDRSD D-40, TYPE 1
4" SEWER LATERAL 2 EA
W
S SCO
24"X24'" NDS GRATE OR EQ.-2 EA
****LWD S-17,S-25, S-32 (TYPE II)
DANIEL B. ADLER
AUGUST 9 2024
SIGNED:
G.E./P.E. NO.: 36037
DATE: 11/31/2025
LICENSE EXPIRATION DATE: 06/30/2026
I, A REGISTERED (CIVIL/GEOTECHNICAL) ENGINEER OF THE STATE OF CALIFORNIA,
PRINCIPALLY 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
BETWEEN THE DATES OF , AND , . TWO COPIES OF THE SOILS REPORT
COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY
ENGINEER.
SUBDIVISION BOUNDARY -
RIGHT OF WAY -
R/W
EASEMENT -
LEUCADIA WASTEWATER DISTRICT
PUBLIC SEWER SYSTEM APPROVAL
APPROVED BY:LWD DISTRICT ENGINEER
DEXTER S. WILSON PE RCE DATE
DEXTER WILSON ENGINEERING, INC.
FIRM EXP. DATE
6/30/2026
C33692
DETAIL
SHEET 22
-
-
-
-
REFERENCE DRAWINGS
WATER DRAWING #168-10
SEWER COUNTY OF SD TM 2694-1
EXEMPT FROM
HYDROMODIFICATION?
EXEMPT FROM
TRASH CAPTURE?
YES
NO
YES
NO
PARTIALLY COMPLETED PROJECTS SEEKING TO INDEFINITELY STOP WORK AND CLOSE THE GRADING PERMIT MUST
IMPLEMENT APPROPRIATE ACCESS RESTRICTION AND EROSION AND SEDIMENT CONTROL MEASURES TO THE
SATISFACTION OF THE CITY, INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
1.PERMANENTLY STABILIZE ALL SLOPES (>5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED
VEGETATION (SEE CITY LANDSCAPE MANUAL FOR
GUIDELINES) IS CONSIDERED ADEQUATE.
2.PERMANENTLY 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 ADEQUATE.
3.RESTRICT ACCESS TO SITE - COORDINATE WITH CITY STAFF TO DETERMINE APPROPRIATE FENCING TYPE.
4.SIGNAGE ALONG FRONTAGE ROAD(S) POSTING THAT DUMPING, LITTERING, AND
TRESPASSING ARE PROHIBITED.
5.TRESPASS ENFORCEMENT AUTHORIZATION LETTER MUST BE SENT FROM THE OWNER TO THE CITY OF CARLSBAD
POLICE DEPARTMENT.
6.NOTARIZE AND RECORD AGAINST THE PROPERTY AN AGREEMENT STATING THAT OWNER IS RESPONSIBLE FOR
MAINTAINING FENCING AND SIGNAGE, ADHERING TO THE FIRE PREVENTION ORDINATION, KEEPING THE SITE FREE
FROM LITTER ACCUMULATION AND VEGETATION GROWTH, AND REMOVING ANY ILLEGALLY DUMPED MATERIALS AT
THE SITE UNTIL THE PROPERTY IS DEVELOPED IN THE FUTURE.
ABANDONMENTS NOTES
1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT AT
2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY
SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE
RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS EMINENT.
3. FOR PROJECTS COVERED BY STATE SWPPP/WDID, IN ACCORDANCE WITH THE CONSTRUCTION ORDER ISSUED BY
THE CALIFORNIA REGIONAL WATER QUALITY CONTROL BOARD, THE CONTRACTOR'S QUALIFIED SWPPP
PRACTITIONER (QSP) SHALL UPDATE AND MAINTAIN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) TO
ADDRESS UPDATED SITE CONDITIONS OF THE PROJECT. THE UPDATED SWPPP SHALL BE KEPT AT THE PROJECT SITE
AND MADE AVAILABLE TO THE CITY INSPECTOR. ADDITIONAL CONSTRUCTION BMP'S BEYOND THE ORIGINAL
APPROVED SWPPP SHALL BE PROVIDED TO ADDRESS SITE CONDITIONS NOT ANTICIPATED. THE QSP SHALL REPORT
BMP DEFICIENCIES TO THE CITY INSPECTOR. THE QSP SHALL OBTAIN APPROVAL FROM THE CONTRACTOR'S
QUALIFIED SWPPP DEVELOPER AND THE CITY INSPECTOR REGARDING ANY SIGNIFICANT CHANGES TO BMP
DEPLOYMENT.
5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY
ENGINEER AND/OR CITY INSPECTOR 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 CREATE 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
THREE (3) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE
REMOVED AFTER EACH RAINFALL.
10. SHOULD GERMINATION OF HYDROSEEDED 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 CASQA CONSTRUCTION HANDBOOK.
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.
ZOBAIR ROOHANI (310) 606-0243
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. I (WE)
ALSO UNDERSTAND AND ACKNOWLEDGE THAT I (WE) MUST:
(1)IMPLEMENT BEST MANAGEMENT PRACTICES (BMPs) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM
EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID
THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND
(2)ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED CONSTRUCTION SWPPP THROUGHOUT
THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND
SIGNED OFF BY THE CITY OF CARLSBAD.
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 IMPLEMENTATION OF THE SWPPP IN
ACCORDANCE WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT, LATEST VERSION.
ZOBAIR ROOHANI DATE
10/31/25
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.
3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF-WORK FROM
RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING
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 CERTIFICATE OF INSURANCE AS WELL
AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS
AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF
$2,000,000.00 FOR EACH OCCURRENCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE
POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR
BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE.
IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.
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 DATE 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
AND THE TITLE SHEET.
9. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE
CITY ENGINEER.
10. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE
ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY.
11. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT
SITE AT ALL TIMES DURING CONSTRUCTION.
12. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF:
(A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE
SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY
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 TESTS.
13. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO
RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE
OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF
A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY 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 SPECIFICATIONS
AND THE "EARTHWORK SPECIFICATIONS" ATTACHED TO THE PRELIMINARY SOILS
INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT
INSPECTOR.
14. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE BEGINNING OF WORK AND SHALL
BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION,
SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR WILL BE
CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE
PRECONSTRUCTION MEETING. APPROVED DRAWINGS 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
CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760)438-3891. INSPECTION
REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE WORKING DAY BEFORE THE
INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU
REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL
WORK DAYS LATER.
16. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL
DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE
SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND
HEALTH STANDARDS, LAWS AND REGULATIONS.
17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL
PLAN TO THE CITY ENGINEER AND/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 DURING THE EXCAVATION OF SUCH TRENCH OR
TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR
ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER
AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE
SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8
CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED
ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST
BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION.
19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING
CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY
THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED
WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO.
20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP,
REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT,
CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE
LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY
AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR
HOLIDAYS (A LIST OF CITY HOLIDAYS IS AVAILABLE ONLINE).
21. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY
INSPECTOR FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE
HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
23. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE
REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN.
24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS
NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT
SLOPE.
25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION
CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND 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 AND
CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES,
ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY
THE CITY ENGINEER.
27. ALL SLOPES SHALL BE IRRIGATED, 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.
22. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND 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.
18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED
FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE
OF THE SCHEDULING OF BLASTING OPERATIONS.
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. 532-5L,
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 AND IRRIGATION PLANS AND
THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE
MANUAL TIME REQUIREMENTS.
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 AND REPLACED WITH
PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR
REMOVED AS APPROVED BY THE CITY ENGINEER.
31. THE EXISTENCE AND 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 LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO
TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY
OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN.
32. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVE GROUND AND
UNDERGROUND) 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.
33. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING
DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A
COMPANY REPRESENTATIVE.
UNDERGROUND SERVICE ALERT 811 OR(800)642-2444
SDG&E (800)411-7343
AT&T (800)241-3624
CHARTER/SPECTRUM CABLE (866)788-0166
COX COMMUNICATIONS (619)262-1122
CITY OF CARLSBAD(STREETS & STORM DRAIN) (442)339-2980
CITY OF CARLSBAD(SEWER,WATER & RECLAIMED WATER) (442)339-2722
SAN DIEGUITO WATER DISTRICT (760)633-2650
LEUCADIA WASTEWATER DISTRICT (760)753-0155
VALLECITOS WATER DISTRICT (760)744-0460
OLIVENHAIN WATER DISTRICT (760)753-6466
BUENA SANITATION DISTRICT (442)643-5416
AS APPROPRIATE
34. PERMIT COMPLIANCE REQUIREMENTS:
A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR
GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS
{15.16.120 A.8} CARLSBAD MUNICIPAL CODE.
B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT - THE FOLLOWING REPORTS MUST BE SUBMITTED
TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR {15.16.120 A.10} CARLSBAD MUNICIPAL
CODE:
1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL
EROSION CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE
WITH CITY CODE AND 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 TESTS AND PLOTTED TEST POINTS THE REPORT SHALL ALSO INCLUDE A
STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH
THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS
REPORT AND ANY SUPPLEMENTS THERETO.
4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY.
35. 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.
36. IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED
BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE
DOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER.
*
*
*
*
**
*
*
ALL STANDARD DRAWINGS ARE SAN DIEGO REGIONAL STANDARD DRAWINGS (SDRSD)
UNLESS NOTED OTHERWISE:
* CITY OF CARLSBAD STANDARD
**CARLSBAD MUNICIPAL WATER DISTRICT STANDARD DRAWING
***SDRSD AS MODIFIED BY CITY OF CARLSBAD
**** LEUCADIA WASTEWATER DISTRICT
PRIVATE DRIVEWAY 5,186 SF6" PCC
--
SHORING 540 SF
-
AUGUST 28 2025
11/17/2025
ODAY
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Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
LA COSTA AVENUE
EX 12" ACP WATER MAIN PER DWG 168-10
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"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
STREET IMPROVEMENT PLAN
2
TYPICAL SECTION LA COSTA AVENUE
SCALE: 1' = 10'EX 6" CURB REPLACE WITH
NEW 6" CURB & GUTTER PER
SDRSD G-02,TYPE G
PROPOSED CONCRETE
SIDEWALK AT TRANSITION
TO DRIWAY PER SDRSD
G-14-A
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PROPOSED PAVEMENT DESIGN PER
GS-17, STREET NOTE #1 & TO THE
SATISFACTION OF THE CITY ENGINEER
R/W R/WC/L
5'5'
10'
5'5'
10'32'
42'42'
84'
EX 6" CURB & GUTTER
EX SIDEWALK
EX ASPHALT
EX 6" CURB & GUTTER
EX SIDEWALK
LA COSTA AVENUE PARKWAY DETAIL
SCALE: 1' = 5'
R/W
LA COSTA AVENUE SITE
EX ASPHALT 12"
VARIES VARIES
10'
2%
CONSTRUCTION NOTE:
ADJUST UTILITY VAULT TO NEW GRADE1
CHANGE TV & TEL PEDESTALS TO HAND HOLE ADJUST TO GRADE2
ADJUST SDG&E HAND HOLE TO GRADE3
REMOVE EXISTING BRAZILIAN PEPPER TREE4
2" MIN. GRIND AND OVERLAY TO PROVIDE A SMOOTH TRANSITION5
CONSTRUCT 12" WIDE 6" AC PAVEMENT PER COC GS-126
SAWCUT LINE7
CONSTRUCT 16' WIDE DRIVEWAY PER SDRSD G-14A AND GS-128
EXISTING UTILITY MH, PROTECT IN PLACE9
CONSTRUCT 1" TYPE 'K' SOFT COPPER WATER SERVICE WITH 1" BACKFLOW PREVENTER PER
CMWD W-5. REPLACE ACP STICK WITH PVC PER ENGINEERING STANDARDS VOLUME
2-CHAPTER 3.3.11
10
REMOVE EXISTING 1" WATER SERVICE AND METER PER SPEC. 15000-3.12.
COORDINATION AND SEQUENCING IS REQUIRED BY THE CONTRACTOR FOR THE USE OF THIS
SERVICE DURING CONSTRUCTION.
11
WATER NOTES
1. WATER & RECYCLED WATER MAIN AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH
THE "CITY OF CARLSBAD ENGINEERING STANDARDS" (LATEST EDITION) VOLUMES 2 & 3.
2. BEFORE ANY CONNECTION OR SHUT DOWN OF VALVES ON EXISTING C.M.W.D. LINES, A PERMIT SHALL
BE OBTAINED FROM THE C.M.W.D. OFFICE AND MUST BE SIGNED AND APPROVED BY THE CITY OF
CARLSBAD'S DEPUTY CITY ENGINEER AND THE UTILITY OPERATIONS' PUBLIC WORKS MANAGER.
3. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING
THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUESTS MUST
BE RECEIVED PRIOR TO 2:00 P.M. ON THE WORK DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS
WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M.
WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER.
4. NO TREES OR STRUCTURES SHALL BE ALLOWED IN THE WATER LINE EASEMENT, ALL EXISTING TREES
AND STRUCTURES SHALL BE REMOVED PRIOR TO COMMENCEMENT OF WORK - ANY EXCEPTIONS
SHALL REQUIRE WRITTEN PERMISSION FROM THE DISTRICT ENGINEER.
5. ALL BURIED COPPER PIPING AND APPURTENANCES SHALL BE PROTECTED BY MEANS OF
CATHODIC PROTECTION. IF DEVELOPER/OWNER CONDUCTS A SOILS TEST REPORT AND
DEMONSTRATES THAT PROTECTION CAN BE PERFORMED IN ANOTHER MANNER, THE DISTRICT
ENGINEER WILL CONSIDER AN ALTERNATIVE FORM OF PROTECTION.
6. THE EXACT HORIZONTAL AND VERTICAL ALIGNMENT AND TYPE OF MATERIALS OF THE FIRE LINE
LOCATED BETWEEN THE DETECTOR CHECK VALVE AND BUILDING SHALL BE DETERMINED BY THE
CITY OF CARLSBAD FIRE MARSHAL.
7. ALL POTABLE WATER SERVICES SHALL BE 1" AND ALL METERS SHALL BE 1" (UNLESS OTHERWISE NOTED
ON PLANS).
8. ALL WATER METER BOXES SHALL BE 17" X 30" X 12" POLYMER CONCRETE AS MANUFACTURED BY
ARMORCAST OR EQUAL.
9. MINIMUM SPACING BETWEEN POTABLE WATER SERVICES AND SEWER LATERALS SHALL BE 10 FEET.
10. THE TOP OF WATER METER BOXES SHALL BE FLUSH WITH THE FINISHED SURFACE GRADE.
11. CONSTRUCTION OF WATER MAINS AND RECYCLED WATER MAINS SHALL ADHERE TO THE "CRITERIA FOR
THE SEPARATION OF WATER MAINS AND SANITARY SEWERS" PUBLISHED BY THE STATE OF CALIFORNIA'S
DEPARTMENT OF HEALTH SERVICES.
12. AXIAL DEFLECTION AT THE PIPE JOINTS IS NOT ALLOWED. THE USE OF A HIGH- DEFLECTION COUPLING AT A
PIPE JOINT MAY BE PERMITTED BY THE INSPECTOR ON A CASE BY CASE BASIS NOT TO EXCEED 4
DEGREES TOTAL DEFLECTION PER COUPLING (2 DEGREES/EACH GASKET). USE CERTAINTEED "VINYL-IRON"
H.D. FOR C900.
13. BEFORE CONSTRUCTION BEGINS IN ANY PUBLIC RIGHT OF WAY, A CITY RIGHT OF WAY PERMIT SHALL BE
REQUIRED.
14. NO CUTTING OR SNAPPING OF ASBESTOS CEMENT PIPE (ACP) IS PERMITTED. CONTRACTOR SHALL REMOVE
ACP TO NEAREST COUPLING AND INSTALL ACP X PVC ADAPTORS AND THE NECESSARY PVC SIZE AND CLASS
PIPE TO INSTALL THE TEE AT THE STATION.
15. PRIOR TO BACKFILL, INSTALL TRACER WIRE ON TOP OF PIPE AND SECURE IN PLACE WITH 2-INCH WIDE
PLASTIC ADHESIVE TAPE AT MAXIMUM 10-FOOT INTERVALS. WIRE TO ENTER VALVE STANDS BY MEANS OF
DRILLED HOLE IN PIPE STAND WALL JUST BELOW 4TTBOX. WIRE IS NOT TO INTERFERE WITH VALVE NUT
OPERATION. RUN TRACER WIRE CONTINUOUSLY ALONG PIPE AND TERMINATE IN ADJACENT VALVE BOXES
FOR BURIED ASSEMBLIES OR BURIED VALVES. WHERE BURIED SPLICES OCCUR, USE AN ELECTRICAL
EPOXY RESIN SUCH AS SCOTCHCAST, OR APPROVED EQUAL. PROVIDE 24 INCHES OF COILED WIRE AT
ACCESS POINTS FOR ATTACHMENTS OF PIPE LOCATING EQUIPMENT. EACH INSTALLED RUN OF PIPE
SHALL BE CAPABLE OF BEING LOCATED USING THE TRACER WIRE. PROTECT WIRE INSULATION FROM
DAMAGE DURING INSTALLATION AND BACKFILLING. WIRE INSULATION THAT IS BROKEN, CUT, OR DAMAGED
SHALL BE REPLACED.
TRACER WIRE SHALL BE AWG NO. 8 STRANDED COPPER WIRE WITH HIGH MOLECULAR WEIGHT
POLYETHYLENE (HMW/PE) INSULATION SPECIFICALLY DESIGNED FOR DIRECT BURIAL IN CORROSIVE SOIL
OR WATER. POLYETHYLENE INSULATION SHALL CONFORM TO ASTM D 1248, TYPE 1, CLASS C. WIRES WITH
CUT OR DAMAGED INSULATION ARE NOT ACCEPTABLE AND REPLACEMENT OF THE ENTIRE WIRE WHICH
HAS BEEN DAMAGED WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE.
16. CONTRACTOR TO SUBMIT E-28 FORM TO CM&I, MINIMUM 2 WEEKS PRIOR TO SCHEDULED WATER SHUTDOWN.
1. LWD APPROVAL OF THESE PLANS DOES NOT RELIEVE THE APPLICANT, LWD APPROVAL OF THESE PLANS DOES NOT RELIEVE THE
APPLICANT, PRIVATE ENGINEER OF WORK, OR CONTRACTOR FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS
DISCOVERED DURING OR AFTER CONSTRUCTION.
2. ALL DESIGN, MATERIALS, AND CONSTRUCTION WORK SHALL CONFORM ALL DESIGN, MATERIALS, AND CONSTRUCTION WORK SHALL
CONFORM TO THE LWD SEWER STANDARD SPECIFICATIONS AND TO THE REQUIREMENTS OF THE STANDARD SPECIFICATIONS FOR PUBLIC
WORKS CONSTRUCTION (GREENBOOK) AND THE REGIONAL STANDARD DRAWINGS, MOST CURRENT EDITIONS. IN THE EVENT OF CONFLICT
THE LWD SEWER STANDARD SPECIFICATIONS GOVERN.
3. OSHA SAFETY ORDERS AND OSHA CONFINED SPACE ENTRY OSHA SAFETY ORDERS AND OSHA CONFINED SPACE ENTRY REQUIREMENTS
SHALL BE FOLLOWED AT ALL TIMES WITHOUT EXCEPTION.
4. THE CONTRACTOR SHALL HAVE A COPY OF THE DOCUMENTS THE CONTRACTOR SHALL HAVE A COPY OF THE DOCUMENTS SPECIFIED IN
SEWER NOTES 2 & 3 ON THE JOBSITE AT ALL TIMES.
5. THE CONTRACTOR SHALL GUARANTEE ALL WORK FOR A PERIOD OF THE CONTRACTOR SHALL GUARANTEE ALL WORK FOR A PERIOD OF
ONE YEAR AFTER THE DATE OF FINAL ACCEPTANCE BY LWD AND SHALL REPAIR OR REPLACE ANY WORK THAT MAY PROVE DEFECTIVE IN
WORKMANSHIP AND/OR MATERIALS WITHIN THE ONE YEAR PERIOD WITHOUT EXPENSE WHATSOEVER TO LWD.
6. PRIOR TO BEGINNING SEWER WORK, CONTRACTOR SHALL SECURE A PRIOR TO BEGINNING SEWER WORK, CONTRACTOR SHALL SECURE
A LWD PERMIT FOR CONSTRUCTION AND SHALL PROVIDE A MINIMUM OF 72 HOURS NOTICE TO LWD PRIOR TO CONSTRUCTION.
7. APPROVAL OF THIS PLAN BY LWD DOES NOT CONSTITUTE A APPROVAL OF THIS PLAN BY LWD DOES NOT CONSTITUTE A
REPRESENTATION OF THE ACCURACY OF THE LOCATION OF, OR THE EXISTENCE OR NON-EXISTENCE OF, ANY UNDERGROUND UTILITY, PIPE,
OR STRUCTURE WITHIN THE LIMITS OF THIS PROJECT.
8. ALL REVISIONS TO DRAWINGS SHALL BE APPROVED BY THE LWD ALL REVISIONS TO DRAWINGS SHALL BE APPROVED BY THE LWD
DISTRICT ENGINEER IN WRITING PRIOR TO CONSTRUCTION.
9. CONNECTIONS TO EXISTING SEWER PIPE OR MANHOLES SHALL ONLY CONNECTIONS TO EXISTING SEWER PIPE OR MANHOLES SHALL
ONLY BE DONE IN THE DIRECT PRESENCE OF THE LWD INSPECTOR. NEW SEWER SHALL NOT BE CONNECTED OR ALLOWED TO FLOW TO
EXISTING SEWER UNTIL AFTER FINAL ACCEPTANCE OF ALL UPSTREAM WORK BY THE LWD INSPECTOR, OR AS APPROVED BY DISTRICT
ENGINEER.
LEUCADIA WASTEWATER NOTES
10. ALL SERVICE LATERALS SHALL BE LOCATED AT RIGHT ANGLES TO ALL SERVICE LATERALS SHALL BE LOCATED AT RIGHT ANGLES TO
THE SEWER MAIN UNLESS OTHERWISE SHOWN AS APPROVED BY LWD ON THE PLANS.
11. A 2-INCH HIGH "S" SHALL BE INSCRIBED ON THE CURB FACE AT A 2-INCH HIGH "S" SHALL BE INSCRIBED ON THE CURB FACE AT S" SHALL
BE INSCRIBED ON THE CURB FACE AT SHALL BE INSCRIBED ON THE CURB FACE AT EACH LATERAL LOCATION BY THE CONTRACTOR.
12. ALL LATERALS SHALL BE CONSTRUCTED CLEAR OF DRIVEWAYS. ALL LATERALS SHALL BE CONSTRUCTED CLEAR OF DRIVEWAYS.
13. ALL SEWERS AND LATERALS SHALL BE WAYNE BALLED OR JETTED, ALL SEWERS AND LATERALS SHALL BE WAYNE BALLED OR JETTED,
LOW PRESSURE AIR TESTED, AND TELEVISED AT THE APPLICANT/CONTRACTORS EXPENSE PRIOR TO CONSIDERATION FOR FINAL
ACCEPTANCE BY LWD. AIR TEST SHALL BE DONE AFTER CONSTRUCTION OF ALL OTHER UTILITIES AND UTILITY LATERALS.
14. ALL SEWERS AND LATERALS SHALL BE IN PLACE AND SHALL HAVE ALL SEWERS AND LATERALS SHALL BE IN PLACE AND SHALL HAVE
FINAL APPROVAL BY THE LWD INSPECTOR PRIOR TO BACKFILL.
15. ALL NEW CONNECTIONS TO EXISTING SEWER SHALL BE MADE TO ALL NEW CONNECTIONS TO EXISTING SEWER SHALL BE MADE TO
EXISTING WYES OR SHALL BE MADE BY INSTALLING NEW MADE BY INSTALLING NEW MANUFACTURED WYES. FOR INSTALLING NEW
MANUFACTURED WYES, MANUFACTURED WYES, STANDARD BELL AND SPIGOT OR PLAIN END WYES AND PLAIN END PIPE SPOOLS MATCHING
THE ADJACENT EXISTING PIPE MAY BE USED FOR INSERTING WYES INTO AN EXISTING SEWER. GASKETED PVC SADDLE WYES MAY BE USED
FOR EXISTING SEWER MAINS 10-INCHES AND LARGER. ALL CONNECTIONS NOT MADE TO EXISTING WYES MUST BE IN ACCORDANCE WITH
LWD STANDARD DRAWING S-32.
16. FOR CONNECTION OF NEW LATERALS TO EXISTING PIPE GREATER FOR CONNECTION OF NEW LATERALS TO EXISTING PIPE GREATER
THAN 8-INCH DIAMETER, CONTRACTOR SHALL CUT IN A NEW WYE PER ABOVE OR MAY USE A SUITABLY SIZED SEWER SADDLE WYE PER STD.
DWG. S-32.
17. IF NECESSARY DURING THE LATERAL CONNECTION WORK, UPSTREAM IF NECESSARY DURING THE LATERAL CONNECTION WORK,
UPSTREAM FLOW IN THE EXISTING SEWER SHALL BE TEMPORARILY PLUGGED AND BYPASSED. A BYPASS PLAN IN ACCORDANCE WITH LWD
STANDARD DRAWING S-32 MUST BE REVIEWED AND APPROVED BY THE LWD DISTRICT ENGINEER PRIOR TO INSTALLING THE TEMPORARY
PLUG.
18. FOR CONNECTION OF PLAIN END TO PLAIN END PVC SEWER, REPAIR FOR CONNECTION OF PLAIN END TO PLAIN END PVC SEWER,
REPAIR COUPLINGS SHALL BE MADE OF PVC MATERIAL MEETING THE SAME MATERIAL REQUIREMENTS AS THE PIPE BEING REPAIRED. PVC
SEWER REPAIR COUPLINGS SHALL BE RUBBER GASKETED WITH NO CENTER STOP. PIPE ENDS SHALL BE THOROUGHLY CLEANED PRIOR TO
INSTALLATION OF THE REPAIR COUPLING(S). THE REPAIR COUPLING SHALL BE SLIPPED ALL THE WAY ON TO ONE PLAIN END PIPE, THEN THE
PIPE AND ADJOINING PIPES SHALL BE ALIGNED TOGETHER AND THE REPAIR COUPLING SLIPPED BACK INTO A POSITION EQUALLY SPACED
BETWEEN THE TWO PLAIN END PIPES. PVC SEWER REPAIR COUPLINGS SHALL BE AS MANUFACTURED BY PW PIPE OR EQUAL APPROVED BY
THE LWD DISTRICT ENGINEER.
19. PVC OR VITRIFIED CLAY PIPE (VCP) SEWER PIPE AND WYES MAY BE USED TO TIE-IN TO EXISTING VCP. FOR CONNECTION OR REPAIR OF
PLAIN END VCP TO VCP OR VCP TO PVC, A FERNCO SERIES 5000 OR MAXADAPTOR COUPLING OR APPROVED EQUAL SHALL BE USED. THE
CONNECTION SHALL BE CONCRETE ENCASED A MINIMUM 12" ON EACH SIDE OF THE COUPLING.
20. FINAL APPROVAL OF PLANS BY LWD DISTRICT ENGINEER IS VALID FOR A PERIOD OF TIME NOT TO EXCEED ONE YEAR FROM APPROVAL
DATE TO START OF CONSTRUCTION. IF THE ONE YEAR TIME LIMIT IS EXPIRED PRIOR TO START OF CONSTRUCTION THE DEVELOPER SHALL
RESUBMIT THE PLAN CHECK TO THE LWD DISTRICT ENGINEER FOR AN UPDATED REVIEW AND APPROVAL. ANY CHANGES REQUIRED TO THE
PLANS SHALL BE MADE AT THE DEVELOPERS EXPENSE AND APPROVED BY THE LWD DISTRICT ENGINEER PRIOR TO THE START OF
CONSTRUCTION.
21. CONTRACTOR SHALL BE AWARE THAT LWD FACILITIES PROVIDE WASTEWATER CONVEYANCE, TREATMENT, AND DISPOSAL TO THE
PUBLIC 24 HOURS A DAY, 365 DAYS A YEAR. THEREFORE, LWD OR THEIR CONTRACTORS MAY NEED ACCESS TO FACILITIES FOR
OPERATIONS, MAINTENANCE, OR EMERGENCY REPAIR AT ANY TIME. THE CONTRACTOR WILL ENSURE THAT ACCESS TO THE FACILITIES IS
MAINTAINED AT ALL TIMES (DURING CONSTRUCTION AND AT THE END OF EACH CONSTRUCTION DAY) AND SHALL NOT HINDER AND WOULD
BE EXPECTED TO ASSIST WITH ACCESS WHILE WORKING AROUND LWD FACILITIES.
22. CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT LWD FACILITIES AND STRUCTURES DURING
CONSTRUCTION. SHOULD THE CONTRACTOR AT ANY TIME DAMAGE LWD OR PRIVATE SEWER LATERAL FACILITIES, THE CONTRACTOR
SHALL IMMEDIATELY STOP WORK, NOTIFY LWD, MINIMIZE AND CONTROL ANY SEWAGE SPILL AND REPAIR DAMAGED FACILITIES TO THE
SATISFACTION OF LWD AT NO COST TO LWD INCLUDING INSPECTION AND ANY BYPASSING REQUIRED. DAMAGE CAUSED TO SEWER
FACILITIES SHALL BE REPAIRED IN ACCORDANCE WITH ALL APPLICABLE LWD STANDARD SPECIFICATIONS AND DRAWINGS. SUBMIT
DRAWINGS. SUBMIT FOR LWD APPROVAL PRIOR TO REPAIR.
23. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR PREVENTING THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR
PREVENTING SEWAGE SPILLS, CONTAINING ANY SEWAGE SPILLS, RECOVERY AND LEGAL DISPOSAL OF ANY SPILLED SEWAGE ARISING
FROM ANY WORK ADJACENT TO LWD FACILITIES, ALLOWING A SEWAGE SPILL, OR FAILURE TO PREVENT A SEWAGE SPILL WHILE
PERFORMING THE WORK. CONTRACTOR WILL BE RESPONSIBLE FOR ALL CLEANUP COSTS AND PENALTIES ASSESSED TO THE DISTRICT AS
A RESULT OF A SEWAGE SPILL CAUSED BY THE CONTRACTOR.
24. CONTRACTOR SHALL NOTIFY LWD A WEEK IN ADVANCE OF PLANNED CONTRACTOR SHALL NOTIFY LWD A WEEK IN ADVANCE OF
PLANNED CONSTRUCTION ACTIVITIES IN THE AREA OF WORK POTENTIALLY AFFECTING LWD SEWER FACILITIES.
25. CONTRACTOR SHALL NOTIFY LWD 48 HOURS PRIOR TO EXCAVATION CONTRACTOR SHALL NOTIFY LWD 48 HOURS PRIOR TO
EXCAVATION OF SEWER UNDER CROSSINGS, OVERCROSSINGS, OR PARALLEL INSTALLATIONS WHERE SEWER MAY BE EXPOSED.
WATER SERVICE TO BE DISCONNECTED AT MAIN AND CORP STOP CLOSED AND CAPPED WITH
THREADED CAP ON OUTLET.
12
AT SIDEWALK TRANSITION
E INDICATES COVENANT OF EASEMENT FOR PRIVATE WATER
PURPOSES FOR THE BENEFIT OF PARCEL 1 PER
PM________.
EASEMENT NOTES:
EXISTING TREE TO REMAIN13
STREET NOTES
1.ACTUAL STRUCTURAL SECTIONS WILL BE DETERMINED AFTER "R" VALUE TESTS HAVE BEEN CONDUCTED BY
A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF
APPLIED SOIL MECHANICS, ON THE PREPARED BASEMENT SOIL. THE "R" VALUE TESTS AND THE ENGINEERED
STRUCTURAL SECTION MUST BE SUBMITTED TO THE ENGINEERING INSPECTOR FOR REVIEW AND APPROVAL
A MINIMUM OF TWO (2) CITY WORKING DAYS BEFORE THE WORK BEGINS.
2.STREET LIGHTS SHALL BE INSTALLED AS SHOWN ON THESE PLANS. UNDERGROUND CONDUIT RUNS,
SERVICE POINTS AND HAND-HOLES SHALL BE SHOWN ON THE “AS-BUILT” PLANS. NO DIRECT BURIAL STREET
LIGHT FOUNDATIONS WILL BE ALLOWED. ALL LUMINAIRES SHALL BE “CUT OFF” TYPE.
3.ALL UNDERGROUND UTILITIES AND LATERALS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS,
CROSS GUTTERS OR SURFACING OF STREETS.
4.WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED IT SHALL BE REMOVED WITHIN TWENTY FEET OF
BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE
PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER.
5.WHEELCHAIR RAMPS SHALL BE INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE
CODE.
6.STREET TREES SHALL BE INSTALLED PER SECTION VI OF THE CITY OF CARLSBAD LANDSCAPE MANUAL.
7.FIRE HYDRANT MARKERS SHALL BE PLACED IN THE STREET WITHIN THE LIMITS OF WORK OF THIS PLAN PER
SDRS DWG M19.
8.ALL SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE REESTABLISHED,
PERPETUATED, AND DOCUMENTED PER THE PROFESSIONAL LAND SURVEYORS ACT.
9.TWO (2) SETS OF SURVEY (CUT) SHEETS SHALL BE PROVIDED TO THE CITY ENGINEERING INSPECTOR.
10.STREET LIGHTS SHALL BE 5,500 LUMEN (40 WATT) OR 13,700 PUPIL LUMEN (100 WATT) HIGH EFFICIENCY
INDUCTIVE LIGHTS
EXISTING CURB, GUTTER & SIDEWALK TO REMAIN14
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
LA
C
O
S
T
A
A
V
E
N
U
E
LC
BMP 1 (440 SF)S
UPPER LEVEL FFE 85.00
LOWER LEVEL FFE 74.00
PAD 73.50
LOWER LEVEL FFE 110.27
PAD 109.77
GARAGE FFE 88.00
20%
87.75FS
86.00FS
84.33FS
119.50 109.77
74
.
0
R
A
I
S
E
D
D
E
C
K
FG=72.0
BOT=69.0
73
.
5
95
GARAGE FFE 120.00
PAD 119.50
90
85.80
90.0
1%
5%88.35FS
2.
5
%
88.97FS
EVC
FS
90.20
FS
89.66 PVI
20'VC
91.23FS
BVC
20
%
S
11
9
.
9
6
F
S
117.0
FS
119.52
FS 3%
119.98
FS
119.05
FS
13%
12
0
.
0
0
F
S
CU
T
FI
L
L
CUT
FILL
CU
T
FIL
L
EX
1
2
"
A
C
P
W
A
T
E
R
M
A
I
N
P
E
R
D
W
G
1
6
8
-
1
0
90
90
85.80 TG
73.35IE-OUT
73.35 TG
72.35 IE91.00 TG
87.70 IE
108.00 TG
105.00 IE
94.50TG
92.00IE
109.50
FG-HP
109.25 TG
105.50 IE
109.25 TG
106.50 IE119.00TG
115.00IE
84.20TG
83.40IE 84
.
5
0
F
S
84
.
5
0
F
S
84
.
2
0
T
G
83
.
1
0
I
E
87.50TG
84.00IE
W
1
2
0
79.50TG
73.00IE
89.00 TG
86.00 IE
91.0FL
90.2FL
109.0
FL115.5
FL116.0
FL
2%
122.70FS
BVC
121.35FS
EVC
122.44 PVI
15' VC
12
0
.
5
0
F
F
E
11
9
.
0
0
F
G
73.00TG
69.25IE
73.00TG
69.25IE
N 22°10'54" E
2
3
6
.
6
4
'
N
6
5
°
3
1
'
2
1
"
W
6
3
.
6
3
'
N 24°28'10" E 228.63'
N
6
1
°
4
1
'
5
4
"
W
1
0
7
.
1
1
'
L=
3
3
.
8
1
'
R
=
8
4
2
.
0
0
'
DE
E
P
E
N
D
F
O
O
T
I
N
G
PARCEL 2
PARCEL 1
109.40FG
E 6
1
%
119.20FG
A
5
D
6
I
6
C 6
H 6
F 6
B 6
80
69.25FL
69.25FL
10'
5'
32'
42'10'
87
.
9
0
F
S
87
.
5
0
F
S
95
10
0
10
5
8
8
8
9
95
90 85
87.50 TG
83.55 IE
4%
11
0
11
5
11
5
11
512
0 11
0
1
0
0
10
5
95
83.00IE-IN
5'
5.
0
'
5.7%
119.75
FL 0.5%5%
1.
5
'
1
6
.
0
'
2:
1
M
A
X
2:1
2:1
M
A
X
TW=74.2
BMP 2 (135 SF)
FG=72.0
BOT=69.0
TW=74.2
A
B
B5'
C
C
E
129.64'
N6
7
°
4
9
'
0
6
"
W
5
3
.
5
2
'
N24°28'10"E 103.03'
107.00'
R=2
8
.
0
0
'
L=4
5
.
1
0
'
43
.
6
3
'
20
.
0
0
'
1.
0
'
80
G 6
5'
12
2
.
0
T
S
12
0
.
0
F
G
10
3
.
0
T
W
96
.
0
T
F
98
.
0
F
G
10
1
.
0
T
W
92
.
0
T
F
94
.
0
F
G
80
.
0
T
W
72
.
0
T
F
79
.
0
F
G
74
.
2
T
W
69
.
0
T
F
70
.
0
F
G
94
.
0
T
W
86
.
5
T
F
88
.
0
F
G
74
.
2
T
W
69
.
0
T
F
74.2TW
69.0TF
74.2TW
69.0TF
75
.
0
T
W
69
.
0
T
F
74
.
0
F
G
86
.
0
T
W
78
.
5
T
F
80
.
0
F
G
88
.
0
T
W
80
.
5
T
F
82
.
0
F
G
91.5TW
88.0TW
83.0TF
5%
5%
SEE PC 2023-0040 FOR
BUILDING PLANS
SEE PC 2023-0041 FOR
BUILDING PLANS
0.5%
MIN
5%
MIN
1
1
2
2
3
3
4
1" PVC WATER SERV
Q100=1.11 cfs
V100=3.92 fps
84
.
3
5
F
S
HP
D
W
2%118.81FL
122.00FL
5.
8
%
4.
6
%
82
.
0
T
W
78
.
5
T
F
3.
0
'
75
75.0TW
69.0TF
J 6
89
.
0
T
W
83
.
5
T
F
85
.
0
F
G
92
.
0
T
W
87
.
5
T
F
90
.
0
F
G
5'
C
109.25 TG
106.75 IE
74
.
0
R
A
I
S
E
D
D
E
C
K
96.00
FL
95
.
5
T
W
88
.
5
T
F
90
.
0
F
G
68.25FL
68.25FL
5%
2
88.0FL
GR
A
D
E
B
R
E
A
K
6
5
6
7
7
7
113.50 TG
106.40 IE
CR
A
W
L
S
P
A
C
E
2:
1
M
A
X
1+42.00 1+49.50 1+57.00
3+07.60
3+27.60
3+17.60
5+51.93
Q100(MITIGATED)
=0.78 cfs
Q100=0.208 cfs
V100=2.59 fps
Q100(MITIGATED)
=0.16 cfs
HP
69.00FL
113.2
FL
88.50FS
10
4
.
3
T
W
99
.
7
T
F
10
4
.
0
F
G
1.
3
'
3.
0
'
16
.
0
'
1.
0
'
12
1
.
5
T
S
11
6
.
0
F
G
80
.
0
F
G
74
.
2
T
W
69
.
0
T
F
69
.
0
F
G
75
.
0
T
W
69
.
0
T
F
74
.
5
F
G
96.5TW
88.5TF
90.0FG
5%
84.5FG
11
3
.
5
T
S
10
8
.
0
F
G
83.0TF
84.5FG
91.0TW
83.0TF
84.5FG
10
8
.
0
T
S
8
74.0FG
73.35 TG
72.35 IE
77
.
0
T
W
72
.
0
T
F
74
.
0
F
G
77
.
0
F
G
88.0TW
72.0TF
74.0FG
77
.
0
T
W
69
.
0
T
F
74
.
0
F
G
74
.
2
T
W
69
.
0
T
F
K 6
L 6
12
2
.
0
T
W
11
9
.
0
T
F
12
2
.
0
F
G
69.25FL
69.25FL
L1
C1
L2
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
GRADING PLAN
3
1.THE ESTIMATED QUANTITIES PROVIDED BELOW ARE FOR REFERENCE ONLY TO BE USED FOR
JURISDICTIONAL PLAN CHECKING AND PERMITTING PURPOSES ONLY.
2.ESTIMATED EARTHWORK BELOW IS BASED ON DESIGN FINISH GRADES TO EXISTING GRADES IN
SURVEY. THE ESTIMATED EARTHWORK ALSO INCLUDES THE THICKNESS OF EACH PAVEMENT
MATERIAL, FOUNDATION AND SLABS AS SPECIFIED IN THE SOIL REPORT.
3.THE ESTIMATED EARTHWORK QUANTITIES DO NOT INCLUDE SHRINKAGE FACTORS DUE TO
COMPACTION OR ANY OVER EXCAVATION QUANTITIES.
4.THE CONTRACTOR SHALL CALCULATE HIS OWN EARTHWORK QUANTITIES NECESSARY FOR HIS
BID AND WORK. THE CIVIL ENGINEER ON RECORD IS NOT RESPONSIBLE AND LIABLE FOR THE
CONTRACTOR'S EARTHWORK CALCULATIONS.
5.ESTIMATED EARTHWORK QUANTITIES BELOW ASSUME THAT ALL ON-SITE MATERIALS ARE
SUITABLE FOR BACKFILLING. HOWEVER, ACTUAL EXISTING ON-SITE MATERIALS AND IMPORTED
MATERIALS MUST FIRST BE APPROVED BY THE GEOTECHNICAL ENGINEER OR CITY INSPECTOR
PRIOR TO INSTALLATION, REMOVAL, OR REPLACEMENT.
6.CALCULATION OF CUT AND FILL:
CUT 918 CY.
FILL 1,410 CY.
IMPORT 492 CY.
REMEDIAL (CUT/FILL) 7,839 CY.
ESTIMATED EARTHWORK QUANTITY NOTES:
DRIVEWAY CENTERLINE DATA
LINE /
CURVE LENGTH BEARING / DELTA RADIUS
103.09'N 24°28'10" E -
57.99'92°17'16"36.00'
52.86'N 67°49'06" W -
L1
C1
L2
CONSTRUCT CONCETE PAVEMENT 6" THICK W #4 BARS @ 12" O.C.
WITHIN PRIVATE PORTION OF DRIVEWAY.
CONSTRUCTION NOTES:
1
2
A INDICATES 10' WIDE SEWER EASEMENT TO LEUCADIA WATER DISTRICT
PER MAP 6117
B INDICATES COVENANT OF EASEMENT FOR PRIVATE SEWER PURPOSES FOR
THE BENEFIT OF PARCEL 2. PER PM________.
C INDICATES COVENANT OF EASEMENT FOR PRIVATE DRAINAGE PURPOSES
FOR THE BENEFIT OF PARCEL 2 PER PM________.
D INDICATES COVENANT OF EASEMENT FOR PRIVATE EMERGENCY AND GENERAL
ACCESS PURPOSES FOR THE BENEFIT OF PARCEL 1 PER PM________.
E INDICATES COVENANT OF EASEMENT FOR PRIVATE WATER PURPOSES FOR
THE BENEFIT OF PARCEL 1 PER PM________.
EASEMENT NOTES:
3 CONSTRUCT 3" ROCKS MIN 6" DEPTH OVER 3'X3' CONCRETE SPLASH BLOCK.
4 GRADING LIMIT.
PL
16'3'
1'
2%2%
CL
TYPICAL SECTION-PRIVATE DRIVEWAY
SCALE : 1" = 5'
CONSTRUCT CONCRETE
PAVEMENT 6" THICK W #4 BARS
@ 12" O.C.
PA
R
C
E
L
L
I
N
E
FOR PIPE THROUGH WALL PENETRATION SEE DETAIL 2 SHEET 12
5 DECK COLUMNS PER SEPARATE BUILDING PERMIT.
6 42" HI SAFETY RAILINGS SEE BUILDING PLANS FOR DETAIL.
7
1. AN INTERIM (AS-GRADED) GEOTECHNICAL REPORT SHALL BE PROVIDED AS PART OF THE PROPOSED
DEVELOPMENT ADDRESSING THE GRADING ACTIVITIES NECESSARY TO PREPARE THE HILLSIDE SITE FOR
CONSTRUCTION AND CONFIRM THE SOIL/BEDROCK CONDITIONS EXPOSED BY THE GRADING. THE INTERIM
(AS-GRADED) REPORT SHALL INCLUDE, IN GENERAL:
a) DESCRIPTIONS OF THE EARTHWORK AND TEMPORARY CUTS PERFORMED.
b) DESCRIPTIONS OF THE OBSERVATIONS/MAPPING OF THE SOIL AND BEDROCK EXPOSED DURING THE
GRADING AND AS-GRADED ASSESSMENT OF THE STRUCTURAL GEOLOGY OF THE DELMAR FORMATION
RELATIVE TO THE STABILITY OF THE HILLSIDE PROPERTY.
c) THE RESULTS OF LABORATORY TESTING (EXPANSION TESTING, DIRECT SHEAR, SULFATE EXPOSURE, ETC.)
OF THE SOILS AND BEDROCK ASSOCIATED WITH THE GRADING AND EXPOSED AT THE BUILDING PAD GRADES
FOR THE PROJECT.
d) THE RESULTS OF DENSITY TESTING OF THE FILL SOILS PLACED TO ESTABLISH THE DESIGN SITE GRADES,
e) DESCRIPTIONS AND STABILITY ASSESSMENT OF THE TEMPORARY SLOPES NECESSARY TO PERFORM
REMEDIAL GRADING AND ESTABLISH DESIGN SITE GRADES AND/OR SITE RETAINING WALLS.
f) THE PREPARATION OF AN AS-GRADED GEOTECHNICAL MAP SHOWING THE LIMITS OF APPROVED
EARTHWORK, REMOVAL DEPTHS, KEYWAYS, SUBDRAINS, LOCATION OF DENSITY TESTS, AND MAPPED
GEOLOGY.
g) ANY REVISED RECOMMENDATIONS RESULTING FROM THE SOIL/BEDROCK CONDITION EXPOSED DURING THE
GRADING AND THE RESULTS OF THE LABORATORY TESTING.
h) CONFIRMATION THAT THE SOILS AND GEOLOGIC CONDITIONS EXPOSED DURING THE GRADING ACTIVITIES
WERE AS ANTICIPATED IN THE PRELIMINARY GEOTECHNICAL REPORTS.
2. GEOTECHNICAL ENGINEER SHALL CONFIRM THAT THE SOILS AND BEDROCK EXPOSED DURING THE GRADING
ARE CONSISTENT WITH THE PRELIMINARY GEOTECHNICAL REPORTS AND GEOTECHNICAL RESPONSE REPORTS
FOR THE PROJECT; AND THAT THE SOILS USED AS COMPACTED FILL ARE TESTED FOR STRENGTH
PARAMETERS, EXPANSION POTENTIAL, AND SULFATE EXPOSURE CLASSIFICATION TO CONFIRM THE
GEOTECHNICAL DESIGN VALUES ANTICIPATED IN THE PRELIMINARY REPORTS ARE VALID FOR USE IN THE
STRUCTURAL DESIGN OF THE BUILDING PLANS FOR THE PROJECT. BUILDING DEPARTMENT PLAN EXAMINERS
SHALL CONFIRM THE SOIL PARAMETERS PROVIDED FOR FOUNDATION/SLAB AND RETAINING WALL DESIGN IN
THE PRELIMINARY REPORTS ARE CONSISTENT WITH THE AS-GRADED CONDITIONS OF THE SITE.
GEOTECHNICAL NOTES:
FOR SHORING SEE SHEET X8
SEE SHEET 4 FOR STORM DRAIN AND SEWER
SEE SHEET 5 FOR DRIVEWAY PROFILE
SEE SHEETS 9-12 FOR RETAINING WALL PROFILE & DETAILS
SEE SHEETS 13-21 FOR SHORING
CONSTRUCT RIP RAP ENERGY DISSIPATOR PER SDRSD D-40 TYPE 1.
T=1.1' ROCK CLASS NO. 2 BACKING
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
19
+
3
5
20
+
0
0
LA
C
O
S
T
A
A
V
E
N
U
E
LC
BMP 1 (440 SF)S
UPPER LEVEL FFE 85.00
LOWER LEVEL FFE 74.00
PAD 73.50
LOWER LEVEL FFE 110.27
PAD 109.77
GARAGE FFE 88.00
20%
87.75FS
86.00FS
84.33FS
119.50 109.77
74
.
0
R
A
I
S
E
D
D
E
C
K
FG=72.0
BOT=69.0
73
.
5
GARAGE FFE 120.00
PAD 119.50
85.80
90.0
1%
5%88.35FS
2.
5
%
88.97FS
EVC
FS
90.20
FS
89.66 PVI
20'VC
91.23FS
BVC
20
%
S
11
9
.
9
6
F
S
117.0
FS
119.52
FS 3%
119.98
FS
119.05
FS
13%
12
0
.
0
0
F
S
EX
1
2
"
A
C
P
W
A
T
E
R
M
A
I
N
P
E
R
D
W
G
1
6
8
-
1
0
85.80 TG
73.35IE-OUT
73.35 TG
72.35 IE91.00 TG
87.70 IE
108.00 TG
105.00 IE
94.50TG
92.00IE
109.50
FG-HP
109.25 TG
105.50 IE
109.25 TG
106.50 IE119.00TG
115.00IE
84.20TG
83.40IE 84
.
5
0
F
S
84
.
5
0
F
S
84
.
2
0
T
G
83
.
1
0
I
E
87.50TG
84.00IE
W
79.50TG
73.00IE
89.00 TG
86.00 IE
91.0FL
90.2FL
109.0
FL115.5
FL116.0
FL
2%
122.70FS
BVC
121.35FS
EVC
122.44 PVI
15' VC
12
0
.
5
0
F
F
E
11
9
.
0
0
F
G
73.00TG
69.25IE
73.00TG
69.25IE
N 22°10'54" E
2
3
6
.
6
4
'
N
6
5
°
3
1
'
2
1
"
W
6
3
.
6
3
'
N 24°28'10" E 228.63'
N
6
1
°
4
1
'
5
4
"
W
1
0
7
.
1
1
'
L=
3
3
.
8
1
'
R
=
8
4
2
.
0
0
'
DE
E
P
E
N
D
F
O
O
T
I
N
G
PARCEL 2
PARCEL 1
109.40FG
1
%
119.20FG
69.25FL
69.25FL
10'
87
.
9
0
F
S
87
.
5
0
F
S
87.50 TG
83.55 IE
4%
58.64IE± @ MAIN
EX 4" SEWER LAT
59.85IE @ MAIN
FIELD VERIFY
PROP SEWER LAT
68.40RIM
SWR CO
102.40RIM
SWR CO
109.40RIM
SWR CO
11
5
83.00IE-IN
5'
5.7%
119.75
FL 0.5%5%
2:
1
M
A
X
2:1
2:1
M
A
X
96.00IE
105.00IE
61.15IE
TW=74.2
BMP 2 (135 SF)
FG=72.0
BOT=69.0
TW=74.2
A
B
B5'
C
C
E
129.64'
N6
7
°
4
9
'
0
6
"
W
5
3
.
5
2
'
N24°28'10"E 103.03'
107.00'
R=2
8
.
0
0
'
L=4
5
.
1
0
'
43
.
6
3
'
20
.
0
0
'
5'
12
2
.
0
T
S
12
0
.
0
F
G
10
3
.
0
T
W
96
.
0
T
F
98
.
0
F
G
10
1
.
0
T
W
92
.
0
T
F
94
.
0
F
G
80
.
0
T
W
72
.
0
T
F
79
.
0
F
G
74
.
2
T
W
69
.
0
T
F
70
.
0
F
G
94
.
0
T
W
86
.
5
T
F
88
.
0
F
G
74
.
2
T
W
69
.
0
T
F
74.2TW
69.0TF
74.2TW
69.0TF
75
.
0
T
W
69
.
0
T
F
74
.
0
F
G
86
.
0
T
W
78
.
5
T
F
80
.
0
F
G
88
.
0
T
W
80
.
5
T
F
82
.
0
F
G
91.5TW
88.0TW
83.0TF
5%
5%
SEE PC 2023-0040 FOR
BUILDING PLANS
SEE PC 2023-0041 FOR
BUILDING PLANS
0.5%
MIN
5%
MIN
1" PVC WATER SERV
Q100=1.11 cfs
V100=3.92 fps
84
.
3
5
F
S
HP
D
W
2%118.81FL
122.00FL
5.
8
%
4.
6
%
EX
.
L
W
D
8
"
V
C
S
E
W
E
R
M
A
I
N
@
0
.
4
%
PE
R
C
O
U
N
T
Y
O
F
S
D
T
M
2
6
9
4
-
1
82
.
0
T
W
78
.
5
T
F
75.0TW
69.0TF
89
.
0
T
W
83
.
5
T
F
85
.
0
F
G
92
.
0
T
W
87
.
5
T
F
90
.
0
F
G
15+10
15+87.53
5'
C
109.25 TG
106.75 IE
RAISE CLEANOUT
ABOVE RIP RAP
ELEVATION
74.
0
R
A
I
S
E
D
D
E
C
K
96.00
FL
95
.
5
T
W
88
.
5
T
F
90
.
0
F
G
68.25FL
68.25FL
5%
88.0FL
GR
A
D
E
B
R
E
A
K
113.50 TG
106.40 IE
CR
A
W
L
S
P
A
C
E
2:
1
M
A
X
1+42.00 1+49.50 1+57.00
3+07.60
3+27.60
3+17.60
5+51.93
Q100(MITIGATED)
=0.78 cfs
Q100=0.208 cfs
V100=2.59 fps
Q100(MITIGATED)
=0.16 cfs
HP
69.00FL
113.2
FL
88.50FS
10
4
.
3
T
W
99
.
7
T
F
10
4
.
0
F
G
12
1
.
5
T
S
11
6
.
0
F
G
80
.
0
F
G
74
.
2
T
W
69
.
0
T
F
69
.
0
F
G
75
.
0
T
W
69
.
0
T
F
74
.
5
F
G
96.5TW
88.5TF
90.0FG
5%
84.5FG
11
3
.
5
T
S
10
8
.
0
F
G
83.0TF
84.5FG
91.0TW
83.0TF
84.5FG
10
8
.
0
T
S
74.0FG
73.35 TG
72.35 IE
77
.
0
T
W
72
.
0
T
F
74
.
0
F
G
77
.
0
F
G
88.0TW
72.0TF
74.0FG
77
.
0
T
W
69
.
0
T
F
74
.
0
F
G
74
.
2
T
W
69
.
0
T
F
12
2
.
0
T
W
11
9
.
0
T
F
12
2
.
0
F
G
69.25FL
69.25FL
16
'
62'
R
=
2
8
'
R=2
8
'
16'
1
2
4 5 6 7
8
9
10
3
11
2
1
26'
23'
8" CO
8" CO
4" PERFORATED RET
WALL SUBDRAIN
4" PERFORATED RET
WALL SUBDRAIN
4"
P
E
R
F
O
R
A
T
E
D
R
E
T
WA
L
L
S
U
B
D
R
A
I
N
1
2
8'
1a
12
13 14
14
13
15
16
8" CO
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
UTILITY PLAN
4
STORM DRAIN DATA (PVT)
REMARKSLENGTH (FT)
6" PVC SDR-4048.01
2
4
5
6
7
SLOPE
17.2%
6" PVC SDR-4037.0 2.7%
6" PVC SDR-4026.5 49.1%
6" PVC SDR-4028.4 15.1%
6" PVC SDR-4032.5 14.4%
6" PVC SDR-4028.0 3.5%
6" PVC
RISER
FL AS
SHOWN
(PRIVATE)
NOT TO SCALE
PVC STORM DRAIN
PVC TEE
TEE
ROUND AREA DRAIN BOX
PLUG IF AT
END OF RUN
ROUND DRAIN BOXTG
9 6" PVC SDR-4010.0
8 6" PVC SDR-4045.0 5.4%
10
3 6" PVC SDR-4031.0 1.6%
6" PVC SDR-4036.0 1.0%
6" PVC SDR-4052.0%11 21.0
SEWER LATERAL TABLE
REMARKSLENGTH (FT)
4" PVC SDR-3540.6'1
2
SLOPE
33.2%
4" PVC SDR-35107.0'32.5%
5.4%
A INDICATES 10' WIDE SEWER EASEMENT TO LEUCADIA WATER DISTRICT PER MAP 6117.
B INDICATES COVENANT OF EASEMENT FOR PRIVATE SEWER PURPOSES
FOR THE BENEFIT OF PARCEL 2. PER PM________.
C INDICATES COVENANT OF EASEMENT FOR PRIVATE DRAINAGE PURPOSES
FOR THE BENEFIT OF PARCEL 2 PER PM________.
D INDICATES COVENANT OF EASEMENT FOR PRIVATE EMERGENCY AND
GENERAL ACCESS PURPOSES FOR THE BENEFIT OF PARCEL 1 PER
PM________.E INDICATES COVENANT OF EASEMENT FOR PRIVATE WATER PURPOSES
FOR THE BENEFIT OF PARCEL 1 PER PM________.
EASEMENT NOTES:
CONSTRUCTION NOTES:
1 CONSTRUCT 4" SEWER LATERAL PER LWD S-17, S-25 AND S-32 (TYPE II).
SEWER LATERAL DATA
SEG.
NO.
LOT
NO.
STREET
STATION OF
LATERAL
AT MAIN
INVERT
AT MAIN
IE
LENGTH
OF
LATERAL
DROP TO
MAIN
LATERAL
ELEV.
AT PL.
IE
LATERAL
SLOPE%
GROUND
ELEV.
AT PL.
DEPTH
BELOW
PL
PL TO IE
FLOOR
ELEV.
FT.
UPSTREAM
MH RIM
ELEV.
BACKWATER
VALVE
ELEV.
REMARKS
1 2 15+87.53 59.85 5'1.2'61.15 4" SDR 35NO66.87110.277.2568.403.3%
2 CONSTRUCT 4" SEWER CLEANOUT PER LWD S-25.
6" PVC SDR-4012.51a 2%
BMP NOTE:
SEE SHEET 13 FOR DETAIL OF BMP BASINS.
SE
E
S
H
E
E
T
2
F
O
R
S
T
R
E
E
T
IM
P
R
O
V
E
M
E
N
T
P
L
A
N
SEE SHEET 22 FOR BMP BASIN DETAIL
6" PVC SDR-404.0%12 8.7
6" PVC SDR-403.0%13 1.0
8" PVC SDR-401.0%14 1.5
8" PERF. PVC SDR-400.5%15 32.0
0.5%16 19.0 8" PERF. PVC SDR-40
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
EXISTING GROUND
P/L
P/L
16' DRIVEWAY
BUILDING PARCEL 2
BUILDING PARCEL 1
PROPOSED CONCRETE DITCH
140-
130-
-70
-80
120-
110-
-60
100-
1+
0
0
.
0
0
L
A
C
O
S
T
A
A
V
E
C
L
PER SEPARATE BUILDING PERMIT
PROPOSED DEEPENED FOOTING
2%
2:1 SLOPE
2:1 SLOPE
-90
-100
PAD 73.50
PAD 109.77
PROPOSED RETAINING WALL/
BUILDING WALL PER SEPARATE
BUILDING PERMIT
ANTICIPATED FILL SLOPE KEYWAY
FOR OVER EXCAVATION. SEE SOIL
REPORT FOR RECOMMENDATIONS
AND DETAILS
PROPOSED RETAINING WALL/
BUILDING WALL PER SEPARATE
BUILDING PERMIT
CRAWL SPACE
1%1%
PROPOSED RETAINING WALL
DETAIL 3 SEE SHEETS 9-12
FOR PROFILE AND DETAILS
PROPOSED CONCRETE DITCH
TERRACE 84.50
1+
0
0
.
0
0
L
A
C
O
S
T
A
A
V
E
C
L
(1
2
2
.
6
6
)
1+
3
2
.
0
0
(1
2
1
.
9
4
F
L
)
1+
4
2
.
0
0
B
V
C
12
2
.
7
0
F
S
1+
4
9
.
5
0
P
V
I
12
2
.
4
4
F
S
1+
5
7
.
0
0
E
V
C
12
1
.
3
5
F
S
3+
0
7
.
6
0
B
V
C
91
.
2
3
F
S
3+
1
7
.
6
0
P
V
I
89
.
6
6
F
S
3+
2
7
.
6
0
E
V
C
88
.
9
7
3+
5
5
.
9
3
E
N
D
88
.
5
0
F
S
15' VC
PVI=122.85
PVI=89.23
20.0'
20%
2.5%
2%
EXISTING GROUND
PROPOSED GRADE AT CENTERLINE
P/L
P/L
PROPOSED RETAINING WALL
1.7'
10.0'
12
2
.
6
0
F
S
140-
130-
-70
-80
-90
-100
120-
110-
3+
5
1
.
9
3
E
N
D
88
.
3
5
F
S
4'
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD5
GRADING SECTIONS
SECTION A
SCALE: 1"=10' HORZ
PROFILE: DRIVEWAY
1"=10' VERT
SCALE: 1"=10' HORZ
1"=10' VERT
2+00 2+50 3+00 3+501+501+00
2+00 2+50 3+00 3+501+501+00
RETAINING WALL NOTE:
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD6
SECTIONS & DETAIL
SECTIONB
SCALE : 1" = 5'
P/L
SECTIONC
SECTIONE SECTIONF
GARAGE FFE 120.00
PARCEL 2
LOT 17
PROP. BUILDING PER
SEPARATE PERMIT
EX GROUND
PROP. CONCRETE DITCH
3'9'PARCEL 2 LOT 17
EX GROUND
CONCRETE 90.0
SCALE : 1" = 5'
PL
EX GROUND
5'
P/L
PROP. 4" SEWER LATERAL
SCALE : 1" = 5'
5'
PROPOSED
UTILITY
EASEMENT TO
PARCEL 2
VARIES
5.4'±MIN
FG=72.00
BOT=69.00
PROP. BUILDING PER
SEPARATE PERMIT
UPPER FFE 85.00
LOWER FFE 74.00
TOP OF WALL= 74.20
PROP. 6" PVC SD
4'
M
A
X
.
TEMP 1:1 CUT SLOPE
PARCEL 1LOT 19
PL
EX GROUND
PROP. 4" SEWER LATERAL
PARCEL 1LOT 19
5'
CONCRETE 84.25
SCALE : 1" = 5'
10'
10'
MAP 6117MAP 6117
MAP 6117
MAP 6117
TOP OF
WALL= 78.0
PROPOSED
UTILITY
EASEMENT TO
PARCEL 2
SECTIONG
PL
EX GROUND
PARCEL 1
LOT 19
5'
SCALE : 1" = 5'
MAP 6117
PROPOSED
UTILITY
EASEMENT TO
PARCEL 2
PROP. 4" SEWER LATERAL
6'
M
A
X
SECTIONI
PARCEL 2
EX GROUND
PROP. 2:1 SLOPE
SCALE : 1" = 5'
PROP. CONCRETE DITCH
89.5FG
5%
2'
95.0FG
SECTIONJ
PARCEL 2 LOT 17
EX GROUND
BIORETENTION
SCALE : 1" = 5'
3'
P/L
4'
M
A
X
.
TEMP 1:1 CUT SLOPE
MAP 6117
(EL=72.0)
EL=69.00
PROP. CONCRETE DITCH
RETAINING WALL
NOTES:
-ALL RETAINING WALL SUBDRAINS TO BE CONNECTED
TO THE PROPOSED STORM DRAIN SYSTEM.
SUBDRAIN/BACKFILL DETAIL
FINISH
GRADE
MINIMUM ONE FOOT WIDE LAYER OF FREE
DRAINING MATERIAL. 3/4" OPEN-GHRADED
CRUSHED AGGREGATE
MINIMUM ONE FOOT THICK LAYER OF LOW
PERMEABILITY SOIL IF NOT COVERED WITH AN
IMPERMEABLE SURFACE
4" OERFORATED PVC PIPE
WITH HOLES POSITIONED
DOWNWARD (SDR-35, SCH
40 OR EQUIVALENT)
GEOFABRIC WRAPPED
COMPLETELY AROUND ROCK
BE ENCASED IN FILTER FABRIC.
NOT TO SCALE
*
*
PROPERLY COMPACTED
BACKFILL SOIL
RSD D-75 TYPE B
WALL SUBDRAIN
PER DETAIL THIS SHEET
WALL SUBDRAIN
PER DETAIL THIS SHEET
WALL SUBDRAIN
PER DETAIL THIS SHEET
WALL SUBDRAIN
PER DETAIL THIS SHEET WALL SUBDRAIN
PER DETAIL THIS SHEET
SEE SHEET 4 FOR STORM DRAIN AND SEWER
SEE SHEET 5 FOR DRIVEWAY PROFILE
SEE SHEETS 9-12 FOR RETAINING WALL PROFILE & DETAILS
SEE SHEETS X-X FOR SHORING
30
"
SECTIOND
SCALE : 1" = 5'
P/L
PARCEL 1
OM
N
I
R
E
S
O
R
T
L
A
C
O
S
T
A
GO
L
F
C
O
U
R
S
E
10'
TOP OF WALL= 74.20
TOP OF WALL= 75.0
FG=72.00
BOT=69.00
73.35 TG
PROP. SLOPE
CONCRETE 85.80
6" PVC SD
EX 8" VC SEWER
MAIN 58.61IE±
CONCRETE 87.50
PROP 6" PVC SD
BMP 1
6'
M
A
X
80.0
85.80TG
83.00IE-IN
79.00IE-OUT
EX GROUND
EXISTING SEWER
EASEMENT TO LEUCADIA
WATER DISTRICT
72.35 IE
3" ROCK
SAFETY RAILING
FOR PIPE THROUGH WALL
PENETRATION SEE DETAIL 2 SHEET 12
WALL SUBDRAIN
PER DETAIL THIS SHEET
WALL SUBDRAIN
PER DETAIL THIS SHEET
30
"
D
E
E
P
E
N
E
D
F
O
O
T
I
N
G
SECTIONH
SCALE : 1" = 5'
EX GROUND
LOT 19
PROP. DRIVEWAY
113.5FG
GARAGE FFE 110.27
PROP. BUILDING PER
SEPARATE PERMIT
16'
PA
R
C
E
L
L
I
N
E
1'
PARCEL 2
MAP 6117
2%2%PROP. 2:1 SLOPE
5%
EARTHEN SWALE
115.0 FG
PARCEL 1
3'
1.5'
CONCRETE 90.0
30
"
6.
5
'
PROP. RETAINING
WALL 96.5TW
DETAIL 2 SHEET 11
PROP. RETAINING
WALL 95.5TW
DETAIL 2 SHEET 11
PROP. RETAINING
WALL 74.0TW
DETAIL 1 SHEET 12
BOT FTG 66.5
TOP FTG 69.0
PROP. RETAINING
DETAIL 1 SHEET 12
PROP. RETAINING
WALL 86.0TW
DETAIL 1 SHEET 12
PROP. RETAINING
WALL 88.0TW
DETAIL 2 SHEET 11
(EL=84.0)
4'
PROP. RETAINING
WALL 95.5TW
DETAIL 2 SHEET 11
3'
PROP. SHORING
WALL 117.5TS
SEE SHORING
PLAN SHEET _
20' ACCESS EASEMENT
1.5'
PROP. CONCRETE DITCH
RSD D-75 TYPE B (MODIFIED)
SECTIONK
PL
EX GROUND
PROP. 4" SEWER LATERAL
PARCEL 1LOT 19
5'
SCALE : 1" = 5'
10.65'±
MAP 6117
PROPOSED
UTILITY
EASEMENT TO
PARCEL 2
WALL SUBDRAIN
PR
O
P
.
R
E
T
A
I
N
I
N
G
W
A
L
L
77
.
0
0
T
W
DE
T
A
I
L
2
S
H
E
E
T
1
1
(EL=77.0)
PROP. BUILDING PER
SEPARATE PERMIT
UPPER FFE 85.00
LOWER FFE 74.00
PER DETAIL
THIS SHEET
SECTIONL
PARCEL 2 LOT 17
EX GROUND
BIORETENTION
SCALE : 1" = 5'
3'
P/L
4'
M
A
X
.
TEMP 1:1 CUT SLOPE
MAP 6117
(EL=74.5)
EL=69.00
PROP. CONCRETE DITCH
WALL SUBDRAIN
PER DETAIL THIS SHEET
PROP. RETAINING
WALL 75.0TW
DETAIL 1 SHEET 12
PROP. RETAINING
WALL 74.2TW
DETAIL 1 SHEET 12
FFE 74.00 RAISED DECK
STEM WALL
FG 74.00
TEMP 1:1 CUT SLOPE
TF 72.00
2'
PROP. RETAINING
DETAIL 1 SHEET 12
(EL=76.5)
4'
M
A
X
.
TEMP 1:1 CUT SLOPE
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
TIER 2 SWPPP TITLE SHEET
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 ZOBAIR ROOHANI FROM:13523 PENFIELD POINT, SAN DIEGO, CA 92310
AT (TEL. NO.) (310) 606-0243 .
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 UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.
5.THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS
ONTO AREAS WHERE IMPOUNDED WATERS CREATE 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 HAVE BEEN EROSION PROTECTION BMPs PROPERLY INSTALLED. THIS INCLUDES
ALL BUILDING PADS, UNFINISHED ROADS, AND SLOPES.
10.ADEQUATE 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 OFFSITE SEDIMENT TRACKING MUST BE INSTALLED AND MAINTAINED.
13.A MINIMUM OF 125% OF THE MATERIAL NEEDED TO 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 STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION 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-DAY NATIONAL WEATHER SERVICE
FORECAST). ON REQUEST, THE OWNER/DEVELOPER/CONTRACTOR MUST PROVIDE PROOF OF THIS CAPABILITY.
15.DEPLOYMENT OF PHYSICAL 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 HAVE 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 ADEQUATELY 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 DAYS. THE ABILITY TO INSTALL BMP MATERIALS IN A PROMPT MANNER IS NOT
SUFFICIENT. 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 WEEKLY 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 INDICATES IT WAS NOT ADEQUATE
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.
STORM WATER POLLUTION PREVENTION NOTES:
GENERAL SITE MANAGEMENT REQUIREMENTS
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 FORECASTED, 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
PRECIPITATION 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 PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION BMPS AS
DETERMINED BY THE CITY OF CARLSBAD ARE NOT CONSIDERED TO BE "EXPOSED" FOR THE PURPOSES OF "WEATHER
TRIGGERED ACTION PLAN". AN ADEQUATE SOURCE OF EQUIPMENT AND WORKERS SHALL BE AVAILABLE FOR DEPLOYMENT OF
"WEATHER TRIGGERED BMPS".
WEATHER TRIGGERED ACTION PLAN
TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
EROSION CONTROL BMPS SEDIMENT CONTROL BMPs TRACKING
CONTROL BMPs
NON-STORM WATER
MANAGEMENT BMPs
WASTE MANAGEMENT AND MATERIALS
POLLUTION CONTROL BMPs
BEST MANAGEMENT PRACTICE*
(BMP) DESCRIPTION →
PR
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CASQA DESIGNATION →
CONSTRUCTION ACTIVITY EC
-
2
EC
-
4
EC
-
7
EC
-
8
EC
-
9
EC
-
1
0
EC
-
1
1
SE
-
1
SE
-
3
SE
-
4
SE
-
5
SE
-
6
SE
-
7
SE
-
8
SE
-
1
0
TR
-
1
TR
-
2
NS
-
1
NS
-
3
NS
-
7
NS
-
8
WM
-
1
WM
-
2
WM
-
3
WM
-
4
WM
-
5
WM
-
6
WM
-
8
GRADING/SOIL DISTURBANCE
TRENCHING/EXCAVATION
STOCKPILING
DRILLING/BORING
CONCRETE/ASPHALT SAWCUTTING
CONCRETE FLATWORK
PAVING
CONDUIT/PIPE INSTALLATION
STUCCO/LAY DOWN AREA
EQUIPMENT MAINTENANCE AND FUELING
HAZARDOUS SUBSTANCE USE/STORAGE
DEWATERING
SITE ACCESS ACROSS DIRT
OTHER (LIST):
ALL PERMANENT AND TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINED AS
REQUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS 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.HAVE ANY SPECIAL CONDITION IDENTIFIED BY THE CITY ENGINEER THAT WARRANTS IMMEDIATE TREATMENT.
B.HYDROSEEDED AREAS SHALL BE IRRIGATED 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 IRRIGATED BY HAND WATERING FROM QUICK COUPLERS/HOSE BIBS
OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100% COVERAGE.
b.GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENTIONAL SYSTEM OF LOW PRECIPITATION
SPRINKLER HEADS PROVIDING 100% COVERAGE.
2.AREAS SLOPED LESS THAN 6:1 SHALL BE IRRIGATED AS APPROVED BY THE CITY ENGINEER, PRIOR TO
HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRIGATION TO THE CITY
ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS, TYPES AND COSTS OF THE ELEMENTS OF
THE PROPOSED SYSTEM.
3.IRRIGATION SHALL MAINTAIN THE MOISTURE LEVEL OF THE SOIL AT THE OPTIMUM LEVEL FOR THE GROWTH 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.3 lbs. PER ACRE OF E SCHOOL CIA CALIFORNICA
d.4 lbs. PER ACRE OF ACHILLEA MILLEFOLIA
e.3 lbs. PER ACRE OF ALYSSUM (CARPET OF SNOW)
f.1/2 lb. PER ACRE OF DIMORPHOLECA
g.ITEMS c,d,e, AND f OF THIS SUBSECTION MAY BE OMITTED ON LOCATIONS WHERE THE AREA BEING
HYDROSEEDED IS NOT 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 BROADCASTING BEFORE HYDROSEEDING.
i.ALL SEED MATERIALS SHALL BE TRANSPORTED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE
CALIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR PRINTED ON
SAID CONTAINERS.
j.NON-PHYTO-TOXIC WETTING AGENTS MAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCRETION OF THE
CONTRACTOR.
2.TYPE 1 MULCH APPLIED AT THE RATE OF NO LESS THAN 2000 lbs PER ACRE. TYPE 6 MULCH (STRAW) MAY BE
SUBSTITUTED, WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS
THAN 50% OF THE STRAW INTO THE SOIL.
3.FERTILIZER CONSISTING OF AMMONIUM PHOSPHATE SULFATE, 16-20-0, WITH 15% SULPHUR APPLIED AT THE RATE OF
500 lbs. PER ACRE.
D.AREAS TO BE HYDROSEEDED SHALL BE PREPARED PRIOR TO HYDROSEEDING BY:
1.ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION 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 PROVIDE A DAMP BUT NOT SATURATED SEED BED.
b.THE ADDITION OF SOIL AMENDMENTS, PH ADJUSTMENT, LEACHING COVERING SALINE SOILS TO PROVIDED
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.
F.ALL SLOPES SHALL HAVE IRRIGATION 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. AN
APPROVED EROSION CONTROL PRODUCT (RECP) SHALL BE INSTALLED PER EC-7 IF THIS REQUIREMENT CANNOT BE MET.
JUTE, EXCELSIOR OR STRAW BLANKET IS UNACCEPTABLE.
G.SHOULD GERMINATION OF HYDROSEED FAIL TO PROVIDE EFFICIENT COVERAGE (NO LESS THAN 70%) PRIOR TO OCTOBER
1, THE SLOPES SHALL BE STABILIZED BY AN APPROVED RECP. JUTE, EXCELSIOR AND STRAW BLANKET IS UNACCEPTABLE.
H.LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY LANDSCAPE MANUAL,
THE LANDSCAPE PLANS FOR THIS PROJECT OR AS DIRECTED BY THE CITY ENGINEER OR CITY PLANNER.
I.THE OWNER/APPLICANT SHALL ENSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THIS CONSTRUCTION
SWPPP SHOWN ON ANY GRADING PLANS, LANDSCAPE AND IRRIGATION PLANS, AND IMPROVEMENT PLANS AS REQUIRED
FOR THIS PROJECT WORK.
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 BMPs YOU INTEND TO USE DURING CONSTRUCTION FROM THE LIST. CHECK THE BOX WHERE THE CHOSEN
ACTIVITY ROW 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
DESCRIPTION SYMBOL
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 AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS
SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANT; AND (2) ADHERE TO,
AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 2 CONSTRUCTION SWPPPP THROUGHOUT THE DURATION OF
THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETER AND SIGNED OFF BY THE CITY OF
CARLSBAD.
10/31/2025
ZOOBAIR ROOHANI DATE
AREA OF DISTURBANCE
AREA OF DISTURBANCE 22,643 S.F. (ON-SITE)
(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 TRAFFIC,
SOIL/GRAVEL PILES, UTILITY TRENCHES AND SLOPE KEYWAYS)
CONSTRUCTION THREAT
CONSTRUCTION THREAT TO STORM WATER QUALITY (CHECK BOX):
HIGH MEDIUM
OWNER/APPLICANT:
NAME:ZOBAIR ROOHANI
ADDRESS:13523 PENFIELD POINT, SAN DIEGO, CA 92130
TELEPHONE NO.:(310) 606-02431
EMERGENCY CONTACT:
NAME:ZOBAIR ROOHANI
ADDRESS:13523 PENFIELD POINT, SAN DIEGO, CA 92130
TELEPHONE NO.:(310) 606-02431
7
TIER 2 CITY STORM WATER POLLUTION PREVENTION PLAN (TIER 2 SWPPP)
SITE ADDRESS
APN
SHEET INDEX
2484 LA COSTA AVENUE,
CARLSBAD, CA 92009
216-160-18-00
SHEET 7: SWPPP TITLE
SHEET 8:EROSION CONTROL PLANS
X X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X X X X XXXX
XX
X X
X X
X X
X X
X
X
X
XX
X X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
SE-1, SILT FENCE
SE-6, GRAVEL BAG
TR-1, STABILIZED CONSTRUCTION ENTRANCE
NS-8, VEHICLE AND EQUIPMENT CLEANING
NS-9, VEHICLE AND EQUIPMENT FUELING
NS-10, VEHICLE AND EQUIPMENT MAINTENANCE
NS-8
NS-9
NS-10
WM-1, MATERIAL DELIVERY AND STORAGE
WM-2, MATERIAL USE
WM-5, SOLID WASTE MANAGEMENT
WM-1
WM-2
WM-5
WM-9, SANITARY/SEPTIC WASTE MANAGEMENT WM-9
SE-5, FIBER ROLL
SSVSE-7, STREET SWEEPING VEHICLE
WEWE-1, WIND EROSION CONTROL
SE-10, STORM DRAIN INLET PROTECTION 984 S.F. (ROW)
23,627 S.F. TOTAL
EC-4, HYDROSEEDING
QUANTITY
690 LF
550 EA
1 EA
-
-
-
-
-
-
-
811 LF
-
-
17 EA
5,187 SF
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
LA
C
O
S
T
A
A
V
E
N
U
E
LC
S
CU
T
FIL
L
CUT
FILL
CU
T
FIL
L
PARCEL 2
PARCEL 1
11
5
WE
SSV
GRAVEL BAGS
(TYP)
SE-6
STREET SWEEPING &
VACUMMING SE-7
HYDROSEEDING
EC-4
P/L
CONCRETE
WASHOUT
WM-8
STABILIZED
CONSTRUCTION
ENTRANCE TR-1
CONSTRUCTION
TRAILER
RIGHT OF WAY
SILT FENCE
SE-1
SSV
STREET SWEEPING &
VACUMMING SE-7
WIND EROSION
CONTROL
WE-1
CONCRETE
WASHOUT
WM-8
P/L
P/
L
P/L
P/L
HYDROSEEDING
EC-4
GEOTEXTILES AND
MATS EC-7
GEOTEXTILES AND
MATS EC-7
SPILL PREVENTION
CONTROL WM-4
WASTE COLLECTION
WM-5
HAZARDOUS WASTE
WM-6
MATERIAL
STORAGE
WM-1, WM-2,
WM-3
PORTABLE
SANITARY
FACILITY
WM-9
WE
WIND EROSION
CONTROL
WE-1
PORTABLE
SANITARY
FACILITY
WM-9
STORM DRAIN INLET
PROTECTION BAGS
(TYP) SE-10
FIBER ROLL (TYP)
SE-5
FIBER ROLL (TYP)
SE-5
PROPOSED DAYLITE
GRADING LIMIT
PROPOSED CUT/FILL
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD8
EROSION CONTROL PLAN
STABILIZED CONSTRUCTION ENTRANCE/EXIT
NOT TO SCALE
PLAN
NOT TO SCALE
OR FOUR TIMES THE CIRCUMFERENCE OF LARGEST
CONSTRUCTION VEHICLE TIRE, WHICHEVER IS GREATER
TEMPORARY PIPE
CULVERT AS NEEDED
MATCH
EXISTING
GRADE
EX
I
S
T
I
N
G
P
A
V
E
D
R
O
A
D
W
A
Y
20' R
M
I
N
.
DI
T
C
H
NOTE:
CONSTRUCT SEDIMENT BARRIER AND CHANNELIZE
RUNOFF TO SEDIMENT TRAPPING DEVICE
SECTION B-B
NOT TO SCALE
WIDTH AS
REQUIRED TO
ACCOMODATE
ANTICIPATED
TRAFFIC
12" MIN, UNLESS OTHERWISE
SPECIFIED BY A SOILS ENGINEER
ORIGINAL
GRADE
FILTER FABRIC
CRUSHED AGGREGATE
GREATER THAN 3" BUT
SMALLER THAN 6"
50' MIN.
24' MIN. OPTIONAL
RUMBLE RACKS
(CORRUGATED
OR GEOMETRIC)
TC-1
TC-1
STORM DRAIN INLET PROTECTION DETAIL
NOT TO SCALE
GRAVEL BAGS
(2 HIGH)
SECTION A
FILTER FABRIC
NOT TO SCALE
SE-10
ARE STACKED TIGHTLY
GRAVEL BAGS
CATCH BASIN
SE-10
ATTACH FILTER FABRICSECURELY TO UPSTREAM
EXTRA STRENGTH FILTER FABRIC
NEEDED WITHOUT WIRE MESH
SIDE OF POST.
WIRE SUPPORT FENCE6' (1.8m) MAXIMUM SPACING WITHOUT
WIRE SUPPORT FENCE.
10' (3m) MAXIMUM SPACING WITH
SUPPORT.
STEEL ORWOOD POST
NOTE
1.-THE CONTRACTOR SHALL INSPECT
AND REPAIR FENCE AFTER EACH
STORM EVENT AND REMOVE
SEDIMENT.
2.-REMOVED SEDIMENT SHALL BE
DEPOSITED TO AN AREA THAT WILL
NOT CONTRIBUTE TO SEDIMENT
OFF-SITE AND CAN BE PERMANENTLY
STABILIZED.
3.-SILT FENCE SHALL BE PLACED ON
SLOPE CONTOURS TO FACILITATE
MAXIMUM PONDING EFFICENCY.SILTFENCE
NOT TO SCALE
SE-1
3.PROVIDED ON SITE.
CONTAINED, DRIED, PICKED UP AND DISPOSED OF PROPERLY.
SLURRY FROM CONCRETE AND ASPHALT SAW CUTTING SHALL BE VACUUMED OR
CONCRETE WASTE MANAGEMENT
WM-8
DRAINAGE SYSTEM.
FACILITY OF SUFFICIENT CAPACITY TO RETAIN LIQUID AND SOLID WASTE SHALL BE
FOR WASHOUT OF CONCRETE AND MORTAR PRODUCTS, A DESIGNATED CONTAINMENT
EXCESS AND WASTE CONCRETE SHALL NOT BE WASHED INTO THE STREET OR INTO A
NOTES:
2.
1.
STD. DETAIL
NOT TO SCALE
SE-1
TRENCH WITH NATIVE BACKFILL
SE-1
TRENCH WITH GRAVELNOT TO SCALE
PONDING HT.
RUNOFF
14"
ALT. DETAIL
9"
M
A
X
.
ST
O
R
A
G
E
H
T
.
12" MIN
9" MAX.STORAGE HT.
GRAVEL
8"
12" MIN
STEEL OR WOODPOST 36" HIGHMAX.
SIDE OF POST.TO UPSTREAM
FILTER FABRIC
4"X6" TRENCH
W/COMPACTED
ATTACHED SECURELY
BACKFILL.
RUNOFF
PONDING HT.
CONCRETE
WASHOUT
AREA
AREA
CONTAINMENT
BERMED
LINING
10 MIL PLASTIC
FIBER ROLL DETAIL
SEDIMENT ROLL
WOOD STAKE
0.75" X 0.75"
MAX SPACING
4" MAX
12" MIN
IN FLAT AREA
ENTRENCHMENT DETAIL
IN SLOPED AREA
150 mm X 150 mm
WATER TABLE
GEOTEXTILES AND MATS
FILTER FABRIC UNDER
TYPICAL TREATMENT.
NON-WOVEN GEOTEXTILE
75 mm OVERLAP
50 mm TO
1:2
(
V
:
H
)
2 m
.
150 mm
IN SLICE
OVERLAP
1 m
.
1.2 m. ( 48" ).
FILTER CLOTH
ABOVE SOURCE
300
1 m
.
BERM ANCHOR TRENCH
DOWNSLOPE.
BE INSTALLED VERTICALLY
MATS/BLANKETS SHOULD
1.2 m.
OF WATER
mmSLO
P
E
M
A
X
.
( 4' )
(6" X 6")
( 12")
( 6")
( 3
9
"
)
( 7
8
"
)
( 3
9
"
)
( 2" TO)
( 3" OVERLAP )
SE-5
NOT TO SCALE
SE-5
NOT TO SCALE
TAMP DIRT OV
E
R
M
A
T
/
B
L
A
N
K
E
T
NOT TO SCALE
WOOD STAKESEDIMENT ROLL
FINISHED GRADE
3"
ENTRENCHMENT DETAIL
RUMBLE RACKS
(CORRUGATED
OR GEOMETRIC)
2" MIN
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
100-
90-
80-
100-
90-
80-
90-
80--80
-90
-70
130-
120-
110-
-80
-90
-100
-110
100-
90-
80-
70-
BIORETENTION FG=72.00
S
S
WALL "C"
WALL "B"
WALL "A"
1+18.16
1+40.17
1+
6
9
.
1
4
1+
7
3
.
1
4
2+
0
7
.
5
1
2+16.52
1+62.48
1+56.04
1+09.40
2+
1
2
.
5
6
2+
6
4
.
1
1
2+
0
2
.
1
3
AN
G
P
T
AN
G
P
T
AN
G
P
T
1+
1
0
.
0
BE
G
I
N
SH
O
R
I
N
G
W
A
L
L
3+
0
1
.
8
0
AN
G
P
T
3+
1
1
.
5
3
EN
D
RE
T
W
A
L
L
"
C
"
ANG PT
ANG PT
ANG PT
1+
0
0
BE
G
I
N
RE
T
W
A
L
L
"
B
"
1+71.20
END
RET WALL "B"
ANG PT
ANG PT
1+00
RET WALL "A"
BEGIN
END
RET WALL "A"AN
G
P
T
AN
G
P
T
AN
G
P
T
PARCEL 2
PARCEL 1
PARCEL LOT
BMP 1
BMP 2
66.0BF
68.
0
B
F
66.
0
B
F
23
'
69.
0
T
F
69.0TF
DEEPEND
FOOTING
74.
2
T
W
74.2TW
68
.
0
B
F
66
.
0
B
F
69
.
0
T
F
74
.
2
T
W
11'
10'
1+
9
0
EN
D
S
H
O
R
I
N
G
W
A
L
L
BE
G
I
N
G
C
M
U
W
A
L
L
LA
C
O
S
T
A
A
V
E
N
U
E
2+
7
3
.
1
8
BE
G
I
N
BI
O
R
E
T
E
N
T
I
O
N
3+
0
8
.
7
3
AN
G
P
T
27'
1+
0
0
.
0
BE
G
I
N
CM
U
W
A
L
L
1+
8
2
.
0
EN
D
SH
O
R
I
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W
A
L
L
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD9
RETAINING WALL PROFILE
PROFILE: RETAINING WALL-A
SCALE: 1"=10' HORZ
1"=5' VERT
PROFILE: RETAINING WALL-B
SCALE: 1"=10' HORZ
1"=5' VERT
PROFILE: RETAINING WALL-C
SCALE: 1"=10' HORZ
1"=5' VERT
2+00 2+501+501+00 1+501+00
2+001+50
1+00
PLAN VIEW: RETAINING WALL
SCALE: 1"=20' HORZ
3+00
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO MINIMUM STANDARDS OF
THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC) AND ANY OTHER REGULATORY AGENCIES WHO
MAY HAVE AUTHORITY OVER ANY PORTION OF THE WORK.
2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO THE START
OF CONSTRUCTION AND NOTIFY THE ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES OR INCONSISTENCIES
THAT ARE FOUND. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. DO NOT SCALE
DRAWINGS.
3. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK THE DETAILS USED
SHALL BE THE SAME AS FOR THE OTHER SIMILAR WORK.
4. WHEN A DETAIL IS IDENTIFIED AS TYPICAL, THE CONTRACTOR IS TO APPLY THIS DETAIL IN ESTIMATING AND
CONSTRUCTION TO EVERY LIKE CONDITION WHETHER OR NOT THE REFERENCE IS REPEATED IN EVERY
INSTANCE.
5. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. CONTRACTOR SHALL
PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL
ALL FINAL CONNECTIONS HAVE BEEN COMPLETED.
6. WORK PERFORMED IN CONFLICT WITH THE STRUCTURAL DRAWINGS OR APPLICABLE BUILDING CODE
REQUIREMENTS SHALL BE CORRECTED AT THE EXPENSE OF THE CONTRACTOR.
1. BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTION / INSTALLATION OF THE WORK
SPECIFIED HEREIN, YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING JURISDICTIONS
FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, CONSTRUCTION MATERIAL TESTING AND OFF-SITE
FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND, AS
REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES.
1. BY USING THIS PERMITTED CONSTRUCTION DRAWINGS FOR CONSTRUCTION / INSTALLATION OF THE WORK
SPECIFIED HEREIN, YOU ACKNOWLEDGE AND ARE AWARE OF, THE REQUIREMENTS CONTAINED IN THE
STATEMENT OF SPECIAL INSPECTIONS. YOU AGREE TO COMPLY WITH THE REQUIREMENTS OF THE LOCAL
BUILDING JURISDICTIONS FOR SPECIAL INSPECTIONS, STRUCTURAL OBSERVATION, CONSTRUCTION MATERIAL
TESTING AND OFF-SITE FABRICATION OF BUILDING COMPONENTS, CONTAINED IN THE STATEMENT OF SPECIAL
INSPECTIONS AND, AS REQUIRED BY THE CALIFORNIA CONSTRUCTION CODES.
1. WHERE CONTINUOUS SPECIAL INSPECTION IS REQUIRED, THE SPECIAL INSPECTOR SHALL CONTINUOUSLY
PROVIDE FULL-TIME VERIFICATION OF THE WORK.
2. WHERE PERIODIC SPECIAL INSPECTION IS REQUIRED, THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY
PRESENT DURING THE WORK WHERE PERIODIC INSPECTION IS INDICATED. AS A MINIMUM, PERIODIC SPECIAL
INSPECTION SHALL OCCUR DAILY.
3. SPECIAL INSPECTIONS SHALL MEET THE REQUIREMENTS OF THE CBC CHAPTER 17 AND SHALL BE PERFORMED
BY A QUALIFIED INSPECTOR OR TESTING AGENCY, RETAINED BY THE OWNER AND APPROVED BY THE BUILDING
OFFICIAL TO ACT AS A SPECIAL INSPECTOR. THEY SHALL PERFORM INSPECTIONS PER CBC SECTIONS 1704, 1707,
& 1708.
4. THE SPECIAL INSPECTOR SHALL CONTINUOUSLY INSPECT THE INITIAL INSTALLATION OF EACH TYPE AND SIZE
OF ADHESIVE ANCHOR BY EACH INSTALLER. SUBSEQUENT INSTALLATIONS OF THE SAME TYPE AND SIZE OF
ANCHOR BY THE SAME INSTALLER MAY BE PERFORMED ON A PERIODIC BASIS.
SUMMARY OF
SPECIAL INSPECTIONS
DESCRIPTION OF TYPE OF INSPECTION REQUIRED, LOCATION, REMARKS, ETC.
STRUCTURAL MASONRY
F. THE SPECIAL INSPECTOR MUST BE CERTIFIED BY THE LOCAL BUILDING JURISDICTION, DEVELOPMENT
SERVICES, IN THE CATEGORY OF WORK REQUIRED TO HAVE SPECIAL INSPECTION.
G. AN APPLICATION TO PERFORM OFF-SITE FABRICATION MUST BE SUBMITTED TO THE INSPECTION
SERVICES DIVISION FOR APPROVAL PRIOR TO COMMENCEMENT OF FABRICATION.
H. THE CONSTRUCTION MATERIALS TESTING LABORATORY MUST BE APPROVED BY THE LOCAL BUILDING
JURISDICTION, DEVELOPMENT SERVICES, FOR TESTING OF MATERIALS, SYSTEMS, COMPONENTS AND,
EQUIPMENT.
I. A PROPERTY OWNER'S FINAL REPORT FORM FOR WORK REQUIRED TO HAVE SPECIAL INSPECTIONS,
TESTING AND STRUCTURAL OBSERVATIONS MUST BE COMPLETED BY THE PROPERTY OWNER,
PROPERTY OWNER'S AGENT OF RECORD, ARCHITECT OF RECORD OR, ENGINEER OF RECORD AND
SUBMITTED TO THE INSPECTION SERVICES DIVISION.
J. FABRICATOR MUST BE REGISTERED AND APPROVED BY THE LOCAL BUILDING JURISDICTION,
DEVELOPMENT SERVICES FOR THE FABRICATION OF MEMBERS AND ASSEMBLIES ON THE PREMISES OF
THE FABRICATOR'S SHOP. FABRICATOR SHALL SUBMIT AN 'APPLICATION TO PERFORM OFF-SITE
FABRICATION' TO THE INSPECTION SERVICES DIVISION FOR APPROVAL PRIOR TO COMMENCEMENT OF
FABRICATION. FABRICATOR SHALL SUBMIT A 'CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION'
TO THE INSPECTION SERVICES DIVISION PRIOR TO ERECTION OF FABRICATED ITEMS AND ASSEMBLIES.
K. SPECIAL INSPECTION IS REQUIRED FOR FABRICATION OF MEMBERS AND ASSEMBLIES DONE IN A SHOP
OF A FABRICATOR WHICH IS NOT APPROVED BY INSPECTION SERVICES. AN APPLICATION TO PERFORM
OFF-SITE FABRICATION MUST BE SUBMITTED TO AND APPROVED BY INSPECTION SERVICES. ( SECTION
1704.2.5.1 AND BLDG-17-6).
L. SPECIAL INSPECTOR SHALL VERIFY THAT FABRICATOR MAINTAINS DETAILED FABRICATION AND QUALITY
CONTROL PROCEDURES THAT PROVIDE A BASIS FOR INSPECTION CONTROL OF THE WORKMANSHIP AND
FABRICATOR'S ABILITY TO CONFORM TO APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED
STANDARDS. THE SPECIAL INSPECTOR SHALL REVIEW THE PROCEDURES FOR COMPLETENESS AND
ADEQUACY RELATIVE TO THE CODE REQUIREMENTS FOR FABRICATOR'S SCOPE OF WORK.
M. FABRICATION OF MEMBERS AND ASSEMBLIES DONE IN A FABRICATOR'S SHOP APPROVED BY INSPECTION
SERVICES NEED NOT HAVE CONTINUOUS OR PERIODIC SPECIAL INSPECTION. AT COMPLETION OF
FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT THE 'CERTIFICATE OF COMPLIANCE' FORM TO
INSPECTION SERVICES. (SECTION 1704.2.5.1 AND BLDG-17-6).
A. REFER TO SHEET S1.1 FOR CORRESPONDING SPECIAL INSPECTION TABLES
B. THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED INSPECTIONS REQUIRED BY
CBC. THE SPECIAL INSPECTIONS IDENTIFIED ON PLANS ARE, IN ADDITION TO, AND NOT A SUBSTITUTE
FOR, THOSE INSPECTIONS REQUIRED BY THE CITY'S INSPECTOR. SPECIALLY INSPECTED WORK WHICH IS
INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS SUBJECT TO REMOVAL OR
EXPOSURE.
C. SPECIAL INSPECTION IS REQUIRED DURING THE PERFORMANCE OF THE WORK PER CBC REFERENCED
ABOVE.
D. IT IS THE RESPONSIBILITY OF THE OWNER OR CONTRACTOR TO NOTIFY THE SPECIAL INSPECTOR OR
INSPECTION AGENCY AT LEAST TWO WORKING DAYS PRIOR TO PERFORMING ANY WORK THAT REQUIRES
SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT SPECIAL INSPECTION IS SUBJECT TO REMOVAL.
E. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION MUST BE
COMPLETED AND SUBMITTED TO THE FIELD INSPECTION DIVISION.
1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH IN 28 DAYS OF 3,000 PSI WITH TYPE II PORTLAND
CEMENT, LOW ALKALI.
2. ALL REINFORCING BARS, ANCHOR BOLTS, AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN
POSITION PRIOR TO PLACING CONCRETE.
3. CONDUIT, PIPES OR DUCTS SHALL NOT BE PLACED IN CONCRETE COLUMNS, WALLS, SLABS OR CONCRETE
TOPPING FILLS UNLESS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS OR APPROVED IN WRITING
BY THE ENGINEER. SLEEVES FOR OPENINGS IN CONCRETE SHALL BE INSTALLED BEFORE PLACING
REINFORCING, AND SHALL NOT BE CUT UNLESS APPROVED IN WRITING BY THE ENGINEER.
4. MINIMUM LAP SPLICES OF REINFORCING BARS SHALL BE AS FOLLOWS (UNLESS OTHERWISE NOTED ON PLANS,
SEE DETAIL 1).
A. CLASS B AS DEFINED IN ACI 318.
5. WALLS AND COLUMNS SHALL BE DOWELED FROM THE SUPPORTS WITH BARS OF THE SAME SIZE, GRADE AND
SPACING UNLESS OTHERWISE NOTED. SPLICE CONTINUOUS WALL OR COLUMN REINFORCEMENT PER DETAIL 1
(CLASS B) UNLESS OTHERWISE NOTED.
6. TYPICAL CONCRETE COVERAGE OF REINFORCING:
CONCRETE CAST AGAINST EARTH .............................................................................. 3"
EXPOSED TO EARTH OR WEATHER .......................#6 AND LARGER ...................... 2"
#5 AND SMALLER .................... 1
12"
UNEXPOSED COLUMNS, BEAMS, AND GIRDERS ....................................................... 1
12"
UNEXPOSED SLABS, WALLS, AND JOISTS ............ #14 AND LARGER...................... 1
12"
#11 AND SMALLER...................................................... 1"
7. REINFORCEMENT SHALL CONFORM WITH ASTM A615, GRADE 60. WELDED REINFORCEMENT SHALL CONFORM
WITH ASTM A706, GRADE 60.
8. WHERE WELDING OF REINFORCING BARS IS APPROVED BY THE STRUCTURAL ENGINEER, IT SHALL BE DONE BY
AWS CERTIFIED WELDERS, USING E70XX OR APPROVED ELECTRODES. ALL WELDING SHALL CONFORM TO AWS
D1.4 (LATEST EDITION). ONLY GRADE A706 REBAR SHALL BE WELDED.
9. CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF THE CALIFORNIA BUILDING CODE AND TO
THE PROVISIONS OF ACI 318, LATEST EDITION.
10. SPECIAL INSPECTION AND TESTING IS REQUIRED IN ACCORDANCE WITH SECTIONS 1704, 1707 AND 1708 OF THE
CALIFORNIA BUILDING CODE AND THE "STATEMENT OF SPECIAL INSPECTIONS" ON THESE CONSTRUCTION
DOCUMENTS.
11. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C 33.
12. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL BE EXPANDED SHALE TYPE AND CONFORM TO ASTM C 330.
13. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND APPROVED BY THE
ENGINEER. IN ACCORDANCE WITH ACI 318, SECTION 26.4 AND CBC SECTION 1903 SHALL BE USED TO
PROPORTION CONCRETE.
14. FLY ASH SHALL BE LIMITED TO NO MORE THAN THE FOLLOWING PERCENTAGES OF THE TOTAL WEIGHT OF
CEMENTITIOUS MATERIALS IN THE CONCRETE, UNLESS OTHERWISE NOTED. FLY ASH OR OTHER POZZOLAN
SHALL CONFORM TO ASTM C 618 FOR CLASS F MATERIAL (CLASS C IS NOT PERMITTED).
COLUMNS AND WALLS ............................................................................................... 25%
FOUNDATIONS ............................................................................................................. 25%
SLABS ON GRADE ....................................................................................................... 25%
15. PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3 4" CHAMFER
UNLESS OTHERWISE NOTED.
16. CONSTRUCTION OR CONTROL JOINTS IN SLABS ON GRADE AND LIGHTWEIGHT CONCRETE FLOOR TOPPINGS
SHALL BE PROVIDED AS INDICATED. THE LOCATIONS OF JOINTS NOT SPECIFICALLY INDICATED SHALL BE
REVIEWED BY THE ENGINEER AND APPROVED BY THE ARCHITECT. WHERE POSSIBLE JOINTS SHALL ALIGN WITH
RE-ENTRANT CORNERS OF THE SLAB OR TOPPING.
17. WHERE CONCRETE IS PLACED AGAINST EXISTING CONCRETE SURFACES, THE EXISTING CONCRETE SURFACES
SHALL BE THOROUGHLY CLEANED AND ROUGHENED TO A MINIMUM AMPLITUDE OF 14 INCH, A CONCRETE
BONDING AGENT SHALL BE APPLIED TO THE EXISTING CONCRETE SURFACE.
18. ANCHOR RODS EMBEDDED IN CONCRETE SHALL CONFORM TO ASTM F 1554, GRADE 36, UNLESS OTHERWISE
NOTED. NUTS FOR ANCHOR RODS SHALL CONFORM TO ASTM A 563, GRADE A HEX (HEAVY HEX WHERE ANCHOR
ROD DIAMETER IS GREATER THAN 112").
19. VAPOR BARRIER FOR CONCRETE SLABS ON GRADE SHALL BE IN ACCORDANCE WITH ASTM E1643, ASTM E1745,
AND MANUFACTURER'S SPECIFICATIONS. VERIFY WITH PROJECT'S SOILS REPORT.
VERIFY SOIL CONDITIONS ARE SUBSTANTIALLY IN CONFORMANCE WITH THE SOIL
INVESTIGATION REPORT
-
1. A SOILS REPORT WAS PROVIDED FOR THIS PROJECT BY "CHRISTIAN WHEELER ENGINEERING" REPORT
#2240362.01, DATED 08/09/24, AND REPORT#224362.02, DATED 03/28/25, THEREFORE THE FOUNDATION WILL BE
BASED ON RECOMMENDATIONS ON THE PROJECT GEOTECHNICAL ENGINEER.
2. MAXIMUM SOIL PRESSURE: 2,000 PSF FOR DEAD LOAD PLUS LIVE LOADS. THE ALLOWABLE BEARING PRESSURE
MAY BE INCREASED BY ONE THIRD WHEN CONSIDERING LOADING OF SHORT DURATION SUCH AS WIND OR
SEISMIC FORCES.
3. FOOTING SHALL EXTEND A MINIMUM DEPTH OF 1'-0" BELOW FINISHED GRADE AND SHALL BEAR ENTIRELY ON
PROPERLY COMPACTED SOILS OR NATIVE SOILS.
4. SPECIAL INSPECTION AND TESTING IS REQUIRED IN ACCORDANCE WITH SECTIONS 1704, 1707 AND 1708 OF THE
CALIFORNIA BUILDING CODE AND THE "STATEMENT OF SPECIAL INSPECTIONS" ON THESE CONSTRUCTION
DOCUMENTS.
5. ANCHOR BOLTS, DOWELS AND HOLDOWN ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION
INSPECTION.
6. SLABS ON GRADE THAT RESTRAIN THE BOTTOM OF RETAINING WALLS SHALL BE IN PLACE PRIOR TO
BACKFILLING OF THE WALLS.
7. STRUCTURES SPANNING OVER CUT/ FILL TRANSITION SHALL BE FOUNDED AS SPECIFIED IN THE GEOTECHNICAL
INVESTIGATION REPORT.
8. RETAINING WALL DESIGN PARAMETERS:
SOIL BEARING CAPACITY = 2,000 PSF
COEFFICIENT OF FRICTION = 0.25
UNRESTRAINED WALLS (PAE = PA + `PAE):
ACTIVE PRESSURE (PA)
- WITH LEVEL BACKFILL = 40.0 PCF, PLUS SURCHARGE PER NOTE A BELOW
- WITH 2:1 SLOPING BACKFILL = 62.0 PCF
PASSIVE PRESSURE
- 250 PCF, (SEE NOTE B)
- WITH 2:1 SLOPING BACKFILL = 250.0 PCF
PRESSURE DUE TO SEISMIC (INVERTED TRIANGLE)
- `PAE = 6.9H
A. A SURCHARGE LOAD FOR RETAINING AND RESTRAINED WALLS MAY BE ASSUMED TO BE EQUIVALENT TO A
UNIFORM HORIZONTAL PRESSURE OF HALF THE VERTICAL LIVE LOAD IN ADDITION TO THE EQUIVALENT
FLUID PRESSURE GIVEN ABOVE.
B. THE UPPER 12 INCHES OF MATERIAL NOT PROTECTED BY FLOOR SLABS OR PAVEMENTS, SHALL NOT BE
INCLUDED IN THE DESIGN OF LATERAL RESISTANCE. THE ALLOWABLE LATERAL RESISTANCE CAN BE TAKEN
AS THE SUM OF THE FRICTIONAL RESISTANCE AND THE PASSIVE RESISTANCE. TOTAL RESISTANCE PASSIVE
DOES NOT EXCEED TWO-THIRDS OF THE TOTAL ALLOWABLE RESISTANCE.
C. H = TOTAL WALL HEIGHT
y = TOTAL UNIT WEIGHT OF SOIL = 125 PCF
1. CONCRETE BLOCK UNITS SHALL BE OPEN-END TYPE UNITS, MEDIUM WEIGHT, AND SHALL CONFORM WITH 2022
CBC SECTION 2103, TYPE I, f'm=2,000 PSF, AND THE FOLLOWING STANDARDS:
- ASTM C 90-16, STANDARD SPECIFICATION FOR LOAD-BEARING CONCRETE MASONRY UNITS
- ASTM C 140-16, STANDARD TEST METHODS FOR SAMPLING AND TESTING CONCRETE MASONRY UNITS
2. ALL CELLS SHALL BE GROUTED SOLID. UNITS SHALL BE LAID A MAX.IMUM OF 5'-0" VERTICALLY BEFORE
GROUTING. CLEANOUT HOLES SHALL BE PROVIDED AT THE BASE OF ALL GROUTED CELLS FOR LIFTS OVER 5'-0"
HIGH. GROUT SHALL BE MECHANICALLY VIBRATED.
3. GROUT CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR NOT LESS THAN 12" OR MORE THAN
112" BELOW THE TOP OF THE UPPERMOST UNIT GROUTED. HORIZONTAL STEEL SHALL BE FULLY GROUTED IN AN
UNINTERRUPTED POUR.
4. HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAM UNITS WITH A MINIMUM GROUT COVER OF 1"
ABOVE STEEL FOR EACH GROUT POUR.
5. MORTAR SHALL BE 1,800 PSI "TYPE S" PER 2022 CBC.
6. GROUT SHALL BE 2,000 PSI MINIMUM PROPORTIONED 1 CEMENT: 214 TO 3 SAND: 1 TO COARSE AGGREGATE.
7. REINFORCEMENT SHALL COMPLY WITH ASTM A615 GRADE 60, EXCEPT ASTM A706 GRADE 60 AT WELDED
REBARS.
8. BOLTS SHALL HAVE 1" MINIMUM GROUT SURROUNDING THE BOLT.
9. MINIMUM LAP SPLICES OF REINFORCING BARS SHALL BE AS FOLLOWS (UNLESS OTHERWISE NOTED ON PLANS,
SEE 2/S1.2).
A. 48 BAR DIAMETERS OR 24" MINIMUM FOR #6 & SMALLER.
B. 60 BAR DIAMETERS FOR #7 & LARGER
10. MASONRY CONSTRUCTION SHALL CONFORM TO CHAPTER 21 OF THE CALIFORNIA BUILDING CODE AND TMS
602-16 / ACI 530.1-13 / ASCE 7-16.
11. CONDUITS OR PIPES SHALL NOT OCCUR IN THE SAME CELL AS REINFORCING BARS.
12. MASONRY UNITS SHALL BE PLACED IN A RUNNING BOND PATTERN, UNLESS OTHERWISE NOTED.
13. ANCHOR RODS EMBEDDED IN MASONRY SHALL CONFORM TO ASTM F 1554, GRADE 36, UNLESS OTHERWISE
NOTED. NUTS FOR ANCHOR RODS SHALL CONFORM TO ASTM A 563, GRADE A HEX (HEAVY HEX WHERE ANCHOR
ROD DIAMETER IS GREATER THAN 112").
A.B. ANCHOR BOLT(S)
ABV. ABOVE
ACI AMERICAN CONCRETE INSTITUTE
ADD'L ADDITIONAL
ADJ ADJACENT
AISC AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
ALT. ALTERNATE
ALUM. ALUMINUM
APPROX. APPROXIMATE
ARCH. ARCHITECT
ARCH'L ARCHITECTURAL
ASTM AMERICAN SOCIETY FOR TESTING
& MATERIALS
AVG AVERAGE
AWS AMERICAN WELDING SOCIETY
& AND
@ AT
B, BTM BOTTOM
BLW BELOW
B.F. BRACED FRAME
B.J. BLOCK JOINT
BLD'G BUILDING
BLK BLOCK
BLK'G. BLOCKING
BM. BEAM
B.N. BOUNDARY NAILING
BNDRY BOUNDARY
B.O.F. BOTTOM OF FOOTING
B.O.P. BOTTOM OF PIER
BRD'G BRIDGING
BRG BEARING
BTWN BETWEEN
C CHANNEL
CALCS CALCULATIONS
C, CAMB. CAMBER(ED)
CANT. CANTILEVER
CAP. CAPACITY
CBC CALIFORNIA BUILDING CODE
CAT. CATEGORY
C.F. CUBIC FOOT
C.G. CENTER OF GRAVITY
C.I.P. CAST IN PLACE
C.J. CONTROL JOINT℄CENTER LINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL. COLUMN
CONC. CONCRETE
CONN. CONNECTION
CONST. CONSTRUCTION
CONT. CONTINUOUS
CONTR. CONTRACTOR
CTR CENTER(ED)
CTR'D CENTERED
CTSK COUNTERSINK
C.Y. CUBIC YARD
D DEPTH
d PENNEY (NAIL)
DBL DOUBLE
DEPR. DEPRESSED (DEPRESSION)
DEPT. DEPARTMENT
D.F. DOUGLAS FIR
DIA. DIAMETER
DIAG. DIAGONAL
DIAPH. DIAPHRAGM
DIM. DIMENSION
DKG DECKING
D.L. DEAD LOAD
DN DOWN
DO DITTO
DTL DETAIL
DWG(S) DRAWING(S)
DWL(S) DOWEL(S)
(E), EXST. EXISTING
EA. EACH
E.E. EACH END
E.F. EACH FACE
E.J. EXPANSION JOINT
EL. ELEVATION
ELEC. ELECTRICAL
ELEV. ELEVATOR
EMB. EMBED
E.N. EDGE NAIL
ENCL. ENCLOSURE
ENGR ENGINEER
EQ. EQUAL
EQUIP. EQUIPMENT
E.S. EACH SIDE
E.W. EACH WAY
EXP. EXPANSION
EXT. EXTERIOR
E-W EAST-WEST
FAB. FABRICATION
FDN FOUNDATION
FIN. FINISH
FLR FLOOR
F.N. FIELD NAIL
F.O.C. FACE OF CONCRETE
F.O.M. FACE OF MASONRY
F.O.P. FACE OF PLYWOOD
F.O.S. FACE OF STUD
FRM'G FRAMING
F.S. FAR SIDE
FT FEET (FOOT)
FTG. FOOTING
ga. GAUGE
G.B. GRADE BEAM
G.C. GENERAL CONTRACTOR
GALV. GALVANIZED
GEN. GENERAL
GLB GLUED LAMINATED BEAM
GRD GRADE
H, HORIZ. HORIZONTAL
HD HOLDOWN
HDR HEADER
HGR HANGER
HSB HIGH STRENGTH BOLT
HSS HOLLOW STRUCTURAL SECTION
HT HEIGHT
I.D INSIDE DIAMETER
I.F. INSIDE FACE
I.J. ISOLATION JOINT
IN. INCHES
INFO. INFORMATION
INT. INTERIOR
JST JOIST
KSI KIPS PER SQUARE INCH
LBS, # POUNDS
L.F LINEAL FEET (FOOT)
L.L. LIVE LOAD
LGTH LENGTH
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LWT LIGHT WEIGHT
MAS. MASONRY
MAT'L MATERIAL
MAX. MAX.IMUM
M.B MACHINE BOLT
MECH'L MECHANICAL
MEZZ. MEZZANINE
M.F. MOMENT FRAME
MANUF. MANUFACTURER
MIN. MINIMUM
MISC. MISCELLANEOUS
MTL METAL
(N) NEW
N/A NON APPLICABLE
NO., # NUMBER
NOM. NOMINAL
N-S NORTH-SOUTH
N.S.G NON-SHRINKING GROUT
N.T.S NOT TO SCALE
NWT NORMAL WEIGHT
O.C ON CENTER
O.D. OUTSIDE DIAMETER
O.F. OUTSIDE FACE
O.H. OPPOSITE HAND
OPN'G OPENING
OPP. OPPOSITE
O.W.J. OPEN WEB JOISTS
OPT'L OPTIONAL
PAR. PARALLEL
PEN. PENETRATION
PERP. PERPENDICULAR
PL. PLATE
P.L. PROPERTY LINE
P.L.F. POUNDS PER LINEAR FOOT
PLY PLYWOOD
PRELIM. PRELIMINARY
P.S.F. LBS PER SQUARE FOOT
P.S.I. LBS PER SQUARE INCH
P.T. PRESSURE TREATED
P/T POST TENSION
QTY QUANTITY
R, RAD. RADIUS
REINF. REINFORCEMENT
REQ'D REQUIRED
RET. RETAINING
REV. REVISION
RND ROUND
R.O. ROUGH OPENING
RTN RETURN
SCHED. SCHEDULE
SECT. SECTION
S.F. SQUARE FOOT
SHT'G SHEATHING
SIM. SIMILAR
SLRS SEISMIC LOAD RESISTING
SYSTEM
S.M.S. SHEET METAL SCREW
S.O.G. SLAB ON GRADE
SPEC. SPECIFICATION
SQ. SQUARE
SQ. YD SQUARE YARD
SS SELECT STRUCTURAL
SST STAINLESS STEEL
STD. STANDARD
STGR'D STAGGERED
STIFF. STIFFENER
STL STEEL
STR'L STRUCTURAL
SYMM. SYMMETRICAL
T & B TOP AND BOTTOM
TEMP. TEMPORARY
T & G TONGUE AND GROOVE
THK THICK
THRD THREADED
T.L TOTAL LOAD
T.O.C. TOP OF CONCRETE
T.O.D. TOP OF DECK
T.O.F. TOP OF FOOTING
T.O.P. TOP OF PARAPET
T.O.S. TOP OF SHEATHING
T.O.W. TOP OF WALL
T.O.S. TOP OF STEEL
TYP. TYPICAL
U.O.N. UNLESS OTHERWISE NOTED
V, VERT, VERTICAL
V.I.F. VERIFY IN FIELD
W. WIDTH (WIDE)
w/. WITH
W.F WIDE FLANGE
W.H.S. WELDED HEADED STUD
W.S. WELDED STUD
WT STRUCTURAL TEE
W.W.F. WELDED WIRE FABRIC
TABLE 1704.5.3
LEVEL 2 SPECIAL INSPECTION - MASONRY
INSPECTION TASK
1. FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWING
SHALL BE VERIFIED TO ENSURE COMPLIANCE:
CONTINUOUS PERIODIC
A. PROPORTIONS OF SITE-PREPARED MORTAR, GROUT AND
PRESTRESSING GROUT FOR BONDED TENDONS.
B. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTAR
JOINTS.
C. PLACEMENT OF REINFORCEMENT, CONNECTORS AND PRESTRESSING
TENDONS AND ANCHORAGES.
E. PLACEMENT OF GROUT.
2. THE INSPECTION PROGRAM SHALL VERIFY:
A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.
B. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS
OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES
OR OTHER CONSTRUCTION.
C. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.
D. WELDING OF REINFORCING BARS.
E. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE
BELOW 40^F) OR HOT WEATHER (TEMPERATURE ABOVE 90^F).
F. APPLICATION AND MEASUREMENT OF PRESTRESSING FORCE.
3. PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTAR
SPECIMENS AND/OR PRISMS SHALL BE OBSERVED.
4. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE
CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS
SHALL BE VERIFIED.
D. GROUT SPACE PRIOR TO GROUTING.
F. PLACEMENT OF PRESTRESSING GROUT.
X
X
X
X
X
X
X
X
X
X
X
X
X
X
TABLE 1705.6
REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS
INSPECTION TASK
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO
ACHIEVE THE DESIGN BEARING CAPACITY.
CONTINUOUS PERIODIC
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL.
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL.
5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND
VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.
X
X
X
X
X
1
2'-4"1'-10"
3'-2"2'-5"
3'-11"3'-0"
9'-10"
8'-9"
7'-9"
6'-9"
4'-8"
7'-7"
6'-9"
6'-0"
5'-3"
3'-7"
#3
#4
#5
#10
#9
#8
#7
#6
REINF.
SIZE
BOTTOM REINF.
LAP LENGTH
TOP REINF.
LAP LENGTH
1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT
CONCRETE (f'c 3,000 PSI).
2. "BOTTOM BARS" ARE ALL VERTICAL BARS, ALL HORIZONTAL WALL REINFORCEMENT, AND
HORIZONTAL REINFORCEMENT WITH < 12 INCHES OF CONCRETE CAST BELOW THE BARS.
3. "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST
BELOW THE BARS.
4. FOR BARS WITH CLEAR COVER LESS THAN 1x BAR DIAMETER OR CLEAR SPACING LESS
THAN 2x BAR DIAMETER, MULTIPLY TABULATED VALUES BY 1.5
5. FOR TYPE 'A' SPLICES DIVIDE TABULATED VALUES BY 1.3.
SPLICE LAP LENGTH
SCHEDULE FOR CONCRETE
2
3
L L L
L
ALTERNATE
BENDS
2-#5 VERT.
FOR WALL REINF.
SEE SECTIONS,
TYP.
2-#5 VERT.
CORNER BARS - SAME
SIZE & SPA. AS HORIZ.
WALL REINF., TYP.
L
LL2-#5 VERT.2-#5 VERT.
L
SINGLE LAYER OF REINFORCEMENT
L = 36D, 2'-0" MIN. FOR CONCRETE
L = 48D, 2'-0" MIN. FOR MASONRY
STD
HOOK
STD
HOOK
DOUBLE LAYER OF REINFORCEMENT
TYPICAL REINF. AT INTERSECTIONS OF
FOOTINGS, CONC. AND MASONRY WALLS
4
REINF. SAME SIZE &
SPACING AS FTG.. REINF.
2
"
C
L
R
.
2x RISELAP
PER
"
D
"
3
"C
L
R
."D
"
2'-
0
"
M
A
X
.
RI
S
E
WALL
WHERE
OCCURS
CONT. FTG..
REINF.
1. SLOPE TO BE 1 VERTICAL TO 2 HORIZONTAL UNLESS OTHERWISE NOTED.
2. LOCATE FOOTING STEPS AS SITE CONDITIONS DICTATE.
TYPICAL STEP IN FOUNDATION
3"
CL
R
.
1
-
1'
-
0
"
M
I
N
.
10'-0" MIN.
SLOPE GRADE
FTG..
FILL
TYPICAL FOOTING SETBACKS
@ TOP OF SLOPES
VERIFY w/SOILS REPORT.
DESIGN
STRENGTHS
f'm = 2,000 PSI
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
1
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
GR 2021-0025
CITY OF CARLSBAD
RETAINING WALL DETAILS
10
I HEREBY DECLARE THAT I AM THE ENGINEER OF RECORD FOR THE PORTION OF THE
PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THIS
PORTION 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 PLANCHECK OF THE PROJECT DRAWINGS AND SPECIFICATIONS BY
THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS THE ENGINEER OF RECORD, OF MY
RESPONSIBILITY FOR PROJECT DESIGN.
COMPANY: QUALLS ENGINEERING, INC.
ADDRESS: 4403 MANCHESTER AVE, SUITE 203, ENCINITAS, CA 92024
PHONE: (760) 652-9257
EOR: BRIAN H. QUALLS
PE #: C77372
SIGNED______________ 05/08/25
FOR SHEETS 10-12
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
3
SCHEDULE 1: TYPICAL SITE RETAINING WALL
HEEL
REINFORCEMENT
PER SCHEDULE
8" CMU WALL
HW
MIN.
H
(
M
A
X
.
)
8"
MI
N
.
3"
CL
R
.
GRADE OR FLATWORK
PER ARCH'L
234"
TYP.
GRADE OR FLATWORK
PER ARCH'L
1'-0"
MIN.
4" PERFORATED
PIPE
MIRAFI 140N
GEOTEXTILE FABRIC
3 4" GRAVEL
WATER PROOFING
PER ARCH'L.
SU
B
D
R
A
I
N
T
O
B
E
M
I
N
.
23"H
"
(N
O
T
R
E
Q
'
D
W
H
E
R
E
L
E
S
S
T
H
A
N
3
F
T
)
6"
MI
N
.
CONC. SHEAR KEY
WHERE OCCURS
PER SCHED.
KEY REINF. PER SCHED.
VERT. BARS PER SCHED.
(PROVIDE STD. HOOK INTO FTG.
WHERE NO 12" CMU STEM)
4'-10"
HWWVERT. BARSH
1'-4"2'-0"2'-0"
2'-7"3'-3"4'-0"
8'-0"6'-9" 5'-9"
#4 @ 16" O.C.
6"
KD
-
12"
KEY REINF.
-
1. ALLOWABLE SOIL PRESSURE = 2,000psf MIN.
2. COEFFICIENT OF FRICTION = 0.25 MIN.
3. PASSIVE PRESSURE = 250pcf MIN.
4. ACTIVE PRESSURE = 40pcf MAX.
HEEL REINF.
#4 @ 8" O.C.
#4 @ 16" O.C.#4 @ 8" O.C. #4 @ 12" O.C.
#4 @ 12" O.C.
#5 @ 12" O.C.
#4 @ 8" O.C.#4 @ 8" O.C.
#5 @ 16" O.C.#5 @ 8" O.C.
KW
3"
CLR.
W
MIN.
#4 CONT.
#4 CONT.
#4 @ 8" O.C.
14
EQ.EQ.
112"
TY
P
.
112"
TY
P
.
8"x512"x12 THICK
STEEL PLATE
(2) 12"x1'-0"
ANCHOR BOLTSHSS2x2x14 POST
(WHERE OCCURS)
GUARDRAIL
PER ARCH'L
AA
#4 CONT.
45 MUDSTRIP
HS
12" CMU WALL
(SOLID GROUT)
KD
LA
P
ADD'L. #4 @ 16" O.C.
@ 12" CMU ONLY
6'-0"5'-6"
KW
12"
-
8"
HS
-
3'-4"
-
-
4
5
6
7
CONDUITS IN MASONRY WALLS
CONC. BLK. WALL
2-34" DIA. CONDUITS
OR 1-1" DIA. CONDUIT
IN A CELL WHERE NO
VERTICAL REINF. OCCURS
DRYPACK OR GROUT
HEADED ANCHOR
BOLT PER SCHEDULE
EMBEDMENT
1"
C
L
R
.
AR
O
U
N
D
BO
L
T
MINIMUM EMBEDMENT FOR ALL BOLTS
IN CONCRETE OR MASONRY WALLS
3 4" 6"
58" 5"
12"
* BOLT SIZE EMBEDMENT
5"
* BOLTS SHALL BE ACCURATELY SET WITH TEMPLATES
TYPICAL CONCRETE & MASONRY
OPENING REINF. DETAIL
3"
OPEN
OPEN
1-#5 x 4'-0"
DIAG., TYP.
2-#5 DOWELS
MAKE BARS CONT.
WHERE OPNG
BELOW LINES UP
BEND BARS 4"
ABOVE BOTTOM
OF FOOTING
2-#5, EACH
FACE TYP.
HOOK BARS
WHERE EDGE
OF CONC. IS
LESS THAN 2'-0"
FROM OPENING
2'-6"
TYP.
U.O.N.
OMIT DIAGONAL BARS IN
CONCRETE BLOCK WALLS
1-#5 x 4'-0"
DIAG., TYP.
EDGE
OF
CONC.
3"
FLOOR OR ROOF LINE
2'-
6
"
TY
P
.
U.
O
.
N
.
2'-6"
TYP.
LA
P
4
8
B
A
R
D
I
A
.
72
B
A
R
D
I
A
.
@
#6
&
G
R
E
A
T
E
R
F.F.
#4 @ 24" O.C.
(HORIZ.)
#4 @ 24" O.C. (HORIZ.)
ADD'L. #4 @ 24" O.C.
(HORIZ.) @ 12" CMU ONLY
#5 @ 8" O.C. (VERT.)
2"
CL
R
.
1'
-
0
"
LAP SPLICE SCHEDULE
FOR MASONRY
1'-2"
1'-6"
7'-8"
2'-0"
6'-10"
6'-0"
5'-3"
4'-0"
#3
#4
#9
#5
#10
#8
#7
#6
REINFORCING
LAP LENGTH
REINF.
SIZE
1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL WEIGHT
GROUT (f'm = 2,000 PSI).
2. FOR EPOXY COATED BARS, DEVELOPMENT LENGTHS SHALL BE INCREASED BY 50%.
3. NON-CONTACT LAP SPLICES SHOULD NOT BE SPLICED FURTHER APART THAN 20% OF THE
REQUIRED LAP LENGTH OR 8 IN.
1
2'
-
6
"
MI
N
.
--
2'-
6
"
3
8"
(M
I
N
.
)
GRADE OR FLATWORK
PER ARCH'L.
WATER PROOFING
PER ARCH'L
#5 @ 8" O.C.
(VERT.)
12" CMU WALL
(SOLID GROUT)
7'
-
0
"
(M
A
X
.
)
2'
-
8
"
45
MUDSTRIP SU
B
D
R
A
I
N
T
O
B
E
M
I
N
.
2
3"H
"
1'-0"
MIN.
#4 @ 24" O.C.
(HORIZ.)
#5 @ 16" O.C.
(VERT.)
4" PERFORATED
PIPE
MIRAFI 140N
GEOTEXTILE FABRIC
LA
P
#4 @ 8" O.C.
6'-9"
1'
-
0
"
3"
CL
R
.
GRADE OR FLATWORK
PER ARCH'L
1'-4"
#4 CONT.
#4 CONT.
2"
CL
R
.
3"
CLR.
5'-9"
8" CMU WALL
23 4"
#5 @ 8" O.C.
#5 @ 8" O.C.
#4 CONT.
#4 @ 24" O.C.
(HORIZ.)
23 4"
HSS2x2x14 POST
(WHERE OCCURS)
GUARDRAIL
PER ARCH'L
14
EQ.EQ.
112"
TY
P
.
112"
TY
P
.
8"x512"x12 THICK
STEEL PLATE
(2) 12"x1'-0"
ANCHOR BOLTS
#4 @ 16" O.C.
(VERT.)
2'
-
6
"
MI
N
.
2 MIN.
1
1'-0" MIN.
#4 CONT.
2
8" CMU WALL
(SOLID GROUT)
H
(
M
A
X
.
)
8"
MI
N
.
31116"
TYP.
GRADE OR FLATWORK
PER ARCH'L
1'-4"
MIN.
4" PERFORATED
PIPE
MIRAFI 140N
GEOTEXTILE FABRIC
34" GRAVEL
WATER PROOFING
PER ARCH'L.
SU
B
D
R
A
I
N
T
O
B
E
M
I
N
.
23"H
"
(N
O
T
R
E
Q
'
D
W
H
E
R
E
L
E
S
S
T
H
A
N
3
F
T
)
4'-3"
TWWVERT. BARSH
1'-3"2'-1"2'-0"
2'-9"3'-5"4'-0"
8'-0"6'-3" 5'-3"
#4 @ 16" O.C.
15"
KD
-
6"
30"
KEY REINF.
-
1. ALLOWABLE SOIL PRESSURE = 2,000psf MIN.
2. COEFFICIENT OF FRICTION = 0.25 MIN.
3. PASSIVE PRESSURE = 250pcf MIN.
4. ACTIVE PRESSURE = 40pcf MAX.
TOE REINF.
#4 @ 8" O.C.
#4 @ 16" O.C.#4 @ 8" O.C. #4 @ 12" O.C.
#4 @ 12" O.C.
#5 @ 8" O.C.
#4 @ 8" O.C.#4 @ 8" O.C.
#5 @ 16" O.C.#5 @ 8" O.C.
HSS2x2x14 POST
(WHERE OCCURS)
GUARDRAIL
PER ARCH'L
AA
45 MUDSTRIP
HS
12" CMU WALL
(SOLID GROUT)
LA
P
6'-0"4'-11"
KW
8"
12"
-
8"
HS
-
3'-4"
-
-
#4 @ 8" O.C.
TW
W
MIN.
1'-
0
"
3"
CL
R
.
GRADE OR FLATWORK
PER ARCH'L
KW
KD
CONC. SHEAR KEY
WHERE OCCURS
PER SCHED.
#4 CONT.
KEY REINF. PER SCHED.
#4 CONT.
2"
CL
R
.
3"
CLR.
TOE REINF.
PER SCHED
SCHEDULE 2: TYPICAL SITE RETAINING WALL
VERT. BARS PER SCHED.
(PROVIDE STD. HOOK INTO
FTG. WHERE NO 12" CMU STEM)
ADD'L. #4 @ 16" O.C.
@ 12" CMU ONLY
ADD'L. #4 @ 24" O.C.
(HORIZ.) @ 12" CMU ONLY
#5 @ 8" O.C. (VERT.)
#4 CONT.
#4 @ 24" O.C. (HORIZ.)
14
EQ.EQ.
2"
TY
P
.
2"
TY
P
.
8"x512"x12 THICK
STEEL PLATE
(2) 12"x1'-0"
ANCHOR BOLTS
2'
-
6
"
MI
N
.
#4 @ 24" O.C. (HORIZ.)
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
1
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
GR 2021-0025
CITY OF CARLSBAD
RETAINING WALL DETAILS
11
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
FLATWORK OR GRADE
PER ARCH'L. TYP.
1'
-
6
"
M
I
N
.
,
TY
P
.
1'-
0
"
3"
CL
R
.
#4 @ 8" O.C. EA WAY
WATERPROOFING PER ARCH'L
1'-
0
"
#4 CONT.
8"
MI
N
.
23 4"234"
GRADE PER CIVIL
6
f
t
P
E
R
S
C
H
E
D
.
2
,
T
Y
P
.
135
6
7
#4 CONT.
6
f
t
M
A
X
.
2"
CL
R
.
BIOFILTRATION BASIN WALLS
4
2
POUR JOINT
PIPE SLEEVE
3'-
0
"
M
A
X
.
FO
O
T
I
N
G
6"
MI
N
.
6"
MI
N
.
FOOTING SHALL BE STEPPED
SO THIS DIMENSION DOES
NOT EXCEED 3'-0" IN ANY CASE
PIPE O.D.
PLUS 2"
1'-6"
MIN.
1'-6"
MIN.
1"
CLR.
AROUND
4"
10'-0"
1'-6"
MIN.
PLUMBING OR CONDUIT
CAST IRON
SLEEVE 2" LARGER
THAN PIPE. TYP.
4"
90% OPTIMUM
DENSITY
COMPACTION
NO EXCAVATION
BELOW THESE
LINES
BACKFILL PER
SPECIFICATIONS,
TYPICAL
GROUND LINE
NO PIPE ALLOW TO
PASS THROUGH FTG
3'-0" MAX.
STEP FTG
SO THAT
CONC. FILL
DOES NOT
EXCEED 3'-0"
CONC. FILL SAME WIDTH AS FTG
& FULL WIDTH OF TRENCH. PLACE
CONC. FILL AROUND SLEEVES
BEFORE POURING CONCRETE FTG
FOR PIPES MORE THAN 3'-0" BELOW BTM
OF FTG, TRENCH MAY BE BACK FILLED
W/ COMPACTED FILL PER SPECS. DO NOT
TRENCH BENEATH FTG AFTER FTG HAS BEEN
POURED.
6"
MI
N
.
9"
6"
MI
N
.
2
1
1" CLR.
AROUND
1
2
PIPE AND TRENCH AT FOOTINGS
6d b
3" M
I
N
.
6d b
3"
M
I
N
.
6d b
3" M
I
N
.
(4"
M
I
N
.
@
MA
S
O
N
R
Y
CO
L
U
M
N
S
)
db
4db
212" MIN.
6d
b
3"
M
I
N
.
ALT.
ENDS
D
D
D
D
D
USE OFFSET ONLY WHERE SPECIFICALLY
DETAILED & AT COLUMNS
6
1
MAX.. SLOPE135
°
135
°
135
°
SPACED SPLICE
CONTACT SPLICE0"
db
2d
b
(1
12"
MI
N
.
)
MASONRY
48db
(2'-0" MIN.)
FOR #6 & LARGER
SEE
48db
(2'-0" MIN.)
CONCRETE
1
10
db
12
d
b
D
TYPICAL REINF. BAR BENDS
& LAP SPLICES
D = FINISHED INSIDE BEND DIA.
db = NOMINAL BAR DIA.
MIN. D = 6db FOR #8 BARS & SMALLER
MIN. D = 8db FOR #9 BARS THROUGH #11 BARS
MAX.IMUM CONSIDERED STIRRUP/ TIE IS #5.
MAX.IMUM CONSIDERED BAR IS # 11.
1'-
3
"
4
8"
(M
I
N
.
)
GRADE OR FLATWORK
PER ARCH'L.
WATER PROOFING
PER ARCH'L
4'-
0
"
(M
A
X
.
)
SU
B
D
R
A
I
N
T
O
B
E
M
I
N
.
23"H
"
#4 @ 16" O.C.
(VERT.)
4" PERFORATED
PIPE
MIRAFI 140N
GEOTEXTILE FABRIC
#4 @ 8" O.C.
4'-2"
1'
-
0
"
3"
CL
R
.
GRADE OR FLATWORK
PER ARCH'L
8"
#4 CONT.
2"
CL
R
.
3"
CLR.
3'-6"
8" CMU WALL
#4 @ 12" O.C.
#4 @ 8" O.C.
#4 CONT.
#4 @ 24" O.C.
(HORIZ.)
HSS2x2x14 POST
(WHERE OCCURS)
GUARDRAIL
PER ARCH'L
14
EQ.EQ.
112"
TY
P
.
112"
TY
P
.
8"x512"x12 THICK
STEEL PLATE
(2) 12"x1'-0"
ANCHOR BOLTS
2'
-
6
"
MI
N
.
2 MIN.
1
6" MIN.
23 4"
#4 CONT.
#4 CONT.
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
1
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
GR 2021-0025
CITY OF CARLSBAD
RETAINING WALL DETAILS
12
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
22
DR
ODAY
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026
95
90
90
90
1
2
0
PARCEL 2
PARCEL 1
80
95
10
0
10
5
8
8
8
9
95
90 85
11
0
11
5
11
512
0 11
0
1
0
0
10
5
95
80
1" PVC WATER SERV
75
DMA 1
LA
C
O
S
T
A
A
V
E
N
U
E
DMA 2
DMA 3
1
1
1 1
1
BMP 1
BMP 2
440 SF
135 SF
2
2
3
3
2
25'
26'
7'
23'
2'
POC
6'
22'5'
"AS BUILT"
SHEET SHEETS
GRADING PLANS FOR:
ROSS RESIDENCE
2484 LA COSTA AVENUE
MS 09-07 532-5A
22
K S ENGINEERING, INC.&GR 2021-0025
CITY OF CARLSBAD
SINGLE SHEET BMP EXHIBIT
22
DMA-1
NOT TO SCALE
ORIFICE DETAIL
ORIFICE8"
GRAVEL STORAGE LAYER
PERFORATED
PIPE
RISER
WALL
IE
24"X24" CATCH
BASIN
LID ORIFICE
8" OUTFALL
PIPEEND CAP
TG
BMP OUTLET
NOT TO SCALE
STRUCTURE DETAIL
12"
FG
3"
DMA-2
DMA-3
IMPERVIOUS AREA
23,712 SF
PERVIOUS AREA
PRE-DEVELOPMENT POST DEVELOPMENT
PERVIOUS AREA
10,412 SF
IMPERVIOUS AREA
13,300 SF
SURFACE DATA TABLE
0%
100%
(56%)
(44%)
NEWLY CREATED IMPERVIOUS AREA
REPLACED IMPERVIOUS AREA
13,300 SF
0 SF
8" PERFORATED
UNDERDRAIN PIPE
85-88% WASHED SAND
8-12% FINES (SILT & CLAY) AND
3-5% ORGANIC MATTER
* MIX SOIL CONSISTS OF:
12" PEA GRAVEL (ASTM 57)
8" PERFORATED UNDERDRAIN PIPE WITH
PERFORATION DOWN TO RUN LENGTH OF
PLANTER SET 3" ABOVE BOTTOM
3" SAND (ASTM 33)
**3" MULCH
3" PEA GRAVEL (ASTM 8)
BOTTOM
GRAVEL/SPLASH
BLOCK
BMP-1 & BMP-2
BIOFILTRATION BF-1
NOT TO SCALE
OUTFALL 8" PVC STORM
DRAIN PIPE CONNECT TO
STORM DRAIN CLEANOUT
24"X24"CB
TG/IE 1.2' FREE BOARD
WATER PROOF MEMBRANE
LEAST 12 MONTHS
HAS BEEN STOCKPILED OR STORED AT
SHREDDED HARD WOOD MULCH THAT
**MINIMUM 3" OF WELL-AGED
TOP
5.
2
'
*ENGINEERED SOIL MIX (18" DEEP)
5"/HOUR MIN. PERCOLATION RATE
DIMENSION AREA PER PLAN
WS
0 SF
DRAIN PIPE ROOF DOWNSPOUT
DMA
SURFACE (SQ. FT.)
BMPIMPERVIOUSPERVIOUS
TYPE OF STRUCTURAL
(SQ. FT.)
TOTAL
BMP-1 (BIOFILTRATION BF-1)
BMP-2 (BIOFILTRATION BF-1)
23,71210,412 13,300
10,300 7,174 17,474
DRAINAGE MANAGEMENT AREAS
ROOF DRAIN TO
LANDSCAPING
BIOFILTRATION
AREA
BMP TYPEBMP ID #SYMBOL CASQA NO.DRAWING NO.SHEET NO.(S)MAINTENANCE
FREQUENCY
BMP TABLE
1. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S
RECOMMENDATIONS AND/OR THESE PLANS.
2. NO CHANGES TO THE PROPOSED BMPS ON THIS SHEET WITHOUT PRIOR
APPROVAL FROM THE CITY ENGINEER.
3. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES
WITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER.
4. NO OCCUPANCY WILL BE GRANTED UNTIL THE CITY INSPECTION STAFF
HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION
AND INSTALLATION.
BMP NOTES:
PARTY RESPONSIBLE FOR MAINTENANCE:
NAME
ADDRESS
PHONE NO.
CONTACT
PLAN PREPARED BY:
NAME
ADDRESS
PHONE NO.
CERTIFICATION
COMPANY
SD-11
TC-32
INSPECTION
FREQUENCYQUANTITY
LOW IMPACT DESIGN (L.I.D.)
SOURCE CONTROL
HYDROMODIFICATION & TREATMENT CONTROL
5. REFER TO MAINTENANCE AGREEMENT DOCUMENT.
2 EA.ANNUALLY ANNUALLY
SF.532-5A 22 SEMI-ANNUALLY
TRASH ENCLOSURE SD-32
STENCILS SD-13
6. SEE PROJECT SWQMP FOR ADDITIONAL INFORMATION.
SIGNATURE
QUARTERLY
BMP CONSTRUCTION AND INSPECTION NOTES:
THE EOW WILL VERIFY THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING IN COMPLIANCE WITH THE
APPLICABLE REQUIREMENTS. PRIOR TO OCCUPANCY THE EOW MUST PROVIDE:
1.PHOTOGRAPHS OF THE INSTALLATION OF PERMANENT BMPS PRIOR TO CONSTRUCTION, DURING
CONSTRUCTION, AND AT FINAL INSTALLATION.
2.A WET STAMPED LETTER VERIFYING THAT PERMANENT BMPS ARE CONSTRUCTED AND OPERATING PER THE
REQUIREMENTS OF THE APPROVED PLANS.
3.PHOTOGRAPHS TO VERIFY THAT PERMANENT WATER QUALITY TREATMENT SIGNAGE HAS BEEN INSTALLED.
PRIOR TO RELEASE OF SECURITIES, THE DEVELOPER IS RESPONSIBLE FOR ENSURING THE PERMANENT BMPS HAVE
NOT BEEN REMOVED OR MODIFIED BY THE NEW HOMEOWNER OR HOA WITHOUT THE APPROVAL OF THE CITY
ENGINEER.
ZOBAIR ROOHANI
13523 PENFIELD POINT
SAN DIEGO, CA 92130
(310) 606-0243
ZOBAIR ROOHANI
HOSSEIN ZOMORRODI
K & S ENGINEERING, INC
7801 MISSION CENTER COURT
SUITE 100
SAN DIEGO, CA 92108
(619) 296-5565 EXT 120
43235
BIOFILTRATION
AREA TC-322 SF.532-5A SEMI-ANNUALLYQUARTERLY
440
135
1
1
1
2
3,000 912 3,912
-2,326 2,326 SELF-MITIGATING
HYDROLOGIC SOIL GROUP
PROJECT LOCATED IN THE NRCS TYPE D
GROUNDWATER
GROUNDWATER WAS NOT ENCOUNTER PER GEOTECHNICAL REPORT PREPARED BY CHRISTIAN WHEELER
ENGINEERING, INC DATED AUGUST 9, 2024
THERES IS NO CCSYA DRAINING INTO TO THE PROJECT,
THERE IS NO CCSYA ONSITE
TREATMENT CONTROL BMPS
BIOFILTRATION (BF-1) NO INFILTRATION
STORM WATER PRIORITY
PRIORITY DEVELOPMENT PROJECT
MEASURES TO ACCESS THE STRUCTURAL BMP
1. THE BMP MUST BE ACCESSIBLE TO EQUIPMENT NEEDED FOR MAINTENANCE. ACCESS REQUIREMENTS FOR
MAINTENANCE WILL VARY WITH THE TYPE OF FACILITY SELECTED.
2. INFILTRATION BMPS, BIOFILTRATION BMPS AND MOST ABOVE-GROUND DETENTION BASINS AND SAND
FILTERS WILL TYPICALLY REQUIRE ROUTINE LANDSCAPE MAINTENANCE USING THE SAME EQUIPMENT THAT IS
USED FOR GENERAL LANDSCAPE MAINTENANCE. AT TIMES THESE BMPS MAY REQUIRE EXCAVATION OF
CLOGGED MEDIA (E.G. BIORETENTION SOIL MEDIA, OR SAND FOR THE SAND FILTER), AND SHOULD BE
ACCESSIBLE TO APPROPRIATE EQUIPMENT FOR EXCAVATION AND REMOVAL/REPLACEMENT OF MEDIA.
3. ABOVE-GROUND DETENTION BASINS SHOULD INCLUDE ACCESS RAMPS FOR TRUCKS TO ENTER THE BASIN
TO BRING EQUIPMENT AND TO REMOVE MATERIALS.
4. UNDERGROUND BMPS SUCH AS DETENTION VAULTS, MEDIA FILTERS, OR GROSS POLLUTANT SEPARATORS
USED AS FOREBAYS TO OTHER BMPS, TYPICALLY REQUIRE ACCESS FOR A VACTOR TRUCK TO REMOVE
MATERIALS PROPRIETARY BMPS SUCH AS MEDIA FILTERS OR GROSS POLLUTANT SEPARATORS MAY REQUIRE
ACCESS BY A FORKLIFT OR OTHER TRUCK FOR DELIVERY AND REMOVAL OF MEDIA CARTRIDGES OR OTHER
INTERNAL COMPONENTS. ACCESS REQUIREMENTS MUST BE VERIFIED WITH THE MANUFACTURER OF
PROPRIETARY BMPS.
5. VACTOR TRUCKS ARE LARGE, HEAVY, AND DIFFICULT TO MANEUVER. STRUCTURAL BMPS THAT ARE
MAINTAINED BY VACTOR TRUCK MUST INCLUDE A LEVEL PAD ADJACENT TO THE STRUCTURAL BMP,
PREFERABLY WITH NO VEGETATION OR IRRIGATION SYSTEM (OTHERWISE VEGETATION OR IRRIGATION SYSTEM
MAY BE DESTROYED BY THE VACTOR TRUCK).
NATIVE PLANTS RESILIENT TO VARIABLE FLOW, TOLERANT TO SUMMER DROUGHT AND SATURATED SOIL
CONDITIONS. IE: THINGRASS, YERBA MANZA, MARSH BACCAHRIS, CALIFORNIA FIELD SEDGE, SAN DIEGO SEDGE,
RUSTY SEDGE, SALT GRASS, MEXICAN RUSH, CALIFORNIA GREY RUSH, CANYON PRINCE WILD RYE, NEVIN'S
BARBERRY, DEERGRASS AND LOW BULLRUSH, FULLY VEGETATE BOTTOM OF BASIN.
PLANTING NOTES:
BIOFILTRATION PLANTING NOTES:
WHITE ALDER, CALIFORNIA SYCAMORE, ARROYO WILLOW, LANCE-LEAF WILLOW, BLUE ELDERBERRY, THINGRASS,
YERBA MANZA, MARSH BACCAHRIS, CALIFORNIA FIELD SEDGE, SAN DIEGO SEDGE, RUSTY SEDGE, SALT GRASS,
PALE SPIKE RUSH, MEXICAN RUSH, CALIFORNIA GRAY RUSH, CANYON PRINCE WILD RYE, NEVIN'S BARBERRY,
DEERGRASS AND LOW BULLRUSH FULLY VEGETATE BOTTOM OF BASIN. ALL PLANTS MUST COMPLY WITH
APPENDIX E.21 OF CARLSBAD BMP DESIGN MANUAL
DRAINAGE DIRECTION
LEGEND:
ITEM SYMBOL
DRAINAGE MANAGEMENT AREA
BIOFILTRATION (BF-1) NO INFILTRATION
ACCESS FOR STRUCTURAL BMP
INSPECTION AND MAINTENANCE
ROOF DRAIN/DOWNSPOUT
STORM DRAIN STENCIL
ROOF (IMPERVIOUS)
CONCRETE (IMPERVIOUS)
CRITICAL COARSE SEDIMENT YIELD AREAS
SLOT OPENING
6"
SLOT OPENING
10'
3'
-
0
"
8"
NO.2 BACKING
T=1.1'
EL=69.25
RIP RAP ENERGY
DISSIPATOR
SDRSD (D-40 TYPE 1)
532-5A
8" PVC LOCKABLE
CLEANOUT
8" PVC SOLID PIPE
3"
2 EA.WEEKLY WEEKLY532-5A
532-5A SEMI-ANNUALLYQUARTERLY2 EA.
1
BMP AREA
2
DIMENSION
440
135
TOP OF WALL
(SF) (FT)TW
BOTTOM OF WALL
BW
TOP OF GRATE
TGELEVATION
IE
SURFACE
ELEVATION
73.0 69.0
69.0
72.0 74.2
74.2
69.25 0.875
BMP DATA
73.072.0 69.25
OPENING
(IN)
12X1 (3-SIDES)
9X1 (1-SIDE)
ORIFICE
(IN)
0.5
PER PLAN
4.0 x 33.75
INVERT SLOTBMP
6" PONDING12
"
EX. GRADE
(FOR BMP-2)
BMP SIGNAGE
TEMPORARY SIGNAGE
PERMANENT SIGNAGE
*BMP SIGN SC-G3 532-5A SEMI-ANNUALLYQUARTERLY2 EA.
(AC.)
(100%) (44%)(56%)
0.40
0.09
0.05
0.54
BOUNDARY OF STRUCTURAL BEST
MANAGEMENT PRACTICE
DO NOT DISTURB
PERMANENT WATER QUALITYTREATMENT FACILITY
KEEPING OUR WATERWAYS CLEAN
MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT
AGENCY APPROVAL
3/16" FILTER BLANKET
3 LAYERS NONWOVEN
GEOTEXTILE MATERIAL
BMP SIGN
(DURING CONSTRUCTION)
(LANDSCAPE ORIENTATION)
18"
12
"
18"
12
"
* SEE DETAIL THIS SHEET
7. "PERMANENT WATER QUALITY TREATMENT BASIN" SIGN TEMPLATE
PER CHAPTER 8 OF THE CARLSBAD BMP DESIGN MANUAL TO BOTH
BASIN.
22
22
22
22
22
ODAY
DR
Docusign Envelope ID: 77A96113-2E20-4AD6-8A65-E7048EA66C75
2/26/2026