HomeMy WebLinkAboutTract Map 37341-17 Street and Storm Drain Sommers Bend1989
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TRACT BOUNDARY
TRACT BOUNDARY
BOUNDARY
TRACT
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SCALE: 1" = 100'
200100100
INDEX MAP
1"=100'
N.T.S
WORK TO BE DONE
PAVING NOTES
TOPOGRAPHY INFORMATION
BASIS OF BEARINGS
DEVELOPER/OWNER ENGINEER
NOTIFICATION
EASTERN MUNICIPAL WATER DISTRICT:(951) 928-3777
METROPOLITAN WATER DISTRICT:(213) 217-6000
RANCHO CALIFORNIA WATER DISTRICT:(951) 296-6900
SOUTHERN CALIFORNIA GAS:(800) 427-2200
SOUTHERN CALIFORNIA EDISON:(800) 655-4555
CHARTER COMMUNICATIONS:(877) 906-9121
TITLE SHEET 1
2
3-5
SHEET INDEX
PRIVATE ENGINEER'S NOTE TO CONTRACTOR
STREET PLAN AND PROFILE
STREET DETAIL SHEET
GEOTECH. ENGINEER
QSP: CAINE TSUTSUI
QSD: CAINE TSUTSUI
RISK LEVEL: LEVEL 2
WDID #9 33C383303
SWPPP INFO.
DECLARATION OF ENGINEER OF RECORD
GENERAL NOTES
LEGAL DESCRIPTION
EXCAVATION
THE CONTRACTOR SHALL NOTIFY THE FOLLOWING UTILITIES OR AGENCIES 48 HOURS PRIOR TO STARTING CONSTRUCTION OR
DAMAGE OR PROTECTION TO THESE LINES.
WORK OR EXCAVATION TO DETERMINE THE EXACT LOCATIONS OF ALL LINES AFFECTING THIS WORK, WHETHER OR NOT SHOWN HERE ON, AND FOR ANY
LINES WHOSE LOCATIONS ARE NOT SHOWN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY AND IRRIGATION COMPANIES PRIOR TO
OF THE AVAILABLE RECORDS. THE CIVIL ENGINEER ASSUMES NO LIABILITY AS TO THE EXACT LOCATION OF SAID LINES NOR FOR UTILITY OR IRRIGATION
THE EXISTENCE AND APPROXIMATE LOCATIONS OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH
FROM THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER.
FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTION FOR LIABILITY RISING
BE LIMITED TO NORMAL WORKING HOURS, AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND CIVIL ENGINEER HARMLESS
CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT
CONTRACTOR FURTHER AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB-SITE CONDITIONS DURING THE COURSE OF
SUBCONTRACTOR'S COMPLIANCE WITH SAID REGULATIONS AND ORDERS.
RELATIONS CONSTRUCTION SAFETY ORDERS. THE CIVIL ENGINEER SHALL NOT BE RESPONSIBLE IN ANY WAY FOR THE CONTRACTOR'S AND
OCCUPATIONAL SAFETY AND HEALTH REGULATIONS OF THE U.S. DEPARTMENT OF LABOR AND THE STATE OF CALIFORNIA DEPARTMENT OF INDUSTRIAL
EMPLOYEES ARE PROVIDED A SAFE PLACE TO WORK AND THE PUBLIC IS PROTECTED. ALL CONTRACTORS AND SUBCONTRACTORS SHALL COMPLY WITH THE
ALL CONTRACTORS AND SUBCONTRACTORS PERFORMING WORK SHOWN ON OR RELATED TO THESE PLANS SHALL CONDUCT THEIR OPERATIONS SO THAT ALL
CONTACT: TRENT HEINER
PHONE: 951-710-1916
RIVERSIDE, CA 92505
11870 PIERCE STREET, STE 250
WOODSIDE HOMES
CONTACT: SIMON I. SAIID, PE,GE
PHONE: 951-296-0530
TEMECULA, CA 92590-5661
41715 ENTERPRISE CIRC N., STE 103
LEIGHTON AND ASSOCIATES, LLC
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46474849 444558515253545556575059606162
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LANDSCAPE
LOT 83
LOT 19
TRACT 37368
LOT 21
TR 37368
LOT 22
TR 37368
PENSTEMON WAY
HILLSTONE STREET
3
5
4
LOT 25
37341
TRACT
*NOTE: SEE SHEET 6-8 FOR STORM DRAIN PLANS
STORM DRAIN INDEX SHEET 6
9
LOT 24
TR 3741-17
1"=100'
K
AL
MIA WAY
STORM DRAIN PLAN AND PROFILE 7-8
STORM DRAIN DETAIL SHEET
STORM DRAIN BIORETENTION BASIN SPECIFICATIONS 10-11
SOMMERS BEND
CITY OF TEMECULA
TRACT MAP NO. 37341-17
WQMP&HMP BASIN
LOT 82
CITY OF TEMECULA:
STANDARD SPECIFICATIONS FOR PUBLIC WORK CONSTRUCTION ("GREENBOOK").
PLAN (SWPPP) REFERENCED HEREON AND THE LATEST EDITION OF THE
STANDARDS AND SPECIFICATIONS, THE STORMWATER POLLUTION PREVENTION
ACCORDING TO THESE PLANS, THE CURRENT CITY OF TEMECULA
THESE IMPROVEMENTS CONSIST OF THE FOLLOWING WORK TO BE DONE
CONTINUOUSLY OPERATING REFERENCE STATIONS (CORS) "P477" AND "BILL".
COUNTY OF RIVERSIDE ZONE 6, AS DETERMINED LOCALLY BY A TIE BETWEEN
THE CALIFORNIA COORDINATE SYSTEM, NAD 83 (NSRS 2011) EPOCH 2010.00,
AND "TRAFFIC" REQUIREMENTS, IF APPLICABLE.
14. OTHER CONSTRUCTION NOTES. REFER TO SEPARATE NOTES FOR "GRADING", "EROSION AND SEDIMENT CONTROL," "PAVING"
13. INSPECTIONS. ALL WORK PERFORMED WITHOUT PROPER INSPECTION FROM THE CITY MAY BE SUBJECT TO REJECTION.
MAINTENANCE OF THE FENCE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
UNTIL ROOFS SYSTEMS ARE COMPLETED OR AS DEEMED NECESSARY BY THE CITY ENGINEER FOR PUBLIC SAFETY. THE
12. CONSTRUCTION FENCING. A SIX FOOT CHAIN LINK FENCE IS REQUIRED ON ALL INDUSTRIAL AND COMMERCIAL PROJECTS
AND SHALL COMPLY WITH SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT'S (SCAQMD) RULE 403.
11. DUST CONTROL. DUST SHALL BE CONTROLLED BY WATERING OR OTHER METHODS, AS APPROVED BY THE CITY ENGINEER
ENGINEER. UPON REQUEST, SURVEY CUTS SHEETS SHALL BE PROVIDED TO THE CITY ENGINEER.
ACCORDANCE WITH THE LAND SURVEYORS ACT AND THE STREETS AND HIGHWAY CODE, AND AS APPROVED BY THE CITY
EXISTING MONUMENTS (DISTURBED OR DESTROYED DURING CONSTRUCTION) SHALL BE REPLACED TO CITY STANDARDS IN
PROVIDED TO THE CITY ENGINEER, UPON COMPLETION OF THE PROJECT AND BEFORE ACCEPTANCE IS GRANTED. ALL
STREET CENTERLINE MONUMENTS, AS REQUIRED BY RIVERSIDED COUNTY ORDINANCE NO. 491. CENTERLINE TIES SHALL BE
10. SURVEY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRCTOR TO NOTIFY THE ENGINEER OF RECORD AND TO INSTALL
TO THE SATISFACTION OF THE GOVERNING AGENCY BY THE CONTRACTOR, AT HIS EXPENSE.
THE PROJECT LIMITS. ANY UTILITY DAMAGED DURING THE PERFORMANCE OF THE WORK SHALL BE REPAIRED OR REPLACED
OR COMPLETENESS OF THE LOCATION, NOR THE EXISTENCE OR NON-EXISTENCE OF ANY UNDERGROUND UTILITIES WITHIN
9. UTILITIES. APPROVAL OF THESE PLANS BY THE CITY DOES NOT CONSTITUDE A REPRESENTATION AS TO THE ACCURACY
BE AT THE JOB SITE AT ALL TIMES.
START OF CONSTRUCTION. DURING CONSTRUCTION, A DEPENDABLE AND RESPONSIVE CONTRACTOR'S REPRESENTATIVE SHALL
8. PRE-CONSTRUCTION MEETING. A PRE-CONSTRUCTION MEETING SHALL BE SCHEDULED TWO WORK DAYS PRIOR TO THE
CONSTRUCTION MANUAL.
FOR REVIEW AND APPROVAL PRIOR TO IMPLEMENTING THE CHANGE IN THE FIELD. REFER TO THE CITY'S ENGINEERING AND
7. CONSTRUCTION CHANGE. ANY CONSTRUCTION CHANGE MUST BE FIRST SUBMITTED TO THE CITY AS A REDLINE REVISION
OBTAINED PRIOR TO ANY SITE DISTURBANCE OR GRADING.
SPECIES ACTS OR WATER QUALITY REGULATIONS. THE APPRORIATE CLEARANCES FROM THESE AGENCIES SHALL BE
CLEARANCES FROM STATE OR FERAL AGENCIES REGULATING THE PROVISIONS OF STATE OF FEDERAL ENDANGERED
6. REGULATORY AGENCY CLEARANCES. THE ISSUANCE OF A PERMIT BY THE CITY DOES NOT IMPLY OR PROVIDE ANY
UNDERTAKEN ON SUNDAY AND NATIONALLY RECOGNIZED HOLIDAYS.
ACTIVITY BETWEEN THE HOURS OF 7:00AM AND 6:30PM ON SATURDAY. NO CONSTRUCTION ACTIVITY SHALL BE
HOURS OF 6:30 PM AND 6:30 AM, MONDAY THROUGH FRIDAY AND SHALL ONLY ENGAGE IN OR CONDUCT CONSTRUCTION
ACTIVITY, WHEN THE CONSTRUCTION SITE IS WITHIN ONE-QUARTER OF A MILE OF AN OCCUPIED RESIDENCE, BETWEEN THE
5. WORKING HOURS. CITY ORDINANCE NO. 94-25 STATES THAT NO PERSON SHALL ENGAGE IN OR CONDUCT CONSTRUCTION
RECORD FROM THE RESPONSIBILITY FOR THE CORRECTION OF ERRORS OR OMISSIONS DISCOVERED DURING CONSTRUCTION.
4. ERRORS OR OMISSIONS. APPROVAL OF THESE PLANS BY THE CITY DOES NOT RELIEVE THE APPLICANT AND ENGINEER OF
APPROVED SET OF IMPROVEMENT PLANS MUST BE PRESENT AT THE JOBSITE DURING CONSTRUCTION.
B. A GRADING PERMIT SHALL BE OBTAINED, PRIOR TO ANY WORK ON PRIVATE DEVELOPMENT. THE PERMIT AND AN
A. PRIOR TO START OF ANY WORK, A BUSINESS LICENSE SHALL BE OBTAINED FROM THE CITY.
3. LICENSE/PERMIT REQUIREMENT:
(24-HR PHONE NUMBER)COMPANY(RESPONSIBLE PERSON/CONTRACTOR)
(24-HR PHONE NUMBER)COMPANY(RESPONSIBLE PERSON/DEVELOPER)
2. EMERGENCY TELEPHONE NUMBER. (ANSWERING MACHINE IS NOT ACCEPTABLE).
CONSTRUCTION MANUAL, CITY CODES AND REQUIREMENTS.
STANDARD DRAWINGS FOR PUBLIC WORKS CONSTRUCTION (AND SUBSEQUENT AMENDMENTS), THE CITY'S ENGINEERING AND
1. STANDARDS. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF THE CITY'S IMPROVEMENT
WOODSIDE HOMESTRENT HEINER 951-710-1916
GARY JONES WOODSIDE HOMES 951-205-2073
AND ENCROACHMENTS.
19. OTHER PERTINENT INFORMATION. REFER TO THE CITY OF TEMECULA MUNICIPAL CODE, TITLE 18, CONSTRUCTION, GRADING
CONTROL REQUIREMENTS.
18. OTHER CONSTRUCTION NOTES. REFER TO SEPARATE NOTES FOR GENERAL, GRADING, AND EROSION AND SEDIMENT
OPERATION OF VALVES AFTER PAVING, REMOVE ALL DEBRIS, RUBBISH AND EXCESS MATERIAL FROM WORK AREA, ETC.).
CLEAN THE SITE (I.E., REMOVE LOOSE PAVEMENT AND AGGREGATE, CLEAN OUT ALL MANHOLE PITS, ENSURE FREE
LOADS) SHALL BE KEPT OFF NEWLY PAVED AREAS UNTIL PAVEMENT SURFACES HAVE COOLED DOWN ADEQUATELY; (C)
OPERATIONS AND ASPHALT SPRAY; (B) PROTECT COMPLETED WORK; ALL VEHICULAR TRAFFIC (I.E., MOVING OR STATIONARY
LANDSCAPING, CATCH BASIN DEPRESSIONS AND OTHER SURFACE FEATURES AGAINST DAMAGE CAUSED BY PAVING
17. PROTECTION OF WORK. THE CONTRACTOR SHALL: (A) PROTECT EXISTING STRUCTURES, CURB AND GUTTERS, SIDEWALKS,
DEVIATIONS GREATER THAN 1/8 INCH IN SIX FEET (6 ) SHALL BE ACCEPTED.
FILLS, TRENCH FILLS OR BASE MATERIAL, AS REQUIRED BY THE CITY ENGINEER. NO PAVEMENT BIRDBATHS OR
16. ACCEPTANCE OF PRODUCT. THE CONTRACTOR SHALL REPAIR ANY DEFECTIVE SURFACING DUE TO GRADE SETTLEMENT OF
MACHINE) AND ROLLING AC SHALL BE IN ACCORDANCE WITH THE GREENBOOK.
15. AC PLACEMENT. THE METHOD OF DEPOSITING, DISTRIBUTING (I.E., USING A SELF-PROPELLED SPREADING/FINISHING
ENGINEERING STANDARDS. REFER TO CITY STANDARD NO. 503 PAVING DETAIL AROUND MANHOLE.
SHALL BE IN ACCORDANCE WITH THE GREENBOOK REQUIREMENTS, UTILITY AGENCY REQUIREMENTS, AND CITY AND
14. PAVING DETAIL AROUND MANHOLES, VALVE COVERS, ETC. ALL PAVING AROUND MANHOLES, UTILITY VALVE COVERS, ETC.
ENGINEERING STANDARDS. REFER TO STANDARD NO. 200.
13. GUTTER LIP. A 3/8 INCH LIP SHALL BE PLACED ADJACENT TO CONCRETE GUTTERS IN ACCORDANCE WITH CITY AND
12. PARKING LOT GRADE. THE MINIMUM AC OR CONCRETE PAVEMENT GRADE SHALL BE ONE PERCENT (1%).
CONCRETE AND VERTICAL SURFACES IN COMPLIANCE WITH THE GREENBOOK.
REPAVED, AT THE DISCRETION OF THE CITY ENGINEER. A TACK COAT SHALL BE APPLIED TO JOIN EXISTING ASPHALT
FEET (2 ) IN WIDTH (BETWEEN THE TRENCH AND GUTTER LINE), SAID PAVEMENT STRIPS SHALL BE REMOVED AND
PROXIMITY AND PARALLEL TO GUTTER LINES RESULT IN LEAVING PAVEMENT STRIPS IN DISTRESS OR LESS THAN TWO
CITY STANDARD NO. 407 TRENCH/POTHOLE REPAIR FOR TRENCH MAINTENANCE AND/OR REPAIRS. IF TRENCHES IN CLOSE
11. TRENCHING FOR UTILITIES. ALL STREET TRENCHES SHALL CONFORM TO CITY AND ENGINEERING STANDARDS. REFER TO
FROM UTILITY COMPANIES PRIOR TO FINAL CAP.
10. UTILITIES. ALL UNDERGROUND FACILITIES AND LATERALS SHALL BE IN PLACE PRIOR TO PAVING. PROVIDE CLEARANCE
STANDARDS, AND SHALL BE INSPECTED AND CLEARED BY THE CITY ENGINEER PRIOR TO PAVING.
C. DRIVEWAYS. ALL ONSITE PRIVATE RESIDENTIAL DRIVEWAYS SHALL COMPLY WITH THE APPROVED PLANS AND CITY
TO PAVING, AT BASE GRADE COMPLETION; AND (1) DURING PLACEMENT OF AC.
B. PAVING INSPECTIONS. TWO (2) PAVING INSPECTIONS ARE REQUIRED BY THE DEPARTMENT OF PUBLIC WORKS: (1) PRIOR
REQUIRED BY THE DEPARTMENT OF PUBLIC WORKS.
A. BASE GRADE INSPECTION. ONE (1) INSPECTION AT SUB-GRADE COMPLETION (PRIOR TO PLACEMENT OF BASE) IS
9. PAVING INSPECTIONS.
SOILS ENGINEER AND THE PUBLIC WORKS INSPECTOR.
COMPACTION TEST OBSERVATION OF SUB-GRADE AND BASE GRADE MATERIALS SHALL BE COORDINATED TO INCLUDE THE
95% COMPACTION OF SUB-GRADE, BASE MATERIAL AND TOP 1 FOOT, SHALL BE SUBMITTED TO THE CITY ENGINEER.
8. COMPACTION. PRIOR TO PLACEMENT OF BASE MATERIAL AND AC, COMPACTION REPORTS BY A SOILS ENGINEER, CERTIFYING
TESTS SHALL BE SUBJECT TO APPROVAL BY THE CITY ENGINEER.
TEST NO. 301 AND SHALL BE CERTIFIED BY A REGISTERED CIVIL ENGINEER). THE NUMBER AND LOCATIONS OF THESE
SHALL UTILIZE THE R VALUE METHOD (I.E., R VALUE TESTS SHALL BE CONDUCTED IN ACCORDANCE WITH CALIFORNIA
DESIGN SHALL ADHERE TO THE METHODOLOGY SET FORTH IN CHAPTER 600 OF CALTRANS HIGHWAY DESIGN MANUAL AND
ROUGH GRADING. THE STRUCTURAL SECTION DESIGN SHALL BE REVIEWED AND APPROVED BY THE CITY ENGINEER. SAID
PURPOSES). THE FINAL STRUCTURAL SECTION REQUIREMENTS SHALL BE DETERMINED BY ADDITIONAL SOIL TESTS, AFTER
7. STREET SECTIONS. STREET STRUCTURAL SECTIONS SHOWN ON PLANS ARE TENTATIVE (I.E., THEY RE USED FOR BONDING
SHOW THAT THE DESIGN MEETS ALL CITY AND GREENBOOK REQUIREMENTS.
CONCRETE PLANT SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. THE MIX DESIGN(S) SHALL CLEARLY
6. MIX DESIGNS. TEN (10) WORKING DAYS PRIOR TO PAVING, THE PROPOSED MIX DESIGN(S) FROM THE SUPPLYING ASPHALT OR
C. PORTLAND CONCRETE CEMENT. ALL PCC USED SHALL BE IN CONFORMANCE TO THE GREENBOOK.
ARTERIAL ROADS REQUIRE CAB.
2. FOR STREET SECTIONS, BASE COURSE MATERIAL SHALL BE CRUSHED AGGREGATE BASE (CAB). PRINCIPAL AND URBAN
1.BASE MATERIALS SHALL CONFORM TO PROVISIONS OF THE GREENBOOK AND CURRENT CITY STANDARDS.
B. BASE MATERIALS.
ROUGH SURFACE TEXTURE, ETC.) IN COMPLIANCE WITH THE GREENBOOK AND/OR CALTRANS SPECIFICATIONS.
PROVIDE HIGH STABILITY (I.E., ABILITY TO RESIST SHOVING AND RUTTING, ANGULAR AGGREGATE PARTICLES WITH A
MINIMIZE SHOVING, THE CITY RESERVES THE RIGHT TO REQUIRE A MODIFIED AC MIX DESIGN WITH PROPERTIES THAT
HILLS, CURVES OR INTERSECTIONS, CAUSED BY BRAKING OR ACCELERATING VEHICULAR FORCES. TO PREVENT OR
RICH IN ASPHALT, THAT HAVE COURSE/FINE AGGREGATE THAT IS TOO ROUNDED, ETC. TYPICALLY, SHOVING RESULTS AT
NOTE: SHOVING IS A TYPE OF AC PAVEMENT FAILURE THAT MAY BE CAUSED BY ASPHALT MIXES THAT ARE TOO
3. THE MAXIMUM AC LIFT IS 0.33 FOOT (4 INCHES).
2. THE MINIMUM AC THICKNESS IS 0.33 FOOT (4 INCHES).
CONCRETE THICKNESS. THE MINIMUM AC LIFT FOR BASE COURSE IS 0.21 FOOT (2 INCHES).
II. TYPE B PG70-10 FOR BASE COURSE. THIS COURSE SHALL CONTAIN THE BALANCE OF THE REQUIRED ASPHALT
THICK INCLUDING GRIND AND OVERLAY INSTALLATIONS.
I. TYPE C2 PG70-10 FOR FINISH AND OVERLAY COURSES. THIS COURSE SHALL BE A MINIMUM OF 0.12 FOOT (1 INCHES)
1. AC MATERIALS SHALL CONFORM TO SECTION 203-6 OF THE GREENBOOK AND CITY STANDARDS.
A. AC MATERIALS.
AS DIRECTED BY THE CITY ENGINEER.
AND AC MATERIALS SHALL BE TESTED IN ACCORDANCE WITH THE CITY S QUALITY ASSURANCE PROGRAM (QAP) AND/OR
5. CERTIFICATION/TESTING. ALL SUBGRADE AND BASE GRADE SHALL BE CERTIFIED BY A LICENSED LAND SURVEYOR. BASE
SETTING ANIONIC EMULSIFIED ASPHALT TYPE SS-1H CONFORMING TO THE GREENBOOK.
ASPHALT CONCRETE BASE COURSE, IF IT HAS BEEN EXPOSED TO VEHICULAR LOADS. THE TACK COAT SHALL BE SLOW
4. TACK COAT. A TACK COAT SHALL BE APPLIED TO EXISTING PAVEMENT AND VERTICAL JOINTS, CONCRETE SURFACES AND
SPECIFIED.
3. SOIL STERILIZER. AN APPROVED SOIL STERILIZER SHALL BE USED ON ALL BASE GRADE SURFACES PRIOR TO PAVING, IF
IMPROVEMENTS) SHALL BE PROVIDED TO THE CITY ENGINEER. A CALTRANS ENCROACHMENT PERMIT MAY BE REQUIRED.
OBTAINING AN ENCROACHMENT PERMIT, A CERTIFICATE OF INSURANCE AND THE REQUIRED BONDING (FOR PUBLIC
2. PERMIT REQUIREMENTS. A GRADING OR ENCROACHMENT PERMIT(S) SHALL BE OBTAINED PRIOR TO PAVING. BEFORE
LATEST EDITION, THE ENGINEERING AND CONSTRUCTION MANUAL, CITY AND ENGINEERING STANDARDS AND REQUIREMENTS.
COURSE, ETC.) SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (I.E., GREENBOOK)
1. STANDARDS. ALL WORK AND MATERIALS (I.E., ASPHALT CONCRETE (AC) PAVEMENT, PORTLAND CONCRETE CEMENT (PCC), BASE
LOT 24 OF TRACT MAP NO. 37368 MB. 468, PG. 89-98
FOLLOWS:
IN THE COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS DESCRIBED AS
THE LAND REFERRED TO HEREON BELOW IS SITUATED IN THE CITY OF TEMECULA,
PLANNING AREA 31A
STREET AND STORM DRAIN
RELIEVE THEM FROM THE REQUIREMENTS OF THE CONDITIONS OF APPROVAL (ATTACHED HEREIN OR IN OTHER APPROVED IMPROVEMENT PLANS).
THE DESIGN OF THESE IMPROVEMENTS. I HAVE READ AND INFORMED THE PROJECT APPLICANT/ DEVELOPER THAT APPROVAL OF THESE PLANS DO NOT
THE TECHNICAL ADEQUACY OF THE DESIGN OF THE IMPROVEMENTS. SUCH PLAN CHECK DOES NOT, THEREFORE, RELIEVE ME OF MY RESPONSIBILITY FOR
OF ENSURING THAT THE PLANS COMPLY WITH CITY PROCEDURES, APPLICABLE POLICES AND ORDINANCES. THE PLAN CHECK IS NOT A DETERMINATION OF
DESIGN. I UNDERSTAND AND ACKNOWLEDGE THAT THE PLAN CHECK OF THESE PLANS BY THE CITY OF TEMECULA IS A REVIEW FOR THE LIMITED PURPOSE
PRACTICES. AS THE ENGINEER IN RESPONSIBLE CHARGE OF THE DESIGN OF THESE IMPROVEMENTS, I ASSUME FULL RESPONSIBLE CHARGE FOR SUCH
I HEREBY DECLARE THAT THE DESIGN OF THE IMPROVEMENTS AS SHOWN ON THESE PLANS COMPLIES WITH PROFESSIONAL ENGINEERING STANDARDS AND
LDInspections@temeculaca.gov
VICINITY MAP
SITE
T. 7S, R. 2W, S. 21
79
NICOLAS RD
MURRIETA HOT SPRINGS RD
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AERIAL TOPOGRAPHY COMPILED BY RICK ENGINEERING COMPANY ON 10/12/2016
ENGINEERING COMPANY
SOURCE: ROUGH GRADING/ MASS GRADING PLANS PER LD18-0784 BY RICK
DATE: 09/05/18
CONTACT: RICHARD O'NEILL
PHONE: (951) 782-0707
RIVERSIDE, CA. 92507
1770 IOWA AVE, SUITE 100
RICK ENGINEERING COMPANY
B
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
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JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Cimp01.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
STREET & STORM DRAIN IMPROVEMENT PLAN
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
LD21-0335
N/A
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
Drawn By
Plans Prepared Under Supervision Of
Date
R.C.E. No.
Designed By Checked By
63285
ESES ES/RO
TRACT MAP 37341-17
RICHARD C. O'NEILL
2/28/2022ST
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3/17/22
1989
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TC= FS-0.12 TC=FS-0.12
NO. 401
REPORT AND CITY STD
QUALITY IN GEOTECHNICAL
SPECIFIED PER SOIL
BASE TO BE USED AS
CRUSHED AGGREGATE
CURB AND GUTTER
PLAN
PER FUTURE PRECISE GRADING
HOUSE PLOTTING AND DRIVEWAY
LOCATION OF FUTURE DRIVEWAY.
6" THICK SIDEWALK REQUIRED AT
FT
AC
TOP OF CURB TC
FL
FS
FLOW LINE
FINISHED SURFACE
BEGINNING OF CURB RETURN
END OF CURB RETURN
BCR
ECR
R/WRIGHT OF WAY
CENTERLINE CL
CURB FACE CF
BCBEGINNING OF CURVE
ECEND OF CURVE
VC
HP
VERTICAL CURVE
HIGH POINT
BEGINNING OF VERTICAL CURVE
END OF VERTICAL CURVE
BVC
EVC
MANHOLE MH
GBGRADE BREAK
PRVC
ASPHALT CONCRETE
ELEVATION ELEV.
EDGE OF PAVEMENT EP
FEET
LLENGTH
MAXIMUM
MINIMUM
MAX.
MIN.
NO.NUMBER
NTSNOT TO SCALE
PROPERTY LINE PL
STRENGTH OF MATERIAL
STANDARD STD
TYPICAL TYP.
SQUARE FEET SF
SQUARE YARDS SY
EAEACH
CURB AND GUTTER C&G
EX.EXISTING
PROPOSED PROP.
XS
X
EX
XTPB
X
CBX
CURB (SIZE AND TYPE NOTED)
EXISTING FLOWLINE
EXISTING FENCE
PROJECT BOUNDARY
EXEXISTING ELECTRIC MANHOLE
A XEXISTING AIR RELEASE VALVE
EXISTING WATER METER
EXISTING SEWER MANHOLE
EXISTING WATER VALVE
EXISTING FIRE HYDRANT
EXISTING ELECTRIC PULL BOX
EXISTING TRAFFIC PULL BOX
EXISTING SIGN
EXISTING STORM DRAIN MANHOLE
EXISTING CATCH BASIN
1
2
4
3
CONSTRUCT TYPE "C" CURB PER CITY OF TEMECULA STD. NO. 202
5
PLACE MIN 0.33' A.C. OVER MIN. O.5' CLASS II C.A.B. PER CITY OF TEMECULA STD NO. 115
6
7
8
9
10
CONSTRUCT TYPE "A-6" CURB AND GUTTER (6" C.F.) PER CITY OF TEMECULA STD. NO. 200
11
2 EA
REMOVE EXIST. PAVEMENT
SIDEWALK
GRIND AND OVERLAY EXIST. PAVEMENT
DAYLIGHT
PRCPOINT OF REVERSE CURVE
POINT OF REVERSE VERICAL CURVE
MIDDLE OF VERTICAL CURVE MVC
R-VALUE
LEGEND & ABBREVIATIONS
GENERAL SIGNING & STRIPING NOTES
CONSTRUCTION NOTES & QUANTITY ESTIMATE
N.T.S.
TYPICAL PAVEMENT JOIN DETAIL
56
SAW CUT
EXIST EP
2' MIN
AND AB
NEW AC
5
6
AND AB
EXIST AC
MIN. DEPTH AND OVERLAY
PAVEMENT TO 0.10'
COLDPLANE EXIST.
2' MIN. OR AS DIRECTED,
HEADER CUT
0.10' MIN. DEEP
50'
50' LOCAL ROAD (MODIFIED)
R/W
5'
25'
20'
R/W
CL
25'
20'5'
22
1
COMPACTED SUBGRADE
0.50' MIN. CLASS II 0.33' MIN AC PAVEMENT2:1 MAX2:1 MAX2:1 MAX2:1 MAX33
PER PLAN
FS
2%2%
EASEMENT
PUBLIC UTILITY
3' BENCH/
EASEMENT
PUBLIC UTILITY
3' BENCH/
CONSTRUCT MODIFIED CURB TRANSITION PER CITY OF TEMECULA STD. NO. 213 & DETAIL ON THIS SHEET
PARKING
8'8'
PARKING2% MAX 2% MAX
2DETAIL SHEET
A-6 CURB
2 288
9
8
N.T.S.
CURB TRANSITION AT CATCH BASIN
CURB
ROLLED
TRANS.
5'
TRANS.
5'
CURB
ROLLED
4,080 LF
12 EA
1"=40'
80 LF
20 LF
70 LF
150 SF
150 SF
14,370 SF
6,480 SF
(1,365 TONS/ 1031 CY)
INSTALL STREET LIGHT PER SEPARATE ELECTRICAL PLAN LD21-4198
STANDARD SPECIFICATIONS.
15. ALL PAVEMENT STRIPING SHALL HAVE RAISED PAVEMENT MARKINGS (RPM) PER SECTION 85 OF THE CALTRANS
OTHERWISE APPROVED BY THE DEPARTMENT OF PUBLIC WORKS.
14. ALL PAVEMENT MARKINGS, PAVEMENT LEGENDS, AND LINE 8" OR WIDER SHALL BE THERMOPLASTIC UNLESS
FROM DATE OF INITIAL INSTALLATION.
13. ALL PAINTED STRIPING SHALL BE DOUBLE COATED IN NOT LESS THAN 7 DAYS, BUT NO MORE THAN 14 DAYS
SANDBLASTING PER SECTION 15 OF THE CALTRANS STANDARD SPECIFICATIONS.
12. ALL CONFLICTING PAVEMENT LEGENDS, STRIPING, AND PAVEMENT MARKINGS SHALL BE REMOVED BY WET
SPECIFICATIONS.
11. ALL PAVEMENT STRIPING AND LEGENDS SHALL BE INSTALLED PER SECTION 84.3 OF THE CALTRANS STANDARD
36-INCH ANCHOR ASSEMBLY.
10. THE POST MATERIAL SHALL BE "TELESPAR QWIK-PUNK" OR APPROVED EQUAL WITH RECEPTIVE 30-INCH OR
OR AS SPECIFIED ON THE PLAN.
9. STREET NAME SIGNS SHALL BE INSTALLED AT ALL INTERSECTIONS AND MAY BE INSTALLED ABOVE THE R1 SIGN
THROUGH A24-E.
CALIFORNIA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), AND CALTRANS STANDARD PLANS: A20-A
8. ALL PAVEMENT MARKERS, STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO THE LATEST VERSION OF THE
8 FEET BEHIND THE STOP BAR OR 8 FEET BEHIND THE STOP LEGENDS.
7. THE STOP LEGEND SHALL BE 8 FEET BEHIND THE STOP BAR. IF REQUIRED, DIRECTIONAL ARROWS SHALL ALSO BE
THE WHEELCHAIR ACCESS RAMPS UNLESS OTHERWISE SPECIFIED ON THE PLAN.
6. ALL STOP BARS WILL LOCATED AT EH PROLONGATION OF THE CENTER DELTA OF THE CURB RETURN OR BEHIND
5. ALL R1 SIGNS WILL BE LOCATED 2 FEET BEHIND CURB AT THE B.C.R. OR AS SPECIFIED ON THE PLAN.
RETURN, OR BACK OF THE CROSSWALK OR STOP BAR.
4. UNLESS OTHERWISE STATED, ALL STRIPING SHALL BEGIN AND TERMINATE AT QUATER DELTA OF THE CURB
OF 30"x30". OTHER REGULATORY OR GUIDE SIGNS MAY BE ENGINEERING GRADE REFLECTIVE SHEETING.
3. ALL R1 SIGNS AND WARNING SIGNS SHALL USE HI-INTENSITY GRADE REFLECTIVE SHEETING AND BE A MINIMUM
THE INSPECTOR SHALL DETERMINE THE EXACT LIMITS OF THE MATCH STRIPING.
2. ALL PAVEMENT MARKINGS AND SIGN LOCATIONS MUST BE INSPECTED AND APPROVED BEFORE STRIPING BEGINS.
APPROVAL BY THE INSPECTOR.
1. STRIPING, SIGNING, OR PAVEMENT LEGENDS SHALL NOT BE INSTALLED PRIOR TO FIELD INSPECTION AND
SAWCUT EXISTING A.C. PAVEMENT. SEE TYPICAL PAVEMENT JOINT ON THIS SHEET
CONCRETE560-C-3250INSTALL 6" THICK SIDEWALK CLASS
INSTALL STREET NAME SIGN PER CITY OF TEMECULA STD. NO. 403, 404 & 405
CONSTRUCT MODIFIED SIDEWALK (5' WIDE) PER CITY OF TEMECULA MODIFIED STD. NO. 401 SHOWN HEREON
R/W
5'
MODIFIED SIDEWALK
4" MIN
4" MIN
3
2
SIDEWALK
3
MIN 5' SIDEWALK WIDTH
CITY OF TEMECULA STD. NO 401 MODIFIED TO
N.T.S.
L
I
N
E
C
U
R
B
2% MAX
CONCRETE
560-C-3250
CLASS
REMOVE EXISTING WOOD BARRICADE
GRIND AND OVERLAY EXISTING PAVEMENT. SEE TYPICAL PAVEMENT JOINT ON THIS SHEET
STD LD201 (CASE PER PLAN)
CONSTRUCT LOCAL DEPRESSION NO. 2 PER RCFC&WCD
31
32
33
34
35
2 EA
36
2 EA
37
38
39 1 EA
40 1 EA
41
42
CONSTRUCT CONCRETE FORBAY AND BAFFLE WALL WITH SLOT OPENINGS PER DETAIL ON SHEET 9
2 EA
INSTALL 1/4 TON RIPRAP (D=3.3 FEET)
1,870 LF
16 EA
CONSTRUCT CONCRETE COLLAR PER RCFC&WCD STD M803 1 EA
INSTALL 8" PERFORATED SUBDRAIN
CONSTRUCT JS NO.2 PER RCFC&WCD STD JS227
43 INSTALL 10" PERFORATED SUBDRAIN 65 LF
14 CY
CONSTRUCT 100 YEAR OVERFLOW WEIR PER DETAIL ON SHEET 9
44 CONSTRUCT HEADWALL PER CALTRANS STD NO. D89 1 EA
CONSTRUCT 24" RCP (D-LOAD PER PROFILE) SHOWN ON SHEET 7
CONSTRUCT 36" RCP (D-LOAD PER PROFILE) SHOWN ON SHEET 7
CATCH BASINS.
MARKER MODEL #NDL ("NO DUMPING-DRAINS TO LAKE") ON ALL
INSTALL 3"X5 1/4"DAS MANUFACTURING INCLUDING DURACAST STORM DRAIN
CONSTRUCT CB NO.1 PER RCFC&WCD STD CB100 (V AND W PER PLAN).
STORM DRAIN NOTES
45 1 EA
11
N.T.S.
PLOT
HOUSE
FUTURE
3 3
11
6" THICK SIDEWALK AT LOCATION OF FUTURE DRIVEWAY
CONSTRUCT CONCRETE BULKHEAD PER RCFCD&WCD STD NO. M816.
INSTALL RCFC&WCD CB110 CONCRETE DROP INLET
INSTALL UNDERDRAIN CLEANOUT PER RCFC&WCD LID HANDBOOK
LOW IMPACT DEVELOPMENT LID
WELDED WIRE MESH WWM
88 LF
205 LF
1 EA
R-VALUE=25
DESIGN SPEED=35 MPH
STD 103A TI=6
HILLSTONE STREET: FROM STA 15+47.56 TO 23+90.11
KALMIA WAY: 15+47.56 HILLSTONE STREET TO 11+21.67 PENSTEMON WAY
PENSTEMON WAY: FROM STA 11+21.67 TO 19+10.02
N.T.S.
TRAFFIC INDEX TI
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
11x
Ric
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JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Cimp02.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
STREET & STORM DRAIN IMPROVEMENT PLAN
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
LD21-0335
N/A
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
Drawn By
Plans Prepared Under Supervision Of
Date
R.C.E. No.
Designed By Checked By
63285
ESES ES/RO
TRACT MAP 37341-17
RICHARD C. O'NEILL
2/28/2022ST
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CALIF RNICVL
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No. 63285 L
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RAC DRA
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EXPIRES 6/30/2022
3/17/22
3/17/22
1989
S
E
I
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UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
R/W
R/W
R/W
12.18'
BOUNDARY
TRACT
R/W
SURFACE AT CL
PROPOSED FINISHED
AT 20' LT
PROPOSED TOP OF CURB
AT 20' RT
PROPOSED TOP OF CURB
EXISTING GROUND AT CL
AT 20' LT
TOP OF CURB
PROPOSED
AT 20' LT
TOP OF CURB
PROPOSED
AT CL
FINISHED SURFACE
PROPOSED
AT 20' RT
TOP OF CURB
PROPOSED
PER LD18-3076
OF CURB AT 20' RT
EXISTING TOP
PER LD18-3076
AT CENTERLINE
SURFACE
FINISHED
EXISTING
PER LD18-3076
AT 20' LT
OF CURB
EXISTING TOP
PER LD18-3076
EXISTING CURB RETURN
40 0 40 80
SCALE: 1" = 40'
PENSTEMON WAY
ORNO.RADIUS LENGTHDELTA BRG.
CURB DATA
TANGENTORNO.RADIUS LENGTHDELTA BRG.
CENTERLINE DATA
TANGENT
1
2
3
CONSTRUCT TYPE "C" CURB PER CITY OF TEMECULA STD. NO. 202
PLACE MIN 0.33' A.C. OVER MIN. O.5' CLASS II C.A.B. PER CITY OF TEMECULA STD NO. 115
7
3
CONSTRUCTION NOTES
4
1250 LT
1250 CL
1250 RT
1240 LT
1240 CL
1240 RT
11 1312 14 1615 17 17 18
1250 LT
1250 CL
1250 RT
1260 LT
1260 CL
1260 RT
IDENTICAL POINT
19
IDENTICAL POINT
IDENTICAL POINT
1
7
+
0
0
.
0
0
1
2
5
4
.
2
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T
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1
2
5
4
.
3
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F
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+
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.
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+
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.
0
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1"=40'
M
A
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H
L
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S
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1
1
+
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6
7
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4
MA
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HL
IN
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S
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1
1
+
2
1
.6
7
B
C
S
E
E
S
HE
E
T
N
O
. 4
1"=4'
6
5
INSTALL STREET LIGHT PER SEPARATE ELECTRICAL PLAN LD21-4198
CONSTRUCT MODIFIED SIDEWALK (5' WIDE) PER CITY OF TEMECULA MODIFIED STD. NO. 401 SHOWN ON SHEET 2.
11+21.67 TO 19+10.02
PENSTEMON WAY
SEE LD18-3076
TRACT MAP 37341
PENSTEMON WAY
SEE LD18-3076
TRACT MAP 37341
WAY
WILDRYE
SAWCUT EXISTING A.C. PAVEMENT. SEE TYPICAL PAVEMENT JOINT SHOWN ON SHEET 2.
REMOVE EXISTING WOOD BARRICADE
GRIND AND OVERLAY EXISTING PAVEMENT. SEE TYPICAL PAVEMENT JOINT SHOWN ON SHEET 2.
1
2
345678910111213141516
17
1
2
27
28
29 30 31 32 3433 35 36 37 38 39 40 41
42
43
50.50'
53.30'17.56'29.65'48.00'46.00'48.00'46.00'48.00'46.00'48.00'46.00'48.40'46.00'47.00'4.30'22.87'17.89'32.11'19.35'
10
.02
'
46.40
'
47.40'44.98'1.42'47.40'46.40'47.20'46.40'47.40'46.40'47.40'46.20'47.80'46.20'47.40'33.74'12.06'7.29'37.82'22.87'
1242.07 TC
10+87.95 EC
1242.38 TC
11+08.44 BC
5
'
5
'
2
0
'
2
0
'
4
0
'
5
0
'
5
'
5
'
1245.66 FS
12+66.45 EC
1256.99 FS
18+38.92 EC
3
'
P
U
E
3
'
P
U
E
3
'
P
U
E
3
'
P
U
E
7 8
654
10 11 12 13 14
5
6
43
2
12 13 14 15 16 17 18
19
2 2
2
2 2 2
3 3 3
3 3
1257.18 FS
18+88.92 BC
4
0
'
2
0
'
2
0
'
5
0
'
11
1256.68 FS
18+17.81 BC
1240.63 FS
12+23.73 KALMIA WAY
10+14.83 PENSTEMON WAY
1256.56 TC
BC
1256.87 TC
EC
1257.06 TC
BC
1256.56 TC
BC
1256.87 TC
EC
1257.06 TC
BC
7
1245.54 TC
EC
1245.54 TC
EC1242.65 TC
BC
1242.65 TC
BC
1242
.77
FS
11+21
.67
BC
4
4 ST. LIGHT
14+38.10
4 ST. LIGHT
15+96.46
ST. LIGHT
17+66.504
5 6
2.00%SEE LD18-3076
JOIN EXISTING
1257.03 TC
19+10.03 EC
SEE LD18-3076
JOIN EXISTING
1256.92 TC
19+10.03 EC/BCR
SEE LD18-3076
JOIN EXISTING
1256.92 TC
19+10.03 EC
ST. LIGHT
12+66.44
40
39
38
37
36
35
34
33
32
31
30
29
28
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
9°13'02" 880.00' 141.57' 70.94'
N 67°48'00" E 551.36'
4°01'54" 320.00' 22.52' 11.26'
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS
Drawing No.
11x
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
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2
0
2
2
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JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Cimp03.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
PROFILE SCALE:
VERT: 1"=4'
HORIZ: 1"=40'
x of Sheet
LD21-0335
NOTE
DRIVEWAY PLACEMENT
AND DETAIL ON SHEET 2 FOR
SEE CONSTRUCTION NOTE 11
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
Drawn By
Plans Prepared Under Supervision Of
Date
R.C.E. No.
Designed By Checked By
63285
ESES ES/RO
TRACT MAP 37341-17
STREET IMPROVEMENT PLAN & PROFILE2/28/2022ST
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CALIF RNICVL
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No. 63285 L
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RAC DRAH
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RICHARD C. O'NEILL
EXPIRES 6/30/2022
40
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36
35
34
33
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30
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14
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11
10
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8
7
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1
9°13'02" 900.00' 144.78' 72.55'
N 67°48'00" E 551.36'
4°01'54" 300.00' 21.11' 10.56'
N 71°49'54" E 50.00'
4°01'54" 300.00' 21.11' 10.56'
1
2
4
4
.
3
3
F
S
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+
0
0
.
0
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6
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1
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+
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.
0
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1
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8
.
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1
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3
3
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S
1
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+
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0
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0
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2.00%
1
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4
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2
1
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2
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1
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+
0
0
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+
0
0
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0
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2.00%
1
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5
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5
4
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1
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+
6
6
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4
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1
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6
6
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6
6
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1
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5
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6
6
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C
1
2
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2
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1
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1
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9
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2
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1
2
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1
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0
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0
0
PI=1257.53
100' VC
1
2
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4
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1
2
5
6
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2
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1
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7
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/
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1
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1
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+
0
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PI=1257.41
100' VC
1
2
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4
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2
1
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C
1
2
5
6
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6
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P
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0
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1
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+
0
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0
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PI=1257.41
100' VC
1
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6
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5
6
T
C
1
2
5
6
.
5
6
T
C
1
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9
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6
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8
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8
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1
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5
7
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0
6
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C
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0
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8
8
.
9
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C
1
8
+
8
8
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9
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C
1
2
5
7
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1
8
F
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1
8
+
3
8
.
9
2
E
C
1
8
+
3
8
.
9
2
E
C
1
8
+
3
8
.
9
2
B
C
1
8
+
1
7
.
8
1
E
C
1
8
+
1
7
.
8
1
B
C
1
8
+
1
7
.
8
1
B
C
@ 18+60.02
1
8
+
1
0
.
0
2
B
V
C
1
8
+
1
0
.
0
2
B
V
C
1
8
+
1
0
.
0
2
B
V
C
@ 18+60.02
@ 18+60.02
2.00%
2.00%
2.00%
M
A
T
C
H
E
X
I
S
T
C
U
R
B
1
2
5
6
.
9
2
T
C
M
A
T
C
H
E
X
I
S
T
C
U
R
B
1
2
5
6
.
9
2
T
C
M
A
T
C
H
E
X
I
S
T
1
2
5
7
.
0
3
F
S
1
9
+
1
0
.
0
3
E
V
C
/
E
C
/
B
C
R
1
9
+
1
0
.
0
3
E
V
C
/
E
C
1
9
+
1
0
.
0
3
E
V
C
/
B
C
-3
.
0
0%
-0.99%
-0.99%
G1=2.00% , G2=-0.99%
G1=2.00% , G2=-0.99%
G1=2.00% , G2=-0.99%
40
39
38
37
36
35
34
33
32
31
30
29
28
27
26
25
24
23
22
21
20
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18
17
16
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14
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9
8
7
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5
4
3
2
1
N 71°49'54" E 50.00'
4°01'54" 280.00' 19.70' 9.86'
N 77°01'02" E 66.35'
9°13'02" 920.00' 148.00' 74.16'
N 67°48'00" E 551.36'
4°01'54" 280.00' 19.70' 9.86'
N 71°49'54" E 50.00'
4°01'54" 320.00' 22.52' 11.26'
124°14'07" 60.00' 130.10' 113.40'
N 8°27'46" E 41.04'
9°00'31" 110.00' 17.30' 8.67'
4°51'14" 320.00' 27.11' 13.56'
N 4°18'29" E 7.35'
10°43'53" 110.00' 20.60' 10.33'
3/17/22
3/17/22
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
14.59'
19.67'
1.19'
R/W
R/W
11.13'
16.42'
R/W
MB 468/89-98
TRACT MAP 37368
DRAINAGE EASEMENT PER
MB 468/89-98
TRACT MAP 37368
DRAINAGE EASEMENT PER
SHEET 7
SHOWN ON
OUTLET STRUCTURE
SEE SHEET 7
LAT V-6-8-2
DATED __-__-____
NO. ____-______
VACATED PER INSTRUMENT
OF CURB AT 20' LT
PROPOSED TOP
AT CL
EXISTING GROUND
1232.05 INV
CL CB
20' RT
OF CURB AT
PROPOSED TOP
1229.59 INV
CL CB
SURFACE AT CL
PROPOSED FINISHED
40 0 40 80
SCALE: 1" = 40'
ORNO.RADIUS LENGTHDELTA BRG.
CURB DATA
TANGENTORNO.RADIUS LENGTHDELTA BRG.
CENTERLINE DATA
TANGENT
1
2
3
CONSTRUCT TYPE "C" CURB PER CITY OF TEMECULA STD. NO. 202
PLACE MIN 0.33' A.C. OVER MIN. O.5' CLASS II C.A.B. PER CITY OF TEMECULA STD NO. 115
10
4
4
CONSTRUCTION NOTES
1240 LT
1240 CL
1240 RT
1240 LT
1240 CL
1240 RT
10 11 1312
1"=40'
MATCHLINE STATION 15+47.56 BC SEE SHEET NO. 5
MATCHLINE STATION 11+21.67 BC SEE SHEET NO. 3
8KALMIA WAY
1"=4'
INSTALL STREET LIGHT PER SEPARATE ELECTRICAL PLAN LD21-4198
INSTALL STREET NAME SIGN PER CITY OF TEMECULA STD. NO. 403, 404 & 405
CONSTRUCT MODIFIED CURB TRANSITION PER CITY OF TEMECULA STD. NO. 213 & DETAIL SHOWN ON SHEET 2.
TO 11+21.67 PENSTEMON WAY
KALMIA WAY-15+47.56 HILLSTONE STREET
CONSTRUCT MODIFIED SIDEWALK (5' WIDE) PER CITY OF TEMECULA MODIFIED STD. NO. 401 SHOWN ON SHEET 2
B
40
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1
124°14'07" 60.00' 130.10' 113.40'
N 8°27'46" E 41.04'
9°00'31" 110.00' 17.30' 8.67'
4°51'14" 320.00' 27.11' 13.56'
N 4°18'29" E 7.35'
10°43'53" 110.00' 20.60' 10.33'
N 6°25'23" W 41.04'
94°10'18" 60.00' 98.62' 64.54'
93°46'48" 35.00' 57.29' 37.39'
12°13'52" 280.00' 59.77' 30.00'
N 4°18'29" E 60.47'
72°42'33" 35.00' 44.42' 25.76'
N 78°17'50" E 71.85'
9°53'50" 1090.00' 188.29' 94.38'
N 68°24'00" E 588.32'
5°58'06" 620.00' 64.58' 32.32'
N 64°13'40" E 41.04'
14°04'10" 110.00' 27.01' 13.57'
N 78°17'50" E 22.69'
9°53'50" 1130.00' 195.20' 97.84'
N 68°24'00" E 588.32'
5°58'06" 580.00' 60.42' 30.24'
24 23
22
21
20
19
25
63
34.
00'
33.00'
57
.52
'29.64'3 6 .4 2
3
7
.
7
4
'
0.97'
7
.35
'4.07'0.52'36.45'
16
.73'12.07'
60.05'
2
3
.12'
140.82'
4
1.
0
4'
4
1.0
4
'
15
16
17
18
19
20 21 22
2 3
24
25 26
8
10
4
0
'
5
0
'2
0
'
2
0
'7 119
2
2
2
2
3
3
3
3
4.11'6
.64
'
1237.42 FS
14+16.96 HILLSTONE STREET
10+00.00 KALMIA WAY
1240.63 FS
10+14.83 PENSTEMON WAY
12+23.73 KALMIA WAY10
10
1
1
2
4
4 1
1
2
3
2
1
92
73
2
3
3
3
1
1237.63 TC
BC
1239.95 TC
EC
1239.33 TC
BC
1239.02 TC
EC
1238.24 TC
EC
1237.31 TC
EC
1241.45 TC
BC
1238.90 TC
11+22.77 BC
1242.77 FS
1242.65 TC
1242.65 TC
1237.67 TC
HILLSTONE ST
14+75.71 BCR
1238.57 TC
1238.57 TC
8
8
8
1241.32 TC
PENSTEMON WAY
10+44.42 ECR
1238.69 FS
1237.90 TC
BC
1237.85 TC
10+58.73 ECR
ST. LIGHT 4
11+28.63
1238.89 TC
11+22.77 EC
18
1239.88 TC
KALMIA WAY
11+83.27 BCR
ST. LIGHT
14+99.70
1238.29 TC
15+24.87 EC/GB
SHEET 7 FOR DETAIL)
SEE STORM DRAIN
(W=21', V=5.5'
1237.55 TC
11+66.81, 31.08 RT CL CB
62
ST. LIGHT
10+91.87
1242.38 FS
11+8.44 BC
1239
.02
TC
11+22
.77
BC
WQMP&HMP BASIN
LOT 82
1238.49 TC
10+97.38 PRC
1242.07 FS
EC
10 11
12
1
0
1
0
1
1
1
4
1
4
1
5
FS
1239.98
1238.00 FS
10+58.75 BC
SHEET 7 FOR DETAILS)
SEE STORM DRAIN
(W=21', V=7.14'
1236.73 TC
9+86.53, 23.32 LT CL CB
F
S
1
2
4
1
.
4
4
E
C
1
2
3
7
.
7
9
F
S
E
C
2
5
'
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS
Drawing No.
11x
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
n
y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Cimp04.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
PROFILE SCALE:
VERT: 1"=4'
HORIZ: 1"=40'
of Sheet
LD21-0335
NOTE
DRIVEWAY PLACEMENT
AND DETAIL ON SHEET 2 FOR
SEE CONSTRUCTION NOTE 11
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
Drawn By
Plans Prepared Under Supervision Of
Date
R.C.E. No.
Designed By Checked By
63285
ESES ES/RO
TRACT MAP 37341-17
STREET IMPROVEMENT PLAN & PROFILE2/28/2022ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
RICHARD C. O'NEILL
EXPIRES 6/30/2022
40
39
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23
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9
8
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3
2
1
93°46'48" 55.00' 90.02' 58.75'
N 7°55'22" W 58.75'
12°13'52" 300.00' 64.04' 32.14'
N 4°18'29" E 100.95'
72°42'33" 55.00' 69.80' 40.48'
N 78°17'50" E 130.60'
9°53'50" 1110.00' 191.74' 96.11'
N 68°24'00" E 588.32'
5°58'06" 600.00' 62.50' 31.28'
1
2
3
8
.
5
4
T
C
1
1
+
0
0
.
0
0
1
2
3
9
.
0
2
T
C
1.59%
1
2
3
9
.
3
3
T
C
1
2
3
9
.
9
5
T
C
1
2
4
0
.
2
0
T
C
1
2
4
0
.
4
5
T
C
1
2
4
0
.
7
0
T
C
1
2
4
0
.
9
5
T
C
1
2
4
1
.
2
0
T
C
1
2
4
1
.
4
5
T
C
1
2
4
2
.
0
7
T
C
1.51% B
C E
C
|
/
6
2
|
/
6
3
|
/
6
4
|
/
6
5
|
/
6
B
C E
C
L=20.60'L=41.04'L=98.62'
|/6=16.44'
1
1
+
3
0
.
1
3
E
C
/
G
B
1
2
4
2
.
3
8
T
C
1
1
+
0
8
.
4
4
E
C
/
G
B
L=20.60'L=41.04'
1
2
3
7
.
9
0
T
C
1
2
3
7
.
3
1
T
C
1
2
3
7
.
0
0
T
C
1
2
3
6
.
8
8
T
C
1
2
3
6
.
7
4
T
C
1
2
3
6
.
7
3
T
C
1
2
3
6
.
8
9
T
C
1
2
3
6
.
9
9
T
C
1
2
3
7
.
3
1
T
C
1
2
3
7
.
6
3
T
C
1
2
3
8
.
2
4
T
C
-1.44%
1.48%
G2=1.48%
G1=-1.44%
PI=1236.52
50' VC
B
C
E
C
|
/
6
2
|
/
6
3
|
/
6
4
|
/
6
5
|
/
6
B
C E
C
E
V
C
B
V
C
L
P
1
2
3
6
.
7
0
T
C
1235.95 FL
L=221.90' KNUCKLEL=256.49' KNUCKLE
|/6=21.68'
L=41.04'L=27.01'L=41.04'17.30'
L=
L=130.10'
P
E
N
S
T
E
M
O
N
W
A
Y
1
2
3
8
.
2
9
T
C
H
I
L
L
S
T
O
N
E
S
T
R
E
E
T
1
5
+
2
4
.
8
7
E
C
/
G
B
L=49.91'L=30.19'
L=54.55'
1236.86 FL
FL
1236.79
1
2
4
2
.
6
5
T
C
2.0%
1
2
3
8
.
2
9
T
C
1
5
+
2
4
.
8
7
1
5
+
0
0
.
0
0
1
5
+
4
7
.
5
6
B
C
1
5
+
4
7
.
5
6
B
C
1
2
3
8
.
5
7
T
C
H
I
L
L
S
T
O
N
E
S
T
R
E
E
T
1.25%
1.25%
1.25%
1
5
+
4
7
.
5
6
B
C
1
2
3
8
.
5
7
T
C
H
I
L
L
S
T
O
N
E
S
T
R
E
E
T
1
2
3
8
.
4
9
T
C
/
G
B
1
1
+
2
2
.
7
7
B
C
1
2
3
8
.
9
0
T
C
1236.07 FL
P
E
N
S
T
E
M
O
N
W
A
Y
1
1
+
2
1
.
6
7
B
C
1
0
+
9
7
.
3
8
P
R
C
2.0%
69.80'
2.09%
3
|
/
4
1
2
3
7
.
6
8
F
S
|
/
2
1
2
3
7
.
5
6
F
S
1
2
3
7
.
5
9
F
S
|
/
4
1
2
3
8
.
0
0
F
S
1
2
3
9
.
9
8
F
S
|
/
4
1
2
4
0
.
3
5
F
S
|/4=17.44'
CROWN LINE
69.80'
1
2
4
1
.
4
4
F
S
1
2
4
1
.
0
7
F
S
3
|
/
4
1
2
4
0
.
7
1
F
S
|
/
2
2.09%
3
|
/
4
1
2
3
7
.
6
5
T
C
|
/
2
1
2
3
7
.
5
5
T
C
|
/
4
1
2
3
7
.
5
6
T
C
1
2
3
7
.
6
7
T
C
CURB RETURN |/4= 11.12'
1
2
3
9
.
8
8
T
C
K
A
L
M
I
A
W
A
Y
1
1
+
8
3
.
2
7
B
C
R
1
2
4
0
.
1
6
T
C
|
/
4
|
/
2
1
2
4
0
.
6
0
T
C
3
|
/
4
1
2
4
1
.
0
1
T
C
1
0
+
4
4
.
4
2
E
C
R
1
2
4
1
.
3
2
T
C
P
E
N
S
T
E
M
O
N
W
A
Y
44.42'
1.25%1
0
+
5
8
.
7
5
B
C
/
B
V
C
1.62%
|/4=22.50'
CROWN LINE=90.02'
G2=1.25%
G1=-1.62%
PI=1237.55 @ |/2
L=90.02'
1
2
4
1
.
3
8
T
C
1
2
3
9
.
8
2
T
C
25' VC
25' VC
1.62%
@ |/4
@ 3|/4
1
2
3
7
.
6
4
T
C
G2=1.62%
G1=-1.02%
PI=1237.38
50' VC
1
2
3
7
.
7
9
T
C
@ |/2
H
I
L
L
S
T
O
N
E
S
T
1
4
+
7
5
.
7
1
B
C
R
/
G
B
1
2
3
7
.
8
5
T
C
1
0
+
5
8
.
7
3
E
C
R
CURB RETURN |/4= 14.32'
57.29'
B
V
C
E
V
C
L=54.55'
1.62%
G2=2.00%
G1=4.42%
PI=1241.13
PI=1240.03
G1=1.62%
G2=4.42%
1
2
3
8
.
1
0
F
S
S
T
R
E
E
T
H
I
L
L
S
T
O
N
E
1
2
3
7
.
5
5
F
S
L
P
L
P
1
2
3
7
.
5
4
T
C
1
1
+
8
3
.
2
7
B
C
/
G
B
1
1
+
8
0
.
4
8
B
V
C
1
0
+
4
7
.
2
1
E
V
C
1
2
3
7
.
7
9
F
S
S
T
R
E
E
T
H
I
L
L
S
T
O
N
E
1
4
+
7
5
.
7
1
E
C
/
E
V
C
1
1
+
2
2
.
7
7
E
C
1
1
+
2
2
.
7
7
E
C
1
2
3
8
.
8
9
T
C
1
2
3
9
.
0
0
F
S
1
2
4
2
.
7
7
F
S
P
E
N
S
T
E
M
O
N
W
A
Y
1
1
+
2
1
.
6
7
B
C
1
2
4
2
.
6
5
T
C
1
1
+
2
1
.
6
7
B
C
P
E
N
S
T
E
M
O
N
W
A
Y
1
2
+
5
3
.
0
7
E
C
/
G
B
1.70%
1
2
3
8
.
6
9
F
S
H
I
L
L
S
T
O
N
E
S
T
R
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E
T
18.10'18.19'
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18
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2
1 N 77°01'02" E 106.84'
9°13'02" 900.00' 144.78' 72.55'
N 67°48'00" E 551.36'
4°01'54" 300.00' 21.11' 10.56'
N 71°49'54" E 50.00'
4°01'54" 300.00' 21.11' 10.56'
93°46'48" 55.00' 90.02' 58.75'
N 7°55'22" W 58.75'
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2
1 N 87°44'55" E 41.04'
10°43'53" 110.00' 20.60' 10.33'
N 77°01'02" E 13.23'
9°13'02" 880.00' 141.57' 70.94'
N 67°48'00" E 551.36'
4°01'54" 320.00' 22.52' 11.26'
N 71°49'54" E 50.00'
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1
N 64°13'40" E 41.04'
14°04'10" 110.00' 27.01' 13.57'
N 78°17'50" E 22.69'
9°53'50" 1130.00' 195.20' 97.84'
N 68°24'00" E 588.32'
5°58'06" 580.00' 60.42' 30.24'
40
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1
N 77°01'02" E 13.23'
9°13'02" 880.00' 141.57' 70.94'
N 67°48'00" E 551.36'
4°01'54" 320.00' 22.52' 11.26'
N 71°49'54" E 50.00'
4°01'54" 280.00' 19.70' 9.86'
N 77°01'02" E 66.35'
9°13'02" 920.00' 148.00' 74.16'
N 67°48'00" E 551.36'
4°01'54" 280.00' 19.70' 9.86'
N 71°49'54" E 50.00'
4°01'54" 320.00' 22.52' 11.26'
3/17/22
3/17/22
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
22.75'R/W
R/W
R/W
R/W
TRACT BOUNDARY
35' EMWD SEWER EASEMENT
AT CENTERLINE
EXISTING SURFACE
SURFACE AT CL
PROPOSED FINISHED
AT 20' RT
PROPOSED TOP OF CURB
AT 20' LT
PROPOSED TOP OF CURB
PER LD18-3076
OF CURB AT 20' LT
EXISTING TOP
PER LD18-3076
AT CENTERLINE
SURFACE
EXISTING FINISHED
PER LD18-3076
OF CURB AT 20' RT
EXISTING TOP
PER LD18-3076
EXISTING CURB RETURN
40 0 40 80
SCALE: 1" = 40'
HILLSTONE STREET
ORNO.RADIUS LENGTHDELTA BRG.
CURB DATA
TANGENTORNO.RADIUS LENGTHDELTA BRG.
CENTERLINE DATA
TANGENT
1
2
3
CONSTRUCT TYPE "C" CURB PER CITY OF TEMECULA STD. NO. 202
PLACE MIN 0.33' A.C. OVER MIN. O.5' CLASS II C.A.B. PER CITY OF TEMECULA STD NO. 115
4
5
CONSTRUCTION NOTES
1250 CL
1250 RT
1250 LT
1240 CL
1240 RT
1240 LT
15 17
18 19 20 21 22 23 24 25
1'=40"
M
A
T
C
H
L
I
N
E
S
T
A
T
I
O
N
1
5
+
4
7
.
5
6
B
C
S
E
E
S
H
E
E
T
N
O
.
4
MA
T
C
HL
INE
S
T
A
T
IO
N
15
+
4
7
.5
6
B
C
S
E
E
S
HE
E
T
NO
. 4
7
1"=4'
6
5
INSTALL STREET LIGHT PER SEPARATE ELECTRICAL PLAN LD21-4198
15+47.56 TO 23+90.11
HILLSTONE STREET
SAWCUT EXISTING A.C. PAVEMENT. SEE TYPICAL PAVEMENT JOINT SHOWN ON SHEET 2.
REMOVE EXISTING WOOD BARRICADE
GRIND AND OVERLAY EXISTING PAVEMENT. SEE TYPICAL PAVEMENT JOINT SHOWN ON SHEET 2.
CONSTRUCT MODIFIED SIDEWALK (5' WIDE) PER CITY OF TEMECULA MODIFIED STD. NO. 401 SHOWN ON SHEET 2
LD 18-3076
TRACT MAP 3734110
59
60
61
464748495051535455565758
4445
64
65
66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81
49
.17
'
49.60'
49.32'31.64'16.80'46.00'46.20'46.40'46.40'46.00'46.20'46.00'46.60'46.00'46.00'46.00'46.00'17.72'27.28'37.83'
7
.47
'
46
.20
'
46.00
'
46.20'46.00'4.19'41.21'49.60'46.20'45.80'46.60'45.80'46.50'46.20'46.60'46.00'46.20'45.60'38.50'7.55'52.35'
52
2
0
'
2
0
'
4
0
'
5
0
'
5
'
5
'
5
'
5
'
3
'
P
U
E
3
'
P
U
E
3
'
P
U
E
3
'
P
U
E
3
' P
UE
30
29
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34
35
36
13
14 15
16
17 18 19 20 21 22 23
24
2
2
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22
3
3
3
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3
3
11
4
4
4
2
0
'
2
0
'
4
0
'
5
0
'
4
1248.16 TC
BC
7
1248.16 TC
BC
1248.28 FS
23+27.61 BC1241.09 FS
17+39.30 EC
1240.97 TC
EC
1240.97 TC
BC
1238
.69
FS
BC
1238.57 TC
EC
1238.57 TC
BC
ST. LIGHT
16+56.46
ST. LIGHT
18+27.55
ST. LIGHT
21+51.30
4
ST. LIGHT
23+9.89ST. LIGHT
19+87.09
5 6
SEE LD18-3076
JOIN EXISTING
TC 1247.98
23+90.11 EC
SEE LD18-3076
JOIN EXISTING
FS1248.10
C23+90.11 E
SEE LD18-3076
JOIN EXISTING
1247.98 TC
23+90.11 EC
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA DEPARTMENT OF PUBLIC WORKS
Drawing No.
11x
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
n
y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Cimp05.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
PROFILE SCALE:
VERT: 1"=4'
HORIZ: 1"=40'
x of Sheet
LD21-0335
NOTE
DRIVEWAY PLACEMENT
AND DETAIL ON SHEET 2 FOR
SEE CONSTRUCTION NOTE 11
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
Drawn By
Plans Prepared Under Supervision Of
Date
R.C.E. No.
Designed By Checked By
63285
ESES ES/RO
TRACT MAP 37341-17
STREET IMPROVEMENT PLAN & PROFILE2/28/2022ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
RICHARD C. O'NEILL
EXPIRES 6/30/2022
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1
N 78°17'50" E 130.60'
9°53'50" 1110.00' 191.74' 96.11'
N 68°24'00" E 588.32'
5°58'06" 600.00' 62.50' 31.28'
40
39
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1
9°53'50" 1090.00' 188.29' 94.38'
N 68°24'00" E 588.32'
5°58'06" 620.00' 64.58' 32.32'
N 64°13'40" E 41.04'
14°04'10" 110.00' 27.01' 13.57'
N 78°17'50" E 22.69'
9°53'50" 1130.00' 195.20' 97.84'
N 68°24'00" E 588.32'
5°58'06" 580.00' 60.42' 30.24'
1
2
3
9
.
2
3
T
C
1
6
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0
0
.
0
0
1
2
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.
4
8
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C
1
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7
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V
C
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1.25%
G1=1.25% , G2=-1.00%
@ 23+40.11
PI=1248.48
100' VC
1
2
3
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3
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3
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C
2
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4
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4
8
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C
2
1
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0
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2
4
6
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C
2
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C
1
2
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9
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2
3
+
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2
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+
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6
7
T
C
/
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P
2
3
+
9
0
.
1
1
E
V
C
/
E
C
1.25%
G1=1.25% , G2=-1.00%
@ 23+40.11
PI=1248.48
100' VC
1
2
3
9
.
3
5
F
S
1
6
+
0
0
.
0
0
1
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1
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+
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0
.
0
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1
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5
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2
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0
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6
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8
5
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0
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2
4
7
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9
7
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S
2
2
+
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0
.
1
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V
C
1
2
4
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0
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S
2
3
+
0
0
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0
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1
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.
2
2
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2
3
+
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5
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1
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.
3
2
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6
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1
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8
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2
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+
6
5
.
1
1
2
3
+
9
0
.
1
1
E
V
C
/
E
C
1.25%
G1=1.25% , G2=-1.00%
@ 23+40.11
PI=1248.60
100' VC
1
7
+
3
9
.
3
0
B
C
1
7
+
3
9
.
3
0
E
C
1
7
+
3
9
.
3
0
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C
1
2
4
0
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9
7
T
C
1
2
4
0
.
9
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C
1
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4
1
.
0
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S
1
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8
.
1
6
T
C
1
2
4
8
.
1
6
T
C
1
2
4
8
.
2
8
F
S
2
3
+
2
7
.
6
1
B
C
2
3
+
2
7
.
6
1
B
C
2
3
+
2
7
.
6
1
B
C
1
2
3
8
.
5
7
T
C
1
2
3
8
.
5
7
T
C
1
2
3
8
.
6
9
T
C
B
C
B
C
E
C
J
O
I
N
E
X
I
S
T
I
N
G
(
12
4
7
.9
8
T
C
)
J
O
I
N
E
X
I
S
T
I
N
G
(
12
4
8
.10
F
S
)
J
O
I
N
E
X
I
S
T
I
N
G
(
12
4
7
.9
8
T
C
)
(-0.99%)
(-0.99%)
2
3
+
6
5
.
1
1
2
3
+
6
5
.
1
1
1
2
4
8
.
1
5
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C
1
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8
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1
5
T
C
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4
3
2
1
5°58'06" 620.00' 64.58' 32.32'
N 64°13'40" E 41.04'
14°04'10" 110.00' 27.01' 13.57'
N 78°17'50" E 22.69'
9°53'50" 1130.00' 195.20' 97.84'
N 68°24'00" E 588.32'
5°58'06" 580.00' 60.42' 30.24'
3/17/22
3/17/22
12
2
5
12
2
5
12
3
0
12
3
0
12
3
0
12
3
0
1230
1230
1230
1230
12
3
5
12
3
5
1235
1235
1235
12
4
0
12
4
0
1240
1240
1240
1240
1
2
4
0
1245
1245
12
4
5
12
4
5
12
4
5
1245
1245
1245
1245
1250
1250
1250
1255 125512551260
B
12
10
12
101210
1
2
1
5
12
15
M
H
X
12
2
0
12
2
0
M
H
X
M
H
X
1225
M
H
X
M
H
X
1230
64
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
B
TRACT BOUNDARY
TRACT BOUNDARY
TRACT BOUNDARY
TRACT BOUNDARY
PER LD15-0337
EXISTING 60" SD
LATERAL V-6-8
V-6-8-1
LATERAL
LATERAL V-6-8-2
STD LD201 (CASE PER PLAN)
CONSTRUCT LOCAL DEPRESSION NO. 2 PER RCFC&WCD
GENERAL NOTES
TC
CL
TOP OF CURB
CENTERLINE
WATWATER
SD
SEWER SEW
R/WRIGHT OF WAY
SEWER LINE
WATER LINE
R/W
STORM DRAIN DATA NO.
CONSTRUCTION NOTE ITEM NO.
XX
BC
EC
BEGIN CURVE
END CURVE
INVERT ELEVATION IE
EXISTING EX
STORM DRAIN
FINISHED SURFACE FS
SLOPE S
PROPOSED PROP
POINT OF REVERSING CURVE PRC
REINFORCED CONCRETE PIPE RCP
xx
31
32
33
34
35
LEGEND & ABBREVIATIONS
6
INDEX MAP
1"=60'
PENSTEMON WAY
HILLSTONE STREET
TRACT 37341-17 TRACT 37341
LOT 22
TRACT 37368
LONG VALLEY WASH
LOT 19
TRACT 37368
12345678910111213141516171819
20
21
22
23
24
25
26
27
28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43
4445464748495051525354555657585960
61
62
63
64 65
66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81
36
37
38
39
40
7
41
42
CONSTRUCT CONCRETE FORBAY AND BAFFLE WALL WITH SLOT OPENINGS PER DETAIL ON SHEET 9
INSTALL 1/4 TON RIPRAP (D=3.3 FEET)
K
AL
MIA WAY
STORM DRAIN
SHALL BE A ONE-HALF PERCENT (0.5%).
F. THE MINIMUM GRADE FOR CONCRETE SURFACE DRAINAGE FACILITIES
EASEMENTS.
NO BUILDING OR WALLS SHALL BE PLACED WITHIN THE LIMITS OF
E. DRAINAGE EASEMENTS SHALL BE KEPT CLEAR OF ALL OBSTRUCTIONS;
THE GRADING PROJECT.
PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING
D. APPROVED PROTECTIVE MEASURES AND TEMPORARY DRAINAGE
CONSTRUCTION/GRADING OPERATIONS.
FROM SILT DEPOSITION AND PONDING WAER DURING
BE IMPLEMENTED TO PROTECT ADJOINING AND DOWNSTREAM PROPERTIES
DRAINAGE STRUCTURES ARE INSTALLED. PROTECTIVE MEASURES SHALL
C. TEMPORARY DRAINAGE SHALL BE PROVIDE UNTIL PERMANENT
COURSES SHALL BE PERMITTED.
TIMES. NO OBSTRUCTION OF FLOOD PLAINS OR NATURAL WATER
B. EXISTING DRAINAGE COURSES SHALL CONTINUE TO FUNCTION AT ALL
CONSTRUCTED PER THE APPROVED PLANS.
AWAY FROM THE TOP OF SLOPES. ALL DRAINAGE DEVICES SHALL BE
THAT ARE ADJACENT TO GRADED AREAS, TO DIRECT SURFACE RUNOFF
OF ALL GRADED SLOPES OVER THREE FEET IN VERTICAL HEIGHT OR
100-YEAR STORM FLOWS OR PROVIDE GRADED BERMS ALONG THE TOP
A. AS APPLICABLE, PROVIDE CONCRETE BROW DITCHES TO CONVEY
CONSTRUCT CONCRETE COLLAR PER RCFC&WCD STD M803
INSTALL 8" PERFORATED SUBDRAIN
CONSTRUCT JS NO.2 PER RCFC&WCD STD JS227
8
43 INSTALL 10" PERFORATED SUBDRAIN
CONSTRUCT 100 YEAR OVERFLOW WEIR PER DETAIL ON SHEET 9
44 CONSTRUCT HEADWALL PER CALTRANS STD NO. D89
BASIN
WQMP&HMP
CONSTRUCT 24" RCP (D-LOAD PER PROFILE) SHOWN ON SHEET 7
CONSTRUCT 36" RCP (D-LOAD PER PROFILE) SHOWN ON SHEET 7
CATCH BASINS.
MARKER MODEL #NDL ("NO DUMPING-DRAINS TO LAKE") ON ALL
INSTALL 3"X5 1/4"DAS MANUFACTURING INCLUDING DURACAST STORM DRAIN
CONSTRUCT CB NO.1 PER RCFC&WCD STD CB100 (V AND W PER PLAN).
STORM DRAIN NOTES
HYDRAULIC GRADE LINE HGL
INDEX SHEET
45
INSTALL UNDERDRAIN CLEANOUT PER RCFC&WCD LID HANDBOOK
INSTALL RCFC&WCD CB110 CONCRETE DROP INLET
CONSTRUCT CONCRETE BULKHEAD PER RCFC&WCD STD NO. M816.
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
KWG
KWG
RCO
LD21-0335
11
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
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y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Csd06.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:TRACT MAP 37341-17
STORM DRAIN IMPROVEMENT PLAN & PROFILE
RICHARD C. O'NEILL
ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
2-28-22
3/17/22
3/17/22
1
2
2
5
1
2
3
0
1
2
3
0
1
2
3
0
1
2
3
0
1
2
4
5
B
12
10
12
10
12
15
12
15
12
2
0
M
H
X
M
H
X
6
3
6
4
6
5
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
PROP. 8" WAT
R/W
EXIST 60" RCP PER LD15-0337
TRACT BOUNDARY
CL KALMIA WAY
TRACT BOUNDARY
PROP. 8" SEWER
LD15-0337
SEPARATE PLAN SET
LAT V-6-8
100-YR HGL
@ CL OF SD
PROP. FS
EXIST GROUND
1229.60 FL 1229.60 FL
FL
1229.86
EXIST GROUND
@ CL OF SD
PROP. FS
S=0.1528
PER SHEET 8
PIPE
PERFORATED
PROP. 10"
100-YR HGL
1228.06 BW
1228.73 TF
1232.48 TW
GROUND
EXIST.
@ CL OF SD
PROP. FS
100-YR HGL
CONSTRUCTION NOTES
ORNO.RADIUS LENGTHDELTA BRG.
LATERAL V-6-8
40 0 40 80
SCALE: 1" = 40'
S
T
R
E
E
T
H
I
L
L
S
T
O
N
E
9+00
1220
1230
1240
1
2
3
4
5
31
32
34
35
36 CONSTRUCT CONCRETE COLLAR PER RCFC&WCD STD M803
40
CONSTRUCT 24" RCP (D-LOAD PER PROFILE)
STD LD201 (CASE PER PLAN)
CONSTRUCT LOCAL DEPRESSION NO. 2 PER RCFC&WCD
10+00 11+00
STORM DRAIN CENTERLINE DATA
TANGENT
LATERAL V-6-8-2
36" RCP
36" RCP
36" RCP
36" RCP
36" RCP
41
42
PER DETAIL ON SHEET 9
CONSTRUCT CONCRETE FORBAY AND BAFFLE WALL WITH SLOT OPENINGS
1230
1240
1250
PIPE
KALMIA WAY
1220
12301230
12101210
10+00 11+00
1230
1220
1210
1230
1220
1210
LATERAL V-6-8-1
7
CONSTRUCT 36" RCP (D-LOAD PER PROFILE)
CONSTRUCT JS NO.2 PER RCFC&WCD STD JS227
LATERAL V-6-8
24" RCP 6
44 CONSTRUCT HEADWALL PER CALTRANS STD NO. D89
39 CONSTRUCT 100 YEAR OVERFLOW WEIR PER DETAIL ON SHEET 9
SHEET 8
SEE BASIN
BASIN
WQMP&HMP
7 24" RCP
DUMPING-DRAINS TO LAKE") ON ALL CATCH BASINS.
DURACAST STORM DRAIN MARKER MODEL #NDL ("NO
PLAN). INSTALL 3"X5 1/4"DAS MANUFACTURING INCLUDING
CONSTRUCT CB NO.1 PER RCFC&WCD STD CB100 (V AND W PER
10+00 11+00 12+00 13+00
35°31'56" 45.00' 27.91' 14.42'
N50°43'29"W 11.27'
N86°15'25"W 102.61'
N36°06'34"E 18.39'
N36°06'34"E 38.45'
N41°15'25"W 25.00'
N36°06'34"E 33.61' 8 24" RCP
45
INSTALL RCFC&WCD CB110 CONCRETE DROP INLET (W,A,V PER PLAN)
CONSTRUCT CONCRETE BULKHEAD PER RCFC&WCD STD NO. M816.
N86°15'25"W 44.02'
PROFILE SCALE:
VERT: 1"=4'
HORIZ: 1"=40'
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
NSG
NSG
RCO
LD21-0335
11
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
n
y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Csd07.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:
STORM DRAIN IMPROVEMENT PLAN & PROFILE
TRACT MAP 37341-17
ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
RICHARD C. O'NEILL
2-28-22
31
3534
PER LD15-0337
1209.38 IE
1+00.00 LAT V-6-8
LAT V-6-8-2
FOR PROFILE
SEE THIS SHEET
41
1229.50 IE
10+00.00 LAT V-6-8-2
24
3534
6
7
39
FOR PROFILE
SEE THIS SHEET
LAT V-6-8
5
2
3
32
42
40
42
FOR PROFILE
SEE THIS SHEET
32LAT V-6-8-1
1225.50 IE
1231.75 TG
1225.10 IE
11+85.80 LAT V-6-8
EXISTING LONG VALLEY WASH
10+56.87 LAT V-6-8-2
36
8
10+39.21 EC
SHOWN ON SHEET 4
DEPRESSION CASE B)
(W=21', V=5.5', LOCAL
KALMIA WAY
11+66.81, 31.08 RT
10+90.45 LAT V-6-8-2
L= 5.77'
E= 4.93'
C = 6.33'
10+00.00 LAT V-6-8-1
11+41.81 LAT V-6-8=
63
SHOWN ON SHEET 4
DEPRESSION CASE B)
(W=21', V=7.14', LOCAL
KALMIA WAY
9+86.53, 23.32 LT
10+21.55 LAT V-6-8-2
10+11.30 BC32
L= 5.77'
E= 6.28'
C = 7.85'
(1209.67 IE)
JOIN EXIST
LAT V-6-8
10+00.00=1+58.53
1
4
1224.74 TOP 8" SEW
1230.46 BOT 24" SD
10+74.66 V-6-8-2
1231.96 TOP 24" SD
1232.46 BOT 8" WAT
10+46.87
45
(S=0.005)
S=0.0777
185.80 LF 36" RCP
VMAX=68.86 FPS
Q100=68.86 CFS
HOA MAINTAINED
D-LOAD=1500
1
2
2
1
.
6
8
I
E
1
1
+
4
1
.
8
1
C
L
J
S
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.
2
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6
0
"
R
C
P
1
1
+
8
5
.
8
0
1
2
2
5
.
1
0
I
E
1
2
1
1
.
5
5
I
E
1
0
+
1
1
.
3
0
B
C
39
FL
1229.86
1
2
1
3
.
7
2
I
E
1
0
+
3
9
.
2
1
E
C
W
=
4
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,
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=
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,
V
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7
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=
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2
3
2
.
1
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1
1
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8
9
.
8
0
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7
5
3
6
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L
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V
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6
-
8
-
1
(
12
0
9
.6
7
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)
1
2
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6
7
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B
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3
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1
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0
3
3
7
6
0
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S
T
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M
D
R
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C
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.
2
1
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+
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1
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5
3
B
E
G
I
N
3
6
"
R
C
P
1
0
+
0
6
.
3
4
VMAX=19.88 FPS
Q100=68.86 CFS
HOA MAINTAINED
D-LOAD=1500
L
A
T
V
-
6
-
8
C
L
J
S
N
O
.
2
1
2
2
1
.
6
8
I
E
3
6
"
R
C
P
40
E
N
D
3
6
"
R
C
P
1
0
+
2
5
.
0
0
1
2
2
5
.
5
0
I
E
1
2
2
2
.
6
5
E
L
E
V
.
R
18.66 LF 36" RCP
W
=
4
.
5
'
,
A
=
4
.
5
'
,
V
=
6
.
2
5
'
T
G
=
1
2
3
1
.
7
5
1
0
+
2
7
.
2
5
1221.75 ELEV. S
10+00.45
PERFORATED PIPE
1225.67 IE 10"
1
2
2
9
.
5
0
I
E
B
E
G
I
N
2
4
"
R
C
P
1
0
+
0
0
.
0
0
VMAX=10.06 FPS
Q100=30.75 CFS
D-LOAD=1350
1
2
2
9
.
5
9
I
E
1
2
2
9
.
6
1
I
E
E
N
D
2
4
"
R
C
P
1
0
+
1
8
.
3
8
B
E
G
I
N
2
4
"
R
C
P
1
0
+
2
1
.
5
5
C
O
N
C
R
E
T
E
C
O
L
L
A
R
1
2
2
9
.
7
8
I
E
1
0
+
5
6
.
8
7
CITY MAINTAINED
D-LOAD=1350
24" RCP
35.32 LF
24" RCP
33.58 LF
1
2
2
4
.
7
4
T
O
P
8
"
S
E
W
1
2
3
0
.
4
6
B
O
T
2
4
"
S
D
1
0
+
7
4
.
6
6
1
2
3
2
.
0
5
I
E
E
N
D
2
4
"
R
C
P
1
0
+
9
0
.
4
5
VMAX=4.36 FPS
Q100=16.83 CFS
S=0.0050
44
41
(
W
=
2
1
'
,
V
=
7
.
1
4
'
)
T
C
=
1
2
3
6
.
7
3
K
A
L
M
I
A
W
A
Y
9
+
8
6
.
5
3
,
2
3
.
3
2
L
T
1
0
+
1
9
.
9
7
L
A
T
V
-
6
-
8
-
2
C
L
C
B
34
34
(
W
=
2
1
'
,
V
=
5
.
5
'
)
T
C
=
1
2
3
7
.
5
5
K
A
L
M
I
A
W
A
Y
1
1
+
6
6
.
8
1
,
3
1
.
0
8
R
T
1
0
+
9
2
.
0
3
L
A
T
V
-
6
-
8
-
2
C
L
C
B
1231.96 TOP 24" SD
1232.46 BOT 8" WAT
10+46.87
36
S=0.0675
18.38 LF 24" RCP
3/17/22
3/17/22
B
1205
X
X
X
1210
1210
1210
X
1215 1215
MHX
1220
1220
MHX
MHX
1225
1225
1225
1230
1230
1230
12
3
0
1235
1235
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
1205
1210
1210
1215
1215
1215
1215
1220
1220
1220
1234.00 FG
1229.50 FG
1227.25 FG
1229.25 FG
1234.00 FG
1229.50 FG
LD15-0337
IMPROVEMENT
VALLEY WASH
PER LONG
EXIST. 60" SD
TRACT BOUNDARY
1225.93 IE
1225.95 IE
1225.98 IE
1226.11 IE
SEE SHEET 7
LATERAL V-6-8-2
SEE SHEET 7
LATERAL V-6-8
PROP. R/W
1229.50 FG
1234.00 FG
1236.89 FG
1229.50 FG
1237.09 FG
1236.54 FG
PROP. PL
1223.05 FS
1222.89 FS
1223.02 FS
1223.04 FS
1226.89 FG
1226.91 FS1224.48 FG
1224.83 FG
1230.54 FG
1229.88 FG
1229.80 FG
1230.15 FG
1223.95 FG
1223.90 FG
1232.99 FG
1233.24 FG
1233.23 FG
1232.99 FG
1238.63 FG
1240.80 FG
PROP. PL
V =10.06 FPS
Q =30.75 CFS
1229.50 FG
1227.28 FG
1227.41 FG
1229.50 FG
1225.90 IE
BOUNDARY
TRACT
1226.08 IE
1226.33 IE
1226.32 IE
1226.31 IE
1226.31 IE
1226.30 IE
1226.05 IE
1226.02 IE
1226.00 IE
1225.96 IE
1234.72 FG
1234.75 FG
1240.80 FG
1229.50 FG
1229.50 FG
1234.54 FG
1234.57 FG
1237.96 FG
1238.21 FG
1229.50 FG
1229.50 FG
1229.50 FG
1229.50 FG
1234.00 FG
1234.00 FG 1234.00 FG
1237.06 FG
1247.00 FG
1245.00 FG
1245.12 FG
1247.29 FG
1242.34 FG
1242.46 FG
1236.00 FG
1236.12 FG
1240.76 FG1240.88 FG
1237.71 FG
1237.58 FG
1234.00 FG
S=0.1528
1225.80 IE 10"
1225.88 IE 8"
1225.77 IE 10"
1225.85 IE 8"
1225.74 IE 10"
1225.82 IE 8"
1225.72 IE 10"
1225.80 IE 8"
1225.69 IE 10"
1225.76 IE 8"
1225.67 IE
1231.75 TG
3" MIDFLOW
1225.50 IE
36" RCP1225.42 FG 1225.42 FG
SEE DETAIL ON SHEET 9
10" PERFORATED PVC.
1225.10 IE
1232.1 TG
1221.75 ELEV. S (LAT V-6-8-1)
1221.68 IE (LAT V-6-8)
SEE SHEET 7
LATERAL V-6-8-1
1225.68 IE 10"
1225.76 IE 8"
1225.78 IE
1226.30 IE
1225.98 IE
ELEVATION=1232.1
WATER SURFACE
100 YEAR
INLET
"CB104" GRATE
RCFC&WCD
ON SHEET 9
8" PERFORATED PVC. SEE DETAIL
-
A
N.T.S.
SECTION
3:1
1' FREEBOARD
3" MULCH
3" CLEAN WASHED ASTM NO. 33
3" ASTM NO. 8
ON SHEET 15
2' BSM PER SEC
BENCH
6'
3 :1
3" DEAD STORAGE
8
1"=20'
N/A
31
34
37
39
40
CONSTRUCTION NOTES
ON ALL CATCH BASINS.
MANUFACTURING INC. DURACAST STORM DRAIN MARKER MODEL #NDL ("NO DUMPING-DRAINS TO LAKE")
CONSTRUCT CB NO.1 PER RCFC&WCD STD CB100 (V AND W PER PLAN). INSTALL 3"X5 1/4"DAS
INSTALL 1/4 TON RIPRAP (D=3.3 FEET)
PLAN #LD15-0337
PER TRACT #29353
LONG VALLEY WASH
HILLSTONE STREET
24 60616263
64
38
1
0
'
15.5 0'
37
(SUBGRADE=1225.42)
BMP-5
BOT. ELEV.=1229.50
HMP BASIN
PERMANENT BIOFILTRATION/
33
33
33
2
:
1
3
:
1
B
E
N
C
H
3
:
1
2
:
1
3
:
1
4.5%
4.5%
4.5%
4.5%
4.0%
4
.
9
%
2
:
1
2
:
1
2
:
12
:
1
2:1
2:1
33
100
MAX
K
A
L
M
I
A
W
A
Y
2:1
1
0
'
1
0
'
1
0
'
38
38
15.00'
2:1
33
3
:
1
3:1
3
:1
3
:
1
3
:
1
33
33
33
33
33
33
33
33
33
33
2
:
1
123.74'
133.92'
144.08'
154.25'
164.42'
1
0
'
1
0
'
1
0
'
1
0
'
38
38
38
38
38
38
20 0 20 40
SCALE: 1" = 20'
2:1
3.97%
10.0%
10.0%
3
.
9
7
%
4.19%
1
5
.
0
0
'
6
.
0
0
'
6.00'
3
.
4
%
40.00' TRAIL
964-640-015
41
33
CONSTRUCT 24" RCP (D-LOAD PER PROFILE ON SHEET 7)
38
41
OPENINGS PER DETAIL ON SHEET 6
CONSTRUCT CONCRETE FORBAY AND BAFFLE WALL WITH SLOT
39
42
CONSTRUCT 36" RCP (D-LOAD PER PROFILE ON SHEET 7)32
42 CONSTRUCT JS NO.2 PER RCFC&WCD STD JS227
32
31
32
43
S=0.002
43
43
43
43
S=0.002
S=0.002
S=0.002
S=0.002
51.31'
51.31'
51.31'
51.31'
CONVEYANCE
0.9'
3
:
1
2:1
3
:
1
-A
PL
15'
ACCESS ROAD
2:1
PER PLAN
PAD
TRAIL
VARIES
2:1
WASH
VALLEY
LONG
EXIST
10'
3:1
CONSTRUCT 100 YEAR OVERFLOW WEIR PER DETAIL ON SHEET 9
B
E
N
C
H
3"
1230.50
9"
1230.25 IE
1229.50 TOP OF MULCH
1231.75 TOP OF GRATE
INSTALL 8" PERFORATED SUBDRAIN PER DETAIL ON SHEET 9
INSTALL 10" PERFORATED SUBDRAIN PER DETAIL ON SHEET 9
2
' B
E
NC
H
2
' BENCH
38
1
2
'
6
'
3
:
1
6
'
3
:
1
2
:
1
OPEN GRADED STONE
1.33' MIN ASTM NO. 57
33
1
0
'
33159.37'
100'
100'
100'
100'
100'
100'10.64'
INSTALL RCFC&WCD CB110 CONCRETE DROP INLET
INSTALL UNDERDRAIN CLEANOUT PER RCFC&WCD LID HANDBOOK
40.62'10'
127.16'
S=0.002
3
:
1
T
R
A
I
L
35.00' EASEMENT
1
1
1 PLACE MIN 0.33' A.C. OVER MIN. O.5' CLASS II C.A.B. PER CITY OF TEMECULA STD NO. 115
1225
1225
1230
1230
1230
1
2
3
0
1230
1235
1
2
3
5
1240
1
2
4
0
12
4
0
.0
5
1245
1
2
4
5
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
KWG
KWG
RCO
LD21-0335
11
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
n
y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883CSD08.DGN
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:TRACT MAP 37341-17
STORM DRAIN IMPROVEMENT PLAN & PROFILE
RICHARD C. O'NEILL
ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
2-28-22
3/17/22
3/17/22
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
PLAN
STORM DRAIN
60" RCP PER
1225.10 IE
FL
1232.10
FL
1229.86
1229.60 FL 1229.60 FL
TWO SIDES
W/ 2.5'x4' INLET ON
W=4, A=8, V=7'
MODIFIED CB110
TG 1232.10
CB104
PER RCFC&WCD
GRATE
CB110
WITH GRATE PER
CATCH BASIN
1232.10 FS
1234.00 FS
WWM D-6 WIRE
CONCRETE W/ 6"x6"
P.S.I, AIR PLACED
CONCRETE OR 6" 2500
6" 564-C-3000
FL PER PLAN
PIPE PERFORATION
DEAD STORAGE
PIPE PERFORATION
DEAD STORAGE
TO MATCH FL OF UNDERDRAIN PIPE
DRILL HOLE FOR LOW- FLOW
PVC CAP
PENETRATION
ENSURE WATER TIGHT
GROUT AS NECESSARY TO
PLEASE SEE SHEET 8
FOR SIZE AND SLOPE
PERFORATED PVC PIPE
FL
1229.60
FL
1229.60
FL
1232.10
FS
1234.00
9N/A
N/A
NOT TO SCALE
41
6"
1
2
"
6"x6" WWM D-6 WIRE
6" PCC SLAB WITH
90% COMPACTED FILL
A
-NOT TO SCALE
MEDIA
BIO-FILTRATION
24" MIN
A -
B
-
5' M IN
10'
10'2'
L =D
IA
*4
M IN
2'
37
37
STORM DRAIN NOTES
DETAIL SHEET
B
-NOT TO SCALE
3" WIDE SLOT
1
2
"
1
8
"
WITH 6"x6" WWM D-6 WIRE
BOTTOM OF 6" PCC SLAB
FILL
90% COMPACTED
38
39
41
INSTALL 8" PERFORATED SUBDRAIN
43 INSTALL 10" PERFORATED SUBDRAIN
PER DETAIL ON SHEET 9
CONSTRUCT CONCRETE FORBAY AND BAFFLE WALL WITH SLOT OPENINGS
34
CATCH BASINS.
MARKER MODEL #NDL ("NO DUMPING-DRAINS TO LAKE") ON ALL
INSTALL 3"X5 1/4"DAS MANUFACTURING INCLUDING DURACAST STORM DRAIN
CONSTRUCT CB NO.1 PER RCFC&WCD STD CB100 (V AND W PER PLAN).
CONSTRUCT 100 YEAR OVERFLOW WEIR PER DETAIL ON THIS SHEET
1229.50 FS
1230.50 FS
1229.50 FS
1230.50 FS
3" WIDE SLOT (TYP.)
BAFFLE WALL WITH SLOT OPENINGS DETAIL
TYPICAL CONCRETE FORBAY AND
37 INSTALL 1/4 TON RIPRAP (D=3.3 FEET)
1:1 MA
X
1
'
M
I
N
CUT-OFF WALL
ELEVATION VIEW
39
2
.
2
4
'
2%2.5'2%
39
34
2
.
2
4
'
FL
1229.86
FL
1232.10
WEIR DETAIL
N.T.S.
PLAN VIEW
2%
13'
2%
13'
39
34
13'13'
4
'
8'
8'
39
RECTANGULAR WEIR CHANNEL
6
"3:1
CONVEYANCE FLOW
HMP
39
V
A
R
I
E
S
V
A
R
I
E
S
N.T.S.
4'
LINE
SPRING
N.T.S
38
6
0
°
CL
PIPE
8" PVC
8" PERFORATED PVC PIPE DETAIL
LINE
SPRING
N.T.S
43
6
0
°
CL
PIPE
10" PVC
10" PERFORATED PVC PIPE DETAIL
40 INSTALL RCFC&WCD CB110 CONCRETE DROP INLET
0.5' MIN
NOT TO SCALE
FLOW
V-6-8-1 SEE SHEET 7
24" LATERAL
40
43
10" PERFORATED PVC SUBDRAIN DETAIL
FL
1232.10
FS
1234.00
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
KWG
KWG
RCO
LD21-0335
11
Ric
k
En
g
in
e
e
rin
g
C
o
m
p
a
n
y
2
0
2
2
c
JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883CSD09_Details.DGN
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:TRACT MAP 37341-17
STORM DRAIN IMPROVEMENT PLAN & PROFILE
RICHARD C. O'NEILL
ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
E
E
R
E
CALIF RNICVL
R
E
G
T
R PROFE
I
N
G
N
No. 63285 L
L
I
E
N
'O
L
RAC DRAH
CI
R
2-28-22
3/17/22
3/17/22
1989
S
E
I
T
I
N
UTROPPOWEN*
S
NO
ITID
A
R
T
D
L
O
A
LUCE
METFOYTI
C
BIORETENTION BASIN SPECIFICATIONS
10N/A
N/A
BIORETENTION BASIN SPECIFICATIONS
THAT HAS HAD ITS GRADE DISTURBED AFTER LYING, SHALL BE REMOVED AND
B. PIPE INSTALLATIONS
REPLACED.
MADE WATERTIGHT.
STRUCTURE.
C. CLEANOUT AND OVERFLOW INSTALLATIONS
FITTING.
OR FLANGE-TYPE COVER TO DISCOURAGE VANDALISM AND TAMPERING.
BASIN, UNLESS OTHERWISE INDICATED ON THE PLANS.
D. GRAVEL PLACEMENT
STONE IN TRENCH PRIOR TO PLACEMENT OF SUBDRAIN.
3.05 BIORETENTION SOIL PLACEMENT
MIX LAYER.
GRADE AS INDICATED ON THE PLANS.
C. RAKE BIORETENTION SOIL AS NEEDED TO LEVEL IT OUT.
GEOTECHNICAL ENGINEER FOR APPROVAL, SUCH AS ROTOTILLING OR
EXPENSE.
FACILITY AND STABILIZE UPSLOPE AREAS.
PROVIDED PRIOR TO INSTALLATION OF BIORETENTION MATERIALS.
COMPACTION OF THE BIORETENTION SOIL.
H. IF HYDROSEEDING IS TO BE INSTALLED ON THE SURFACE OF THE
BIORETENTION SOIL, NO STABILIZED MATRIX SHALL BE USED IN THE
HYDROSEED COMPONENTS OR MIX.
2. FACILITIES SHOULD NOT BE USED AS SEDIMENT CONTROL FACILITIES, UNLESS
INSTALLATION OF ALL BIORETENTION-RELATED MATERIALS ARE WITHHELD TOWARD THE
END OF CONSTRUCTION ALLOWING THE TEMPORARY USE OF THE LOCATION AS A
SEDIMENT CONTROL FACILITY, AND APPROPRIATE EXCAVATION OF SEDIMENT IS
G. A TWO INCH LAYER OF BARK MULCH PER SECTION 02900 LANDSCAPE PLANTING
SHALL BE INSTALLED ON THE SURFACE OF THE BIORETENTION SOIL IF PLANTING OF
CONTAINER STOCK AND NO HYDROSEEDING IS TO BE INSTALLED TO PREVENT FOOT
1. UNLOADING AND HANDLING: ALL PIPES SHALL BE UNLOADED AND HANDLED WITH
REASONABLE CARE. PIPES SHALL NOT BE ROLLED OR DRAGGED OVER GRAVEL OR ROCK
DURING HANDLING. THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO
ENSURE THE METHOD USED IN LIFTING OR PLACING THE PIPE DOES NOT INDUCE
STRESS FATIGUE IN THE PIPE, AND THAT THE LIFTING DEVICE UTILIZED UNIFORMLY
DISTRIBUTES THE WEIGHT OF THE PIPE ALONG ITS AXIS OR CIRCUMFERENCE.
2. EACH LENGTH OF PIPE SHALL BE INSPECTED FOR DEFECTS AND CRACKS BEFORE
BEING CAREFULLY LOWERED INTO THE TRENCH. ANY DAMAGED PIPE, OR ANY PIPE
3. LAY PIPE ON PREPARED FOUNDATION STARTING AT THE DOWNGRADE END ACCORDING
TO LINE AND GRADE WITH THE NECESSARY DRAINAGE STRUCTURES, FITTINGS, BENDS
AND APPURTENANCES AS SHOWN ON THE DRAWINGS. RIGID PIPES SHALL BE LAID WITH
THE BELL OR GROOVE ENDS UPGRADE WITH THE SPIGOT OR TONGUE FULLY INSERTED.
4. PIPE SECTIONS SHALL BE FIRMLY JOINED TOGETHER WITH APPROPRIATE GASKETS,
BANDS, OR JOINT COMPOUND PER MANUFACTURER'S RECOMMENDATIONS WITH JOINTS
5. PERFORATIONS SHALL BE PLACED CLOSEST TO THE INVERT OF THE PIPE (BOTTOM)
TO ACHIEVE MAXIMUM POTENTIAL FOR DRAINING THE FACILITY. NO PERFORATIONS ARE
TO BE WITHIN 5' OF WHERE THE UNDERDRAIN SYSTEM CONNECTS TO A STORM DRAIN
1. CLEANOUTS AND OVERFLOW STANDPIPE MUST CONSIST OF A RIGID NON-PERFORATED
PVC PIPE, MINIMUM OF FOUR (4) INCHES IN DIAMETER, UNLESS OTHERWISE INDICATED
ON PLANS. CONNECTION TO PERFORATED PVC SUBDRAIN SHALL BE WITH A WYE TYPE
2. CLEANOUTS SHOULD BE LOCATED AT THE UPSTREAM END OF THE UNDERDRAIN (AT
A MINIMUM, WITH OTHERS LOCATED ALONG THE SYSTEM WHERE SPECIFIED ON THE
PLAN), AND BE CAPPED FLUSH WITH THE FINISH GRADE ELEVATION OF THE BASINS AS
INDICATED ON THE PLANS. THE TOP OF THE WELL SHALL BE CAPPED WITH A SCREW
3. OVERFLOWS SHALL BE LOCATED ALONG THE SYSTEM WHERE SPECIFIED ON THE
PLAN AND BE LOCATED FOUR (4) INCHES ABOVE THE FINISH GRADE ELEVATION OF THE
1. INSTALL FOUR (4) INCHES, UNLESS OTHERWISE INDICATED ON THE PLANS, OF GRAVEL
2. PLACEMENT OF THE GRAVEL OVER THE UNDERDRAIN MUST BE DONE WITH CARE.
AVOID DROPPING THE GRAVEL AT HIGH LEVELS FROM A BACKHOE OR FRONT-END
LOADER BUCKET. SPILL DIRECTLY OVER UNDERDRAIN AND SPREAD MANUALLY.
A. IMPORTED BACKFILL MATERIAL FOR THE BIORETENTION ZONES SHOULD BE PLACED
IN A RELATIVELY LOOSE CONDITION, NO ROLLING OR OTHER HEAVY EQUIPMENT, TO
PROMOTE THE PLANNED INFILTRATION OF WATER THROUGH THE BIORETENTION SOIL
B. BIORETENTION SOIL SHALL BE INSTALLED IN SIX (6) TO TWELVE (12) INCH LIFTS
AND LIGHTLY WATERED TO PROVIDE SETTLEMENT AND NATURAL COMPACTION. NO
MECHANICAL COMPACTION IS ALLOWED. AFTER NATURAL COMPACTION HAS BEEN
COMPLETED, ADD, IF NEEDED, ADDITIONAL BIORETENTION SOIL TO PROPOSED FINISH
D. VEHICULAR TRAFFIC, CONSTRUCTION EQUIPMENT SHALL NOT DRIVE-ON, MOVE ONTO,
OR DISTURB THE BIORETENTION SOIL ONCE PLACED AND WATER COMPACTED.
E. THE GEOTECHNICAL ENGINEER SHALL PERFORM AT LEAST ONE PERCOLATION TEST
IN ACCORDANCE WITH THE COUNTY OF SAN DIEGO DEPARTMENT OF ENVIRONMENT
HEALTH PERCOLATION TESTING CRITERIA OR OTHER APPROVED METHODS IN SITU
PRIOR TO PLANTING THE BIORETENTION AREA (THE ENGINEER OF WORK MAY REQUIRE
MORE THAN ONE IN SITU TEST DEPENDING ON SIZE OF THE BIORETENTION AREA). IN
SITU PERCOLATION TEST(S) SHALL HAVE AN INITIAL RATE OF AT LEAST 8-10 INCHES
PER HOUR TO MAINTAIN A LONG TERM INFILTRATION RATE OF AT LEAST 5 INCHES
PER HOUR. IF THE PERCOLATION DOES NOT MEET THE AT LEAST 8-10 INCHES PER
HOUR, THE CONTRACTOR SHALL PROVIDE AND SUBMIT CORRECTIVE ACTION TO THE
HAND-CULTIVATING, TO IMPROVE THE PERCOLATION RATE. ONCE THE APPROVED
CORRECTIONS ARE DETERMINED, THE CONTRACTOR WILL PERFORM THE REQUIRED
CORRECTIVE ACTION TO IMPROVE THE PERCOLATION RATE AND RE-TEST AT HIS
F. EROSION AND SEDIMENT CONTROL PRACTICES DURING CONSTRUCTION SHALL BE
EMPLOYED TO PROTECT THE LONG-TERM FUNCTIONALITY OF THE BIORETENTION
BASIN/SWALE. THE FOLLOWING PRACTICES SHALL BE FOLLOWED FOR THIS REASON:
1. PROVIDE EROSION CONTROL IN THE CONTRIBUTING DRAINAGE AREAS TO THE
REPRESENTATIVE, AT THE CONTRACTOR'S EXPENSE.
THE WORK, SHALL BE REPAIRED, REALIGNED OR REPLACED AS DIRECTED BY THE OWNER'S
5. PIPE THAT IS DAMAGED OR DISTURBED THROUGH ANY CAUSE PRIOR TO ACCEPTANCE OF
BY THE OWNER OR OWNER'S REPRESENTATIVE.
FOR INSTALLATION AND SHALL BE REPLACED AT NO COST TO THE OWNER AND AS DIRECTED
DETERMINED BY THE OWNER'S REPRESENTATIVE AS UNREPAIRABLE, SHALL BE UNACCEPTABLE
4. PIPE WHICH IS DEFECTIVE FROM ANY CAUSE, INCLUDING DAMAGE CAUSED BY HANDLING, AND
ACCORDANCE WITH THE PIPE MANUFACTURER'S RECOMMENDATIONS.
SHALL BE USED IN THE HANDLING OF THE PIPE. STORAGE OF PIPE ON THE JOB SHALL BE IN
SHOCK AND FREE FALL, AND ONLY EQUIPMENT OF SUFFICIENT CAPACITY AND PROPER DESIGN
3. STORAGE AND HANDLING OF PIPE - ALL PIPE SHALL BE PROTECTED AGAINST IMPACT,
AND BACKFILL SHALL GOVERN ALL WORK UNDER THIS SECTION.
2. EXCAVATION AND BACKFILL - THE PROVISIONS IN SECTION 02305 - TRENCH EXCAVATION
AND GRADE. STRUCTURES SHALL BE ACCURATELY LOCATED AND PROPERLY ORIENTED.
TYPE AND SIZES SPECIFIED ON THE DRAWINGS AND SHALL BE LAID ACCURATELY TO LINE
SHOWN ON THE DRAWINGS AND/OR AS APPROVED BY THE OWNER. PIPE SHALL BE OF THE
1. THE CONTRACTOR SHALL INSTALL ALL DRAINAGE STRUCTURES AND PIPE IN THE LOCATIONS
A. GENERAL
3.04 UNDERDRAINAGE SYSTEM
RECOMMENDATIONS.
PENETRATIONS SHOULD BE SEALED IN ACCORDANCE WITH THE MANUFACTURER'S
OR FOR ANY OTHER REASON, UNLESS OTHERWISE DETAILED ON PLANS. ALL LINER
E. NO PENETRATION OF THE LINER IS ALLOWED SUCH, AS FOR IRRIGATION PIPING PLANTING
TIGHT.
D. ALL SEAMS SHALL BE HEAT-WELDED OR AS DIRECTED BY THE MANUFACTURER AND WATER
PULL TIGHT.
HELP KEEP THE LINER DOWN. LEAVE THE LINER LOOSE FITTING IN THE INSTALLATION; DO NOT
LINER OUT OVER THE BASIN AREA, SECURE AREAS OF THE BASIN WITH SANDBAGS, ETC. TO
CROSSWISE ACROSS THE PERIMETER OF THE BASIN AREA. THE CONTRACTOR SHALL PULL THE
AT ONE END OF THE BASIN AND THE LINER SHALL THEM BE PULLED OUT LENGTHWISE AND
C. THE LINER IS FOLDED IN AN ACCORDION STYLE. THE CONTRACTOR SHALL PLACE THE LINER
REPAIRED OR REPLACED AS QUICKLY AS POSSIBLE AT NO COST TO OWNER.
LINERS THAT HAVE BEEN DAMAGED IN TRANSIT OR IN THE MANUFACTURING PROCESS WILL BE
SUSPECT AREAS SHOULD BE NOTED AND MANUFACTURER SHOULD BE NOTIFIED IMMEDIATELY.
B. DURING THE UNFOLDING OF THE LINER IT SHOULD BE VISUALLY INSPECTED. DAMAGE OR
A. LINER SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
3.03 LINER
ALLOW INFILTRATION INTO THE UNDERLYING NATIVE SOIL.
ESPECIALLY FOR APPLICATIONS WITHOUT SUBDRAINS, AS THE INTENDED PURPOSE IS TO
MINIMIZE COMPACTION OF THE SUBGRADE FOR UNLINED BIORETENTION BASINS/SWALES,
DEPTH PRIOR TO THE INSTALLATION OF BIORETENTION SOIL. IT IS VERY IMPORTANT TO
D. UNLINED BIORETENTION BASINS/SWALE SUBGRADE SHALL BE SCARIFIED TO A SIX (6) INCH
(1) INCH. STANDING WATER AND MUD SHALL BE REMOVED PRIOR TO LINER PLACEMENT.
ANGULAR ROCK, OR OTHER SHARP OBJECTS. SURFACE DEFORMATIONS SHALL NOT EXCEED ONE
SMOOTH, FIRM, AND UNYIELDING FOUNDATION. ALL SUBGRADE SURFACES SHALL BE FREE FROM
C. LINED BIORETENTION BASIN/SWALE SUBGRADE SHALL BE COMPACTED TO PROVIDE A
DETAILED ON THE PLANS.
B. TRENCH EXCAVATION FOR SUBDRAIN WIDTH REQUIREMENTS SHALL BE AS INDICATED AND
GEOTECHNICAL ENGINEERING REPORT.
INDICATED ON THE GRADING PLANS AND OBTAIN AT LEAST THE DENSITY REQUIRED IN THE
A. BIORETENTION BASIN/SWALES SHALL BE EXCAVATED/GRADED TO THE SUBGRADES
3.02 EXCAVATION AND SUBGRADE OF BIORETENTION BASIN/SWALE
M. DISPOSE OF EXCESS EARTH MATERIAL FROM THE SITE.
DISPOSE OF AT NO COST TO THE OWNER.
L. ALLOW NO DEBRIS TO ACCUMULATE ON-SITE. HAUL DEBRIS AWAY FROM THE SITE AND
AUTHORITIES HAVING JURISDICTION.
FEDERAL OSHA REQUIREMENTS AS WELL AS THE REQUIREMENTS OF ALL REGULATORY
K. SLOPING, SHORING, BRACING AND FENCING SHALL BE INSTALLED IN ACCORDANCE WITH
THE END OF EACH DAY.
PROJECT'S GEOTECHNICAL REPORT. ANY DISTURBED AREAS SHOULD BE PROOF ROLLED AT
PLACE AND COMPACT THE SOIL WITHIN THE MOISTURE CONTENT RANGE DICTATED IN THE
CONTROL, AND MOISTURE CONTROL OF SOILS (E.G., WETTING OR DRYING, SCARIFYING) SO AS TO
WEATHER, PROVIDE ADEQUATE MEASURES FOR SURFACE DRAINAGE AND GROUND WATER
J. WHEN PERFORMING GRADING OPERATIONS DURING PERIODS OF PROLONGED WET OR DRY
ALL REQUIRED INSPECTIONS, TESTS AND APPROVALS.
I. DO NOT PERFORM ANY WORK ASSOCIATED WITH THIS SECTION PRIOR TO COMPLETION OF
PROPOSED SUBGRADE CONDITIONS INFERRED FROM THE DRAWINGS.
H. IDENTIFY REQUIRED LINES, LEVELS, CONTOURS AND DATUM TO BRING SITE GRADES TO THE
BACKFILLING.
OPINION OF OWNER OR GEOTECHNICAL ENGINEER, IS UNSUITABLE OR UNDESIRABLE FOR
G. REMOVE FROM THE SITE MATERIAL ENCOUNTERED IN GRADING OPERATIONS THAT, IN
AT NO ADDITIONAL COST TO THE OWNER.
REFERENCED BY A LICENSED LAND SURVEYOR AND REPLACED, AS NECESSARY, BY THE SAME
DAMAGE OR DISPLACEMENT. IF A MARKER NEEDS TO BE REMOVED/RELOCATED IT SHALL BE
F. PROTECT BENCHMARKS, PROPERTY CORNERS AND ALL OTHER SURVEY MONUMENTS FROM
EQUIPMENT AND VEHICULAR TRAFFIC.
E. PROTECT FENCES, STRUCTURES, SIDEWALKS, PAVING, CURBS, ETC., TO REMAIN FROM
THAT ARE IN CONFLICT WITH THE PROPOSED IMPROVEMENTS.
D. NOTIFY UTILITY COMPANIES TO ALLOW REMOVAL AND/OR RELOCATION OF ANY UTILITIES
FROM DAMAGE.
C. LOCATE AND IDENTIFY EXISTING UTILITIES THAT ARE TO REMAIN AND PROTECT THEM
TO COMMENCEMENT OF EARTHWORK.
EARTHWORK OPERATIONS AND FOR EROSION CONTROL MEASURES TO BE IMPLEMENTED PRIOR
B. THE CONTRACTOR SHALL REFER TO THE EROSION CONTROL DRAWINGS FOR STAGING OF
THIS SECTION.
AS WELL AS THE SITE, SITE CONDITIONS, AND ALL PORTIONS OF THE WORK FALLING WITHIN
THOROUGHLY FAMILIAR WITH THE GEOTECHNICAL ENGINEERING REPORT AND RECOMMENDATIONS
A. PRIOR TO BIDDING OF ALL WORK WITHIN THIS SECTION, THE CONTRACTOR SHALL BECOME
3.01 GENERAL
PART 3 EXECUTION
PROPERTY
pH, UNITS
EC, DS/M
CHLORIDE, PPM
SODIUM ABSORPTION RATIO
CARBON TO NITROGEN RATIO
ORGANIC MATTER, % OF DRY WT
EXTRACTABLE NUTRIENTS
METHOD
SATURATION PASTE
SATURATION EXTRACT
LOSS ON IGNITION
REQUIREMENT
6.0 TO 8.0
0.5 TO 2.5
LESS THAN 800
LESS THAN 5.0
12 TO 40
2 TO 5
< 0.025
EXTRACT
SATURATED MEDIA
PHOSPHORUS, MG/L < 1
COPPER, MG/L
OBSERVATION VISIT BY THE CIVIL ENGINEER OR/AND LANDSCAPE ARCHITECT.
D. THE CONTRACTOR OR HIS AUTHORIZED REPRESENTATIVE SHALL BE ON-SITE AT THE TIME OF EACH SITE
OF ANY REQUIREMENTS NECESSARY FOR COMPLETION AND ACCEPTANCE.
SECTION, THE CONTRACTOR WILL BE NOTIFIED IN WRITING (1) WHETHER THE WORK IS ACCEPTABLE; OR (2)
C. ACCEPTANCE: UPON COMPLETION OF THE FINAL SITE OBSERVATION VISIT AND THE WORK OF THIS
MATERIAL.
OBSERVATION VISIT SHALL ESTABLISH THE BEGINNING DATE FOR THE WARRANTY PERIOD OF PLANT
6. FINAL SITE OBSERVATION VISIT AT THE COMPLETION OF THE MAINTENANCE PERIOD. THIS SITE
OF THE MAINTENANCE PERIOD.
PERIOD, HAS BEEN COMPLETED. ACCEPTANCE AND WRITTEN APPROVAL SHALL ESTABLISH BEGINNING
5. WHEN PLANTING, AND ALL OTHER INDICATED OR SPECIFIED WORK, EXCEPT THE MAINTENANCE
4. UPON COMPLETION OF THE PLACEMENT OF BIORETENTION SOIL.
3. UPON COMPLETION OF GRAVEL STORAGE LAYER, AND SUBDRAIN SYSTEM (IF APPLICABLE).
2. UPON COMPLETION OF INSTALLATION OF THE LINER (IF APPLICABLE).
1. UPON FINISH GRADING OF SUBGRADE OF BIORETENTION BASIN.
B. SITE OBSERVATION WILL BE REQUIRED FOR THE FOLLOWING PARTS OF THE WORK:
IN ADVANCE.
LANDSCAPE ARCHITECT. THE CONTRACTOR SHALL REQUEST SITE OBSERVATION A MINIMUM OF 24 HOURS
A. SITE OBSERVATION VISITS HEREIN SPECIFIED SHALL BE MADE BY THE CIVIL ENGINEER OR/AND
1.06 SITE OBSERVATION VISITS:
METHOD OF STANDARDS.
E) QUALIFICATIONS OF LABORATORY(IES), AND INCLUDING USE OF ASTM AND USDA HANDBOOK NUMBER 60
D) E-MAIL ADDRESS(ES)
C) PHONE CONTACT(S)
B) ADDRESS(ES)
A) CONTACT PERSON(S)
LABORATORY(IES), AS WELL AS THE FOLLOWING INFORMATION:
6. PROVIDE THE FOLLOWING INFORMATION ABOUT THE TESTING LABORATORY(IES), INCLUDING THE NAME(S) OF
VOLUME OF SOIL FOR THE TYPE OF PLANTS TO BE GROWN IN THE SOIL.
SUPPLEMENTAL ADDITIONS TO THE SOIL AS CALCULATED BY THE AMOUNT OF MATERIAL TO BE ADDED PER
ACCEPTANCE. NUTRIENT TESTS SHOULD INCLUDE THE TESTING LABORATORY RECOMMENDATIONS FOR
ANALYSIS FOR pH, SALINITY AND NUTRIENT LEVELS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO
REQUIREMENTS:
LABORATORY ANALYTICAL REPORTS MUST DOCUMENT THAT MIXED BSM CONFORMS TO THE FOLLOWING
OF THE CITY OF TEMECULA BMP DESIGN MANUAL.
BIORETENTION SOIL SHALL BE SOURCED AND CONFORM TO THE REQUIREMENTS SET FORTH BY APPENDIX F-3
2.04 BIORETENTION SOIL
FASTENED TO PROVIDE COVERAGE AND PROTECTION FOR BOTH THE TOP AND THE SIDES OF THE LINER.
COVERED TO PROTECT IT FROM UNNECESSARY UV RAYS. THE COVER SHOULD BE SECURELY
E. THE LINER SHOULD BE STORED IN A DRY AREA. WHEN POSSIBLE, THE LINER SHOULD BE STORED AND
OF OPERATING UNDER JOB SITE CONDITIONS IS RECOMMENDED.
D. FOR UNLOADING AND JOB SITE HANDLING, A FRONT-END LOADER WITH FORKS OR A FORKLIFT CAPABLE
THAT DOES NOT CAUSE DAMAGE TO THE LINER.
C. WHEN UNLOADING AT THE JOB SITE, THE PALLET OR ROLLED GOODS SHOULD BE HANDLED IN A MANNER
OBVIOUSLY DAMAGED MATERIALS.
SHALL VISUALLY INSPECT THE LINER AS MUCH AS POSSIBLE AND CONTRACTOR SHALL NOT ACCEPT
GEOTEXTILE AROUND THE PRODUCT TO HELP PROTECT THE LINER DURING TRANSPORT. THE CONTRACTOR
B. THE MATERIALS WILL BE DELIVERED TO THE JOB SITE ON A PALLET OR AS A ROLL WITH PROTECTIVE
EQUAL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER.
A. LINER SHALL BE FLEXIBLE 30 MIL VLDPE (VERY LOW DENSITY POLYETHYLENE) MATERIAL OR APPROVED
2.03 LINERS
AGGREGATE MATERIAL CONFORMING TO GRADATION LIMITS CONTAINED IN TABLE 200-1.2.1.
PIPE(S). THIS LAYER SHALL BE CONSTRUCTED OF THOROUGHLY WASHED AASHTO NO. 57 OPEN GRADED
COURSE LAYERS TO PROVIDE ADDITIONAL STORM WATER STORAGE CAPACITY AND CONTAIN THE UNDERDRAIN
C. OPEN-GRADED AGGREGATE STONE. OPEN-GRADED AGGREGATE MATERIAL IS INSTALLED BELOW FILTER
AGGREGATE MATERIAL CONFORMING TO GRADATION LIMITS CONTAINED IN TABLE 200-1.2.1.
THE BOTTOM LAYER OF THE FILTER COURSE SHALL BE CONSTRUCTED OF THOROUGHLY WASHED ASTM NO. 8
SHALL BE CONSTRUCTED OF THOROUGHLY WASHED ASTMC33 CHOKER SAND AS DETAILED IN TABLE 200-1.5.5.
MATERIAL INCREASING IN PARTICLE SIZE. THE TOP LAYER (CLOSETS TO THE BSM) OF THE FILTER COURSE
SAND OR OTHER FINES FROM THE BSM. THE FILTER COURSE CONSISTS OF TWO LAYERS OF CHOKING
BSM FROM THE DRAINAGE ROCK RESERVOIR LAYER. THE PURPOSE OF THIS LAYER IS TO LIMIT MIGRATION OF
B. FILTER COURSE. GRADED AGGREGATE CHOKER MATERIAL IS INSTALLED AS A FILTER COURSE TO SEPARATE
WASHED.
A. ALL SAND AND STONE PRODUCTS USED IN BSM DRAINAGE LAYERS SHALL BE CLEAN AND THOROUGHLY
2.02 ROCK AND SAND MATERIALS FOR DRAINAGE LAYERS
D-1784, AND CLASS 12454.
FITTINGS AS SPECIFIED ABOVE IN SECTION 2.01 A. CLEANOUT CAP SHALL BE PVC SCHEDULE 40, ASTM
C. CLEANOUT STANDPIPE SHALL BE RIGID NON-PERFORATED POLYVINYL CHLORIDE (PVC) GRAVITY PIPE AND
(4) INCHES UNLESS OTHERWISE SHOWN ON THE PLANS.
PERFORMED ON-SITE BY THE CONTRACTOR. SIZE OF PIPE AND FITTINGS SHALL BE A MINIMUM OF FOUR
FLOWLINE OF THE SUBDRAIN CENTERED BETWEEN THE PERFORATIONS. NO PERFORATION SHALL BE
ROWS WITH A DIAMETER OF 1/4 OR 1/2 INCH PERFORATIONS, SEPARATED BY 120 DEGREES WITH THE
D-3034. THE PIPE SHALL BE FURNISHED FACTORY-PERFORATED CONSISTING OF TWO LONGITUDINAL
B. PERFORATED POLYVINYL CHLORIDE PIPE (PVC) SHALL BE SDR-35 PIPE IN ACCORDANCE WITH ASTM
INCHES UNLESS OTHERWISE SHOWN ON THE PLANS.
PIPE IN ACCORDANCE WITH ASTM D-3034. SIZE OF PIPE AND FITTINGS SHALL BE A MINIMUM OF FOUR (4)
A. RIGID NON-PERFORATED POLYVINYL CHLORIDE (PVC) GRAVITY PIPE AND FITTINGS SHALL BE SDR-35
2.01 UNDERDRAINAGE SYSTEM
PART 2 PRODUCTS
2.03 E.
5. AGRICULTURAL SOIL ANALYSIS OF RESULTS FOR THE BIORETENTION SOIL AS SPECIFIED IN SECTION
ASTM D 422, STANDARD TEST METHOD FOR PARTICLE SIZE ANALYSIS OF SOILS.
4. GRAIN SIZE ANALYSIS RESULTS OF COMPOST COMPONENT PERFORMED IN ACCORDANCE WITH
WITH ASTM D 422, STANDARD TEST METHOD FOR PARTICLE SIZE ANALYSIS OF SOILS.
3. GRAIN SIZE ANALYSIS RESULTS OF THE SANDY LOAM COMPONENT PERFORMED IN ACCORDANCE
ASTM D 422, STANDARD TEST METHOD FOR PARTICLE SIZE ANALYSIS OF SOILS.
2. GRAIN SIZE ANALYSIS RESULTS OF THE SAND COMPONENT PERFORMED IN ACCORDANCE WITH
1. A SAMPLE OF MIXED BIORETENTION SOIL.
BIORETENTION SOIL. THE CONTRACTOR MUST SUBMIT THE FOLLOWING FOR APPROVAL:
CERTIFICATION WILL BE REQUIRED FOR PROJECTS INSTALLING MORE THAN 100 CUBIC YARDS OF
AND
DELIVERY DATE OF THE BIORETENTION SOIL TO THE PROJECT SITE. BATCH-SPECIFIC TEST RESULTS
C. SUBMITTALS FOR BIORETENTION SOIL: TESTS MUST BE CONDUCTED WITHIN 120 DAYS PRIOR TO THE
MEET OR EXCEED ALL PHYSICAL PROPERTY, ENDURANCE, PERFORMANCE AND PACKAGING REQUIREMENTS.
B. CERTIFICATIONS: MANUFACTURER SHALL SUBMIT A LETTER OF CERTIFICATION THAT THE PRODUCTS
PERCOLATION RATES.
INCLUDE REQUIRED SUBSTRATE PREPARATION, LIST OF MATERIALS, APPLICATION RATE/TESTING AND
A. PRODUCT DATA: SUBMIT MANUFACTURER'S PRODUCT DATA AND INSTALLATION INSTRUCTIONS.
1.05 SUBMITTALS
CONTRACTOR SHALL PROVIDE FREE ACCESS TO SITE FOR INSPECTION ACTIVITIES.
REQUIRE ADDITIONAL INSPECTIONS THAT ARE DEEMED TO BE REASONABLY NECESSARY. THE
CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER. THE OWNER RESERVES THE RIGHT TO
E. ALL COSTS RELATED TO RE-INSPECTION DUE TO FAILURES SHALL BE PAID FOR BY THE
WRITTEN COPIES OF THE RESULTS WITHIN 24 HOURS FROM THE TIME THE TEST WAS PERFORMED.
SHALL BE AT LEAST 5 INCHES PER HOUR. THE OWNER AND CONTRACTOR SHALL BE PROVIDED WITH
SOIL INDICATING INITIAL RATE OF AT LEAST 8-10 INCHES PER HOUR. LONG TERM INFILTRATION RATES
D. THE GEOTECHNICAL ENGINEER SHALL PREPARE IN SITU PERCOLATION TEST(S) OF THE BIORETENTION
PERFORMED.
TEST WAS
SHALL BE PROVIDED WITH WRITTEN COPIES OF THE RESULTS WITHIN 24 HOURS FROM THE TIME THE
LOCATION, ELEVATION DATA, TESTING RESULTS AND ACCEPTABILITY. THE OWNER AND CONTRACTOR
C. THE GEOTECHNICAL ENGINEER SHALL PREPARE FIELD REPORTS THAT INDICATE COMPACTION TEST
POSSIBLE OF THE TEST RESULTS.
THE CONSTRUCTION TESTING REQUIREMENTS. THE CONTRACTOR SHALL BE INFORMED AS SOON AS
PLACEMENT PROCEDURES SHALL BE PERFORMED BY THE FIELD GEOTECHNICAL ENGINEER AS PART OF
B. VISUAL FIELD CONFIRMATION AND DENSITY TESTING OF SUBGRADE PREPARATION AND FILL
IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS.
INSPECTION WILL NOT RELIEVE THE CONTRACTOR FROM HIS RESPONSIBILITY TO COMPLETE THE WORK
INSPECTION ON SITE BASED ON DENSITY TESTING, VISUAL OBSERVATION AND JUDGMENT. THIS
STUDY, SELECTED AND PAID FOR BY THE OWNER, SHALL BE RETAINED TO PERFORM CONSTRUCTION
A. A GEOTECHNICAL ENGINEER FAMILIAR WITH THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEERING
1.04 QUALITY ASSURANCE
COMPLETION.
SPECIFICATIONS. THE CONTRACTOR SHALL PROVIDE AS-BUILT DRAWINGS WITHIN 30 DAYS OF PROJECT
B. ACCURATELY RECORD ANY AS-BUILT VARIATION FROM THE CONSTRUCTION DRAWINGS AND
OBSTRUCTIONS ENCOUNTERED.
A. ACCURATELY RECORD ACTUAL LOCATIONS OF ALL SUBSURFACE UTILITIES, STRUCTURES AND
1.03 PROJECT RECORD DOCUMENTS
2. NEC 710-36
1. NEC 300-5
C. NATIONAL ELECTRIC CODE
2. M 43 STANDARD SIZES OF COARSE AGGREGATE FOR HIGHWAY
1. T 88 MECHANICAL ANALYSIS OF SOILS
EDITION
B. AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO) LATEST
CONTROLLED INSIDE DIAMETER
10. F794 POLY VINYL CHLORIDE (PVC) PROFILE GRAVITY SEWER PIPE AND FITTINGS BASED ON
9. F477 ELASTOMERIC SEALS (GASKETS) FOR JOINING PLASTIC PIPE
8. D3212 JOINTS FOR DRAIN AND SEWER PLASTIC PIPES USING ELASTOMERIC SEALS
7. D3034 TYPE PSM POLY VINYL CHLORIDE (PVC) SEWER PIPE AND FITTINGS
6. D 4318 TEST FOR PLASTIC LIMIT, LIQUID LIMIT, & PLASTICITY INDEX OF SOILS
5. D 2487 CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
4. D 2216 LABORATORY DETERMINATION OF MOISTURE CONTENT OF SOIL
DETERMINING HYDRAULIC CONDUCTIVITY IN VADOSE ZONE.
3. ASTM D5126 / D5126M -90, STANDARD GUIDE FOR COMPARISON OF FIELD METHODS FOR
2. D 698 TEST OF MOISTURE DENSITY RELATIONS OF SOILS - STANDARD PROCTOR METHOD
1. D 422 METHOD FOR PARTICLE SIZE ANALYSIS
A. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM) LATEST EDITION
1.02 REFERENCE STANDARDS
SECTION 02920 - LANDSCAPE
SECTION 02630 - STORM DRAINAGE
SECTION 02305 - EXCAVATION AND BACKFILL
SECTION 02300 - EARTHWORK; ESTABLISHMENT OF SUBGRADE
THIS SECTION INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING:
B. RELATED SECTIONS: OTHER SPECIFICATION SECTIONS WHICH DIRECTLY RELATE TO THE WORK OF
DRAINAGE (LINED BIORETENTION BASIN/SWALE).
DAYLIGHTS TO SURFACE
TO AN UNDERDRAIN SYSTEM WHICH CONVEYS TREATED RUNOFF TO THE STORM DRAIN SYSTEM OR
EITHER INFILTRATE IT INTO THE GROUND (UNLINED BIORETENTION BASIN/SWALE) OR INTO THE GROUND
SURFACE RESERVOIR, FILTER IT THROUGH PLANT ROOTS AND A BIOLOGICALLY ACTIVE SOIL AND
A. THIS SECTION SPECIFIES BIORETENTION BASINS AND/OR SWALES THAT DETAIN RUNOFF IN A
1.01 SUMMARY
PART 1 GENERAL
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
KWG
KWG
RCO
LD21-0335
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9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:TRACT MAP 37341-17
STORM DRAIN IMPROVEMENT PLAN & PROFILE
RICHARD C. O'NEILL
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BIORETENTION BASIN SPECIFICATIONS
11N/A
N/A
BIORETENTION BASIN SPECIFICATIONS (CONTINUED)
C. THE MAINTENANCE PERIOD SHALL CONTINUE UNTIL FINAL ACCEPTANCE, BUT UNDER NO
CIRCUMSTANCES LESS THAN 1 YEAR AFTER SUBSTANTIAL COMPLETION (UNLESS
OTHERWISE STIPULATED IN THE CONTRACT DOCUMENTS).
D. THE CONTRACTOR SHALL PROVIDE A TWO (2) TO THREE (3) INCH LAYER OF BARK
MULCH OVER THE ENTIRE BIORETENTION BASIN AT THE END OF THE ONE YEAR
MAINTENANCE PERIOD (IF APPLICABLE).
END OF SECTION
OR OUTLET STRUCTURES
COMPONENTS SUCH AS WEIRS, INLET
DAMAGE TO STRUCTURAL
STRUCTURE
OBSTRUCTED INLET OR OUTLET
MAY TAKE 72 HOURS TO DRAIN.
AS PART OF THEIR FUNCTION WHICH
INCLUDE A SURFACE PONDING LAYER
* BIORETENTION AREAS TYPICALLY
A STORM EVENT*
LONGER THAN 72 HOURS FOLLOWING
AREAS OR PLANTER BOXES FOR
STANDING WATER IN BIORETENTION
OR STRIPS
STANDING WATER IN SWALES
STORMWATER RUNOFF FLOW
EROSION DUE TO CONCENTRATED
IRRIGATION FLOW
EROSION DUE TO CONCENTRATED
OVERGROWN VEGETATION
POOR VEGETATION ESTABLISHMENT
LITTER, OR DEBRIS
ACCUMULATION OF SEDIMENT,
TYPICAL MAINTENANCE INDICATOR(S)
REPAIR OR REPLACE AS APPLICABLE.
CLEAR OBSTRUCTIONS.
COMPACTED BIORETENTION SOILS.
TILLING OR AERATING OR REPAIRING/REPLACING
CLEARING UNDERDRAINS (WHERE APPLICABLE),
OBSTRUCTIONS OF DEBRIS OR INVASIVE VEGETATION,
AS ADJUSTING IRRIGATION SYSTEM, REMOVING
MAKE APPROPRIATE CORRECTIVE MEASURES SUCH
WITH THE ENGINEER OF WORK).
OR RE-GRADING FOR PROPER DRAINAGE (CONSULT
OBSTRUCTIONS OF DEBRIS OR INVASIVE VEGETATION,
AS ADJUSTING IRRIGATION SYSTEM, REMOVING
MAKE APPROPRIATE CORRECTIVE MEASURES SUCH
OF WORK).
WHERE NECESSARY (CONSULT WITH THE ENGINEER
STONE AT FLOW ENTRY POINTS, OR RE-GRADING
ADDING EROSION CONTROL BLANKETS, ADDING
APPROPRIATE CORRECTIVE MEASURES SUCH AS
REPAIR/RE-SEED ERODED AREAS AND MAKE
IRRIGATION SYSTEM.
REPAIR/RE-SEED ERODED AREAS AND ADJUST THE
(TYPICALLY 4 TO 6 INCHES FOR GRASS).
THE DESIGN HEIGHT OF THE VEGETATION
MOW OR TRIM AS APPROPRIATE, BUT NOT LESS THAN
RE-SEED, RE-ESTABLISH VEGETATION.
MATERIALS, WITHOUT DAMAGE TO THE VEGETATION.
REMOVE AND PROPERLY DISPOSE OF ACCUMULATED
MAINTENANCE ACTIONS
3.06 BIORETENTION BASIN/SWALE MAINTENANCE PERIOD
A. THE MAINTENANCE PERIOD BEGINS ON THE FIRST DAY AFTER ALL LANDSCAPE AND
IRRIGATION WORK AND ALL OTHER INDICATED OR SPECIFIED WORK FOR THE
BIORETENTION BASIN/SWALE IS COMPLETE, CHECKED, ACCEPTED AND WRITTEN
APPROVAL FROM THE LANDSCAPE ARCHITECT AND CIVIL ENGINEER IS GIVEN TO BEGIN
THE MAINTENANCE PERIOD.
B. THE CONTRACTOR SHALL CONTINUOUSLY MAINTAIN AS INDICATED BELOW ALL
INVOLVED AREAS OF THE CONTRACT DURING THE PROGRESS OF THE WORK AND DURING
THE MAINTENANCE PERIOD UNTIL THE FINAL ACCEPTANCE OF THE WORK.
CONSTRUCTION RECORD
Contractor
Inspector
Date Completed
DATE BY REVISIONS BENCH MARKDATEACC'D
Vertical
Horizontal
SCALE
SEAL:
CITY OF TEMECULA
RECOMMENDED BY:
ACCEPTED BY:
R.C.E. No. 44223
DATE:
DATE:
of Sheet
DEPARTMENT OF PUBLIC WORKS
Drawing No.
DIRECTOR OF PUBLIC WORKS / CITY ENGINEER
PATRICK THOMAS, P.E.
1770 IOWA AVENUE-SUITE 100
R.C.E 63285
6-30-22REGISTRATION EXPIRESDATE:
DESIGNED BY:
DRAWN BY:
CHECKED BY:
KWG
KWG
RCO
LD21-0335
11
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En
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JN 17883C28-FEB-2022PLOT DATE:C:\RICK\Projects\C_RIV_G\17883\17883-C_Woodside Homes\Civil\Phase 6\17883Csd11.dgn
9-13-82
ELEVATION=1305.535(NGVD 29)
RIVERSIDE COUNTY BM T-25-81
ELEVATIONS ARE BASED UPON
EXACT LOCATION OF EXISTING
UNDERGROUND FACILITIES IS
UNKNOWN. CONTRACTOR TO
VERIFY IN FIELD.
:CAUTION
TWO WORKING DAYS BEFORE YOU DIG
UNDERGROUND SERVICE ALERT
1-800-422-4133
CALL TOLL FREE
PREPARED UNDER THE DIRECTION OF:TRACT MAP 37341-17
STORM DRAIN IMPROVEMENT PLAN & PROFILE
RICHARD C. O'NEILL
ST
A
T
O
F
O
AII
IS
E
EDSS
O
ALEN
I
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CALIF RNICVL
R
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No. 63285 L
L
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2-28-22
3/17/22
3/17/22