HomeMy WebLinkAboutTract Map 29470 Parcel 2 Preliminary Drainage Study Raising Cane's AMW
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7
CITY OF TEMECULA
Preliminary Drainage Study
FOR
Raising Cane's Temecula
40390 Margarita Road
Temecula,CA 92591
APN:91o33oo14
PREPARED FOR:
Chris Costanzo
Costanzo Investments
17 Corporate Plaza Drive, Suite 250
Newport Beach, CA 9266o
PREPARED BY:
Jimmy Medellin, P.E.
765 The City Drive,Suite zoo
Orange,CA 92868
(714) 705-1318,Jimmy.Medellin@kimley-horn.com
DATE OF REPORT:
October 17, 2017
WATER QUALITY MANAGEMENT PLAN (WQMP)
INITIAL APPLICABILITY CHECKLIST
Applicant Name:Costanzo Investments LLC
1989 Planning Application Number:
Project Name: Raising Cane's
Does the proposed project incorporate any of the following categories?
Yes No
(All questions must be answered)
Modifications to Existing Developments—This category includes projects that create,add,or replace 5,000 sq.
ft.or more of impervious surface on an already developed site. This category includes:
(a)Expansion of a building footprint,or addition or replacement of a structure;
(b)Increase in the gross floor area,or major exterior construction or remodeling;
I (c)Replacement of impervious surfaces that are not part of routine maintenance activities; �✓
(d)Land disturbing activities related to a structure or impervious surface.
Note: If modifications create less than 50"/u of the impervious surface of a previously existing development,and
the existing development was not originally subject to WQMP requirements,a WQMP shall be required only to
the addition and not to the entire development.
2 Residential Development-This category includes subdivisions of single-family homes,multi-family homes, ❑
condominiums,and apartments consisting of 10 or more dwelling units.
3 Non-Residential Development-This category includes projects where the land area for development is greater ❑
than 100,000 sq. ft.
Automotive Maintenance and Repair Shops-This category includes facilities engaged in general maintenance
4 and mechanical repairs,body and upholstery repair,painting,transmission and exhaust repair,tire servicing;and El rV_1
lass repair.
Restaurants-This category includes all eating and drinking establishments where the land for development
5a is greater than 5,000 sq.ft.
Restaurants where the land area for development is less than 5,000 sq.ft, are only required to follow the site
Sb design and source control requirements of the WQMP. �✓
Hillside Development — This category includes any developments that create more than 5,000 sq. ft. of ❑
6 impervious surface,are located in an area with known erosive soil conditions,and where the project will require Fv�
grading natural slopes of 25% 4:1 or steeper.
Environmentally Sensitive Areas(ESAs)—This category includes all development located within or directly
adjacent to or discharging directly to an ESA which either creates 2,500 sq.ft.of impervious surface or increases
7 the area of imperviousness by 10%or more of its naturally occurring condition. ❑
Note: "Directly adjacent"means within 200 feet of the ESA. "Discharging directly to"means outflow from a
drainage conveyance system that is composed entirely of flows from the subject development or modification,and
not commin led with flows from adjacent lands.
Parking Lots — This category includes projects that create 5,000 sq. ft. or more of impervious surface for
8 temporary parking or storage of motor vehicles. This category includes parking areas associated with any of the Fv
developments outlined above. Routine maintenance, including removal and replacement,is exempt.
Streets, Roads,Highways&Freeways—This category includes projects that create 5,000 sq. ft. or more of ❑
9 impervious surface for transportation of motor vehicles. Routine maintenance, including removal and
replacement,is exempt
I0 Retail Gasoline Outlets—This category applies if either of the following criteria is met:(a)5,000 sq.ft.or more ❑
of impervious surface,or(b)a projected`Average Daily Traffic' count of 100 or more vehicles per day.
If you answered "YES" to any of the questions above, a project-specific Water Quality Management Plan must be prepared and
submitted(see next page).
WApplications 2011\Conditional or Temporary Use Permit 2011.doc
14
CITY OF TEMECULA
Preliminary Drainage Study
FOR
Raising Cane's Temecula
40390 Margarita Road
Temecula, CA 92591
APN:910330014
pROFESS70,
m
0. C77250
PREPARED FOR: s
• glcr CIVIL ���P
Chris Costanzo OF CAUF�
Costanzo Investments
17 Corporate Plaza Drive, Suite 250
Newport Beach, CA 9266o
PREPARED BY:
Jimmy Medellin, P.E.
765 The City Drive, Suite zoo
Orange, CA 92868
(714) 705-1318,Jimmy.Medellin@kimley-horn.com
DATE OF REPORT:
October 17, 2017
•
Purpose of Report
Kimley-Horn and Associates, Inc. (KHA)has prepared this Preliminary Drainage Study for Chris Costanzo
of Costanzo Investments. The report is intended to comply with the requirements of the County of
Riverside Hydrology Manual to assist in the development of entitlement documents for a Raising Cane's
restaurant in accordance with the Development Plan Application checklist of the City of Temecula.
Raising Cane's Temecula N
Vicinity Map
�J9
�x
111D.KfLefA110M
•
.« IGmley+aHtxn
o /ao em uoo
Site Description and Drainage Patterns
The project is a redevelopment of a r.8-acre commercial property located on the northeast side of the
intersection of Margarita Road and Verdes Lane.The proposed development will consist of a new 3,935
square foot Raising Cane's drive thru restaurant and the reconfiguration of the existing asphalt concrete
surface parking to maintain code compliance and to accommodate the new building layout. See the
Preliminary Grading Plan for locations of the proposed development.
Existing Conditions
Currently,the site generally drains from southeast to northwest,towards Margarita road. Runoff within the
parking lot is collected by the existing onsite ribbon gutters that discharge to a concrete channel down
drain.The down drain outlets to a parkway drain that discharges stormwater to Margarita Road.The
proposed site grading will closely follow the existing topography of the site.Drainage Management Area
(DMA)r consists of the existing building,parking lot,and landscape areas within the parking lot.DMA z
consists of a landscape area along the perimeter of the property line.This area is a self-treating area that
drains directly off site to the public street.Flow within the street is conveyed via curb and gutter to an
•
Raising Cane's Temecula
Preliminary Drainage Study Page 2
existing catch basin Verdes Cane. Please refer to the Existing Conditions Hydrology Map provided with this
report.
Project Conditions
In the project condition,there are DMAs similar to existing conditions. For DMAs t includes the new
building for the restaurant,replaced parking area,and landscaping. DMA r drains towards a BMP facility for
treatment before discharging to Margarita Road.Due to site constraints and preservation of the natural
drainage pattern,a biofiltration BMPs(Bioretention with underdrain)is proposed for treatment of DMA t.
DMA z is a landscape area around the perimeter of the parcel that drains directly to the street.The Project
Conditions Hydrology Map showing the proposed improvements can be found at the end of this report.
Methodology Used
Due to the small size of the site and subareas,the Rational Method will be used to perform the hydrology
calculations in conformance with the County of Riverside Hydrology Manual.
Summary
Table t summarizes the ioo-year peak flows for the existing condition(per the calculations attached).
Table 1-Existing Conditions
DMA Acreage ioo-year Flow
Wfo
• #1 1.68 6.io
#z 0.17 0.70
Total 1.85 6.8o
The too-year peak flow results for Project Conditions are summarized in Table z below:
Table 1-Project Conditions
DMA Acreage ioo-year Flow
cfs
#1 1.54 5.41
#a 0.31 o.86
Total 1.85 6.27
•
Raising Cane's Temecula
Preliminary Drainage Study Page 3
Conclusion
It should also be noted that due to hydromodification requirements,the final project design will mitigate
for hydromodification either through above ground or below ground storage.BMP sizing calculations for
hydromodification will be included for final design.Tables 3 and 4 show a comparison of the roo-year peak
flows for DMAs i and z,respectively.
Table 3-Existing vs.Project Comparison—DMA 1
Existing Project Existing Project
Conditions Area Conditions Area Conditions Conditions
DMA i (acre) DMA i (acre) ioo-year Flow (cfs) ioo-year Flow (cfs)
1.68 1.54 6.io 5.41
Table 4-Existing vs.Project Comparison—DMA 2
Existing Project Existing Project
Conditions Area Conditions Area Conditions Conditions
DMA a (acre) DMA a (acre) ioo-year Flow (cfs) ioo-year Flow (cfs)
• 0.17 0.31 0.70 o.86
As shown above,the ioo-year peak flow is slightly reduced for DMA i,mostly due to the increased pervious
area within the parking lot.The peak flow increases for DMA z is due to the expansion of the parking area
along the perimeter of the existing parking lot.Although the peak flow for DMA z increases by o.65 cfs,the
additional storage provided to meet hydromodification requirements should decrease the peak flow to
match existing conditions.Detention routing calculation will be provided during the final project design to
verify that ioo-year peak flow for DMA z does not exceed existing conditions.
•
Raising Cane's Temecula
Preliminary Drainage Study Page 4
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• RAISING CANE'S TEMECULA
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Miles VICINITY MAP Y
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RAINFALL, INTENSITY- INCHES PER HOUR
A "IRA LOMA MURRIETA - TEMECULA NORCO PALM SPRINOS PERRIS VALLEY
6 RANCHO CALIFORNIA
VO DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY
A MINUTES MINUTES MINUTES MINUTES MINUTES
10 100 to too 10 100 10 100 10 100
YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR
5 2.86 6.68 S 3.65 5.10 _ S 2.77 6.16 S 6.23 6.76 5 2.66 3.78
e 2.58 6.07 6 3.12 6,61 6 2.53 3.79 6 3.80 6.O8 6 2.61 3.66
7 2.37 3.75 7 2.87 6.26 7 2.36_ 3:51 7 3.68 5.56 7 2.26 3.21
8 2.21 3.69 8 - 2.67 3.96 8 2.19 3.29 8 3.22 5.15 8 2.09 3.01
D A 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 6.81 9 1.98 2.86
c v 10 1.96 3.10 10 2.36 3.68 10 1.96 2.96 to 2.83 6.52 10 1.88 2.69
D 11 1.07 2.95 11 2.26 3.30 11 1.87 2.60 It 2.67 6.28 11 1.79 2.57
r• 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.56 6.07 12 1.72 2.66
13 1.71 2.70 13 2.06 3.01, 13 1.72 2.58 13 2.63 3.08 13 1.68 2.37
16 1.6• 2.60 16 1.96 2.89 14 1.66 2.68 16 2.33 3.72 16 1.59 2.29
IS 1.58 2.SO 15 1.89 2.79 Is 1.60 2.4D Is 2.23 3.58 IS I.54 2.21
16 1.53 2.62 16 1.82 2.69. 16 I:SS 2.32 16 2.15 3.66 16 1.69 2.16
17 1.68 2.N 17 1.76 2.60 17 1.50 2.?S I7 2.08 3.32 17 1.65 2.09
IB 1.66 2.27 10 1.71 2.52 IB 1.66 2.19 Is 2.01 3.22 IB
1.61 2.Oi
19 1.60 2.21 19 1.ee 2.65 19 L:62 2.13 19 1.95 3.12 19 1.77 1.97
20 1.36 2.15 20 1.61 2.38 20 - 1.39" 2.09 20 1.09 3.03 20 1.36 1.92
22 1.29 2.06 22 1.53- 2.26 22 1.32 1.98 22 1.79 2.86 22 1.20 1.83
26 1.26 1.95 26 1.66 2.IS 26 1.26 1.90 26 1.70 2.72 26 1.22 1.75
26 1.18 1.67 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69
28 1.16 1.80 28 1.36 1.98 28 1.17 1.76 28 1.56 2.69 26 1.13 1.63
30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.69 2.39 30 1.10 I.57
32 1.06 1.67 32 1.26 1.86 32 1.10 1.66 32 1.66 2.30 32 1.06 1.52
Z 36 1.03 1.62 36 I.20 1.75 36 1.06 1.59 36 1.39 2.22 36 1.03 1.68
36 1.00 1.57 36 1.17 1.72 '36 1.03. 1.55 36 1.36 2.15 36 1.00 1.66
m 38 .97 1.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.60
c Z 60 .96 1.69 60 1.10 1.62 60 .98 1.67 60 1.27 2.02 60 .95 1.37
(n N 65 .89 1.60 6S 1.03, 1.52 65 .92 1.39 65 1.18 1.89 65 .90 1.29
s0 .86 1.32 so .97 1.66 so .88 1.31 so 1.11 1.78 so .85 1.22
5S .90 1.26 Its .92 1.36 55 .86 1.25 ss 1.05 1.68 55 .el 1.17
m - Z 60 .76 1.20 60 .98 1.30 60 .60 1.20 60 1.00 1.60 60 .70 1.12
N I 0 65 .73 1.15 6s .86 1.26 65 .77 I.IS 65 .95 1.53 65 ,75 '1.OB
r 0 D 70 .70 1.11 70 .81 1.19 70 .76 1.11 70 .91 1.66 70 .72 1.0
D 0 C ;0 7S .66 1.07 75 .76 1.15 75 .72 1.07 75 .88 1.61 is .70 1.00
m D � 0 80 .65 1.07 80 .75 1.11 80 .69 1.06 BO .85 1.35 80 .68 .97
D D as .63 1.00 as .73 I.oT 85 .67 1.01 as .82 1.31 as .66 .96
v �-i
d 0 SLOPE • .530 SLOPE • .SSO SLOPE • .SOO SLOPE • .SOO SLOPE . .690
Z
A
0
01
RCTEXI.RES
4 bd444¢4Ab4trdA4dA4QtrAAdtrAb¢¢Addbdbtrb48¢A848¢48d84d44trdd4tr4Qd4tr444trAtr4QQ84AA4
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM .BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
• (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2011 Advanced Engineeringg Software (aes)
(Rational Tabling version 18.0)
Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
Kimley-Horn and Associates, Inc.
765 The City Drive'
Suite 200
Orange, CA 92868
488884¢88844tr¢4tr¢44dd44Qd4 DESCRIPTION OF STUDY *8448488dAd448¢bbb¢444ddAQ
* RAISING CANES TEMECULA
* 40390 MARGARITA ROAD, TEMECULA, CA 92591
* PRELIMINARY HYDROLOGY - EXISTING CONDITIONS - DMA 1
d dbd440ddd44Q4tr4trAddtr4Qtrtrtrbtrbb¢bp¢AAbAbb844dtr44d4ddtr44Qd44b4d4Qtr4ddQd4trbQb '
FILE NAME: RCTEXI.DAT
TIME/DATE OF STUDY: 06:58 10/19/2017
----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) .= 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE .OF 10-YEAR INTENSITY=DURATION CURVE = 0.5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE= 0. 5495536
COMPUTED RAINFALL .INTENSITY DATA:
•STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES. USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE -VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINEDSTREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH .CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP 'HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY ' (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
A 44db¢QtrtrtrAbA¢4d¢¢ddtr¢d4QdtrtrdA4dtr48AAdAtrddA4Qd4AQAA4trA4trtrtrQ¢bd 4.tr¢dbb4Adtr4¢db
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS APARTMENT
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 457.00
UPSTREAM ELEVATION(FEET) = 1095.94
DOWNSTREAM ELEVATION(FEET) = 1079.85
ELEVATION DIFFERENCE(FEET) = 16.09
OTC = 0.323*[( 457.00**3)/( 16.09)]**.2 = 7.302
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.136
APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8772
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 6.10
TOTAL AREA(ACRES) = 1.68 TOTAL RUNOFF(CFS) = 6.10
Page 1
RCTEXI.RES -
END ,OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 7.30
PEAK FLOW RATE(CFS) = 6.10
END OF RATIONAL METHOD ANALYSIS
•
•
Page 2
RCTEX2.RE5
d 4trdAd4tr44dtrAddd4trAbtrbbdAQ44QQtrtr444tr4d4Qtr4AddtrbddtrbdAdbtr4Qtr4AQ44trtr4Q44Q4trQd4 '
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
• (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2011 Advanced Engineering Software (aes)
(Rational Tabling version 18r0)
Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
Kimley-Horn and Associates, Inc.
765 The City Drive
Suite 200
orange, CA 92868
AtrQQdtrAAA4trdtrdQAd4dddddb44 DESCRIPTION OF STUDY *dA4QdAdddd4dd44dtr84d4ddAtr
* RAISING CANE'S TEMECULA
* 40390, MARGARITA ROAD, TEMECULA, CA 92591
* PRELIMINARY HYDROLOGY - EXISTING CONDITIONS - DMA 2
4 tr4QQtrdddd44d84444tr44tr4ddd4Q44trtrtrtr4dddd44trddAtr48448444tr4dbtr4bQdtr4trddtr44QAtr
FILE. NAME: RCTEx2.DAT
TIME/DATE OF STUDY: 07:01 10/19/2017
--------------------------- ------------------------------------------------
USER SPECIFIED 'HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10-YEAR STORM 10-MINUTE' INTENSITY(INCH/HOUR) = 2.360
10-.YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) 0.880
100-YEAR STORM' 10-MINUTE YNTENSITY(INCH/HOUR) _ 3,.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE' = 0. 5505732 ,
SLOPE �OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
•COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE. CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED' STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: _ CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL. IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative F1OW-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(velocity) constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
d44trQtrd4bQQb4bQ4trddtr4QAQdtrAAAAtrd444dbtrdddddd844QbQQ4QQ4bAQd4tr4QdQ44d4trAdAdbd
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 23.00
UPSTREAM ELEVATION(FEET) = 1086.95
DOWNSTREAM ELEVATION(FEET) = 1083.44
ELEVATION DIFFERENCE(FEET) = 3.51
OTC = 0.937*[( 23.00**3)/( 3. 51)]**.2 = 4.785
COMPUTED TIME OF .CONCENTRATION INCREASED TO 5 MIN.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8053
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 0.70
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.70
Page 1
RCTEX2.RES
----------- ---------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.00
PEAK FLOW RATE(CFS) = 0.70 '
END OF RATIONAL METHOD ANALYSIS
•
Page 2
RCTPRI.RES
4 dbdbb4trtrbtrdd4k4kdddkktrdddbdOb044Abtrtrdb4btrdtrtrdtrbdkdAAd844AAdbb44trtrbbtrtrtrddtr4tr
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED. ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
• (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2011 Advanced Engineering Software (aes)
(Rational Tabling version 18.0)
Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
Kimley-Horn and Associates, Inc.
765 The City Drive
Suite 200
orange, CA 92868
d dkb44bdb44trd4bdtrbbbktrbddd DESCRIPTION OF STUDY dtr44dtrtrdddAddd4Adtrbb4d44db
* RAISING CANE'S TEMECULA
* 40390 MARGARITA ROAD, TEMECULA, CA 92591
* PRELIMINARY HYDROLOGY - PROJECT CONDITIONS - DMA 1
44b4trtrb4444b4ddkdb4AbAdd444tr4tr8dAdAb4dtr4tr4trkkdddd4dbAAtr444btrkddtr4trtrdtrbtrdtrd
FILE NAME: RCTPRI.DAT
TIME/DATE: OF STUDY: 07:08 10/19/2017
USER SPECIFIED HYDROLOGY AND. HYDRAULIC. MODEL INFORMATION:
----------------- ------------------------------------------------------------
.USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 .
SPECIFIED PERCENT, of GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
10-YEAR STORM 107MINUTE. INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0. 5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
•STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 .
SLOPE OF INTENSITY DURATION CURVE = 0.5496
RCFC&WCD HYDROLOGY'MANUAL "C"-VALUESUSED FOR RATIONAL METHOD ,
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND IGNORE. OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSF.ALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 . 6.018/0.018/0.020 0.67 2.00 0.0312 0.167 '0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable street Flow Depth) - (Tap-of-Curb)
2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S)
*SIZE• PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
A 444dtrddkkdddbtrbbb4bdAk4d4trtrtrtrddbdddddd44dbd4dbtrd4bdbb4trbdtrdb4bkkddtrdkd4ddAk
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
-------------------------------- -------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS MOBILE HOME PARK
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 442.00
UPSTREAM ELEVATION(FEET) = 1096.40
DOWNSTREAM ELEVATION(FEET) = 1082.17
ELEVATION DIFFERENCE(FEET) = 14.23
OTC = 0.336*[( 442.00**3)/( 14.23)]**.2 = 7.635
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.036
MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8709
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 5.41 -
TOTAL AREA(ACRES) = 1.54 TOTAL RUNOFF(CFS) = 5.41
---------------------------------------------------------------------
---------------------------------------------------------------------------
Page 1
RCTPRI.RES
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 1.5 TC(MI_ N.) = 7.64
PEAK FLOW RATE(CFS) _ S.41
----_-------- --------------------------
END OF RATIONAL METHOD ANALYSIS
•
Page 2
RCTPR2.RE5
tr4btrtr48tr4tr444tr44444AR44AA44#d44444#4444trtr4d4tr4Q44444tr44#4A44AA4d44AAd444#d44
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
• (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2011 Advanced Engineering Software (aes)
(Rational Tabling version 18.0)
Release Date: 07/01/2011 License ID 1499
Analysis prepared by:
Kimley-Horn and Associates, Inc.
765 The Cityy Drive
Suite 200
orange, CA 92868
ddd#d4d4dA4trdd4dAOd444dtrb4 DESCRIPTION OF STUDY tr8trbtrd444trd44Qtr44trd444dtr44
* RAISING CANE'S TEMECULA °
* 40390 MARGARITA ROAD, TEMECULA, CA 92591
* PRELIMINARY HYDROLOGY - PROJECT CONDITIONS DMA 2
4d4444d4tr4bddd44A#4A4##A444444444dd844444ddtr44d44d44dtrtrQ4tr4d444dA4A44d4444
FILE NAME: RCTPR2.DAT
TIME/DATE OF STUDY: 07:16 10/19/2017
USER SPECIFIED.HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) 6.00 -
SPECIFIED PERCENT OF. GRADIENTS(DECIMAL) TO USE FOR' FRICTION SLOPE =, 0.95
10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360
10-YEAR STORM 60-MINUTE •INTENSITY(INCH/HOUR) = 0.880
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = ' 3.480
100-YEAR-.STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0. 5505732
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536
COMPUTED RAINFALL INTENSITY DATA:
•STORM EVENT = 100.00 -1-HOUR INTENSITY(INCH/HOUR) = 1.300
SLOPE OF INTENSITY DURATION.CURVE = 0.5496
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL
AND. IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUTr/PARK- HEIGHT- WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
444#444trtr444A4AtrAd4044444444dddtr444444d4dddd444d4444444Ad44d4tr44d4d44trdd44tr4
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 72.00
UPSTREAM ELEVATION(FEET) = 1089.35
DOWNSTREAM ELEVATION(FEET) = 1085.61
ELEVATION DIFFERENCE(FEET) = 3.74
TC = 0.937*[( 72.00**3)/( 3.74)]**.2 = 9.370
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.607
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7718
SOIL CLASSIFICATION IS "C"
SUBAREA RUNOFF(CFS) = 0.86 -
TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.86
Page 1
RCTPR2.RES `
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 9.37
PEAK FLOW RATE(CFS) = 0.86
#VEND OF RATIONAL METHOD ANALYSIS
•
i
Page 2
U
C
N
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U
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y
Q
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T LEGEND :
NODE 11
ELEV (1082.17) — CENTER LINE
= y 4 00=5.41 CFS
�y y
y� TC=7.64 MIN — — PROPERTY LINE / R/W LINE
L y y y
EASEMENT LINE
L
y y y
EXISTING STORM DRAIN LINE
C
y y y y y y y y SD PROPOSED STORM DRAIN LINE
FLOW PATH LINE
•Y a y y y y y y y y y y y y y y y y y y y y y J• W •Y� ` DMA BOUNDARY AREA
U C O y J. y y y y 3,AA y y y y y y y y y y
� _ J' y y W J y L .l" Y y y W W •Y W y y y y W y y y y y y y y y 1�$a..Y ,Y y y y y y W `�' �' �' y y y y y •L y
y y •Y ` W W y y •Y y W .Y y y y y y y y `Y y PROPOSED PERVIOUS AREA
JY y J• WY •Y y y ,Y yYYY J y y y y 1 1- W J• y yY J J• W I
`, y y y y y y
E y
y
Ln
a 1
66 y O � NEW OR REPLACED IMPERVIOUS AREA
w •Y y 1 1 i •l- L u- a
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N C 0
O / V'` W W W y _ y y J •Y V• •Y J. y y y r
rn NEW IMPERVIOUS TO REPLACE EXISTING
r y y y y y y y \ y y y y y PERVIOUS AREA
O W W W y < YL y y y y y
o :El
Q y y STEP y
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w •Y W W y y y y y y � .✓ '- y
y y y�ag y y y y y y y y y l FLOW DIRECTION
O y
O 3 y y y J / J• .y y y y y y
J
y
C
N y y y y y y y y y y y y y y y `Y L ✓ y y v
E W •Y W ' 1 w y y y y y y y y y y y W J� W 9
U i Q / , V y W V" W J• y y y y y y y y y y y y .Y
,y •Y J J y y 1 y y y y y y y y y y y y y w ..
i y W y y y +
O
O Q
L y y J y y y •Y y y y y y w� W y
U y y y y y y y Y y
C
U L w
0 o
a- y y Y y Y y y (moo W y / NOTES:
• y J• y y ✓ � � OJ �' y •Y
o y MA 1
v -
- Q y W 1.54 y "- 1 . UNDERLYING HYDROLOGIC SOIL GROUP IS BC. SEE ATTACHED SHEET.
RAISING y
j y W y y y W II P CgNE,s
ROTO V
y y y y y y y y y y y y Y (CA TYPE #1 y y y y 2. PER GEOTECHNICAL REPORT, DEPTH TO GROUNDWATER IS 54 FEET.
O y y y y y y y �)93 LG)
5 GROS d S �. •1- a � � L r- y II y L ,Y ,l- .✓ y / I I!
E Q V
r y y y y W J• J y y y C�� y .l '
U 7
y I
D y JV y •/L/yy���' y y y y y J J- W � J. � L y
C y y 1� y y w•r y "� y 0)y
X VMi
W U w y Y y O y y W y y y
/ -U Oy
C y y y y ✓ y y
O I
o _ NODE 11
Q N y y y y y y Y 1 y
o y Y ELEV (1085.61)
e-
.{-
/ Q1oo=0.86 CFS � � J
w y � TC=9.37 MIN yW .31W Wy yyy �`� � yyyy yy I y I
�� y
U) 0_
Q)
T I y y J. •Y �
LENGTH = 72
w y J. W � J• y y y y W y y ;: � �/ \�� 6` C/7 �, ., y I
� T
C J• y W W y y y y �^ y
d O W y y y y y y y y y y y y y 0 II•
O y y y y J y y y y y y y y y y y ^ y0
y y y y NODE 20
y y y y y y y y y y w y y y y y y y
o ELEV (1089.35)
c � y y y y y y y �Y y y y y y y y wO y y y y
y y y y •V w W �- w y Y y y y
•> n& 1 _
O � gyp/ y y y y y y y y y �Y y y y y
y y y y y y y y 'o y y y y y y y y •Y Y
O O y y y y y y •Y y y y � y y y y y y y y y •Y y •Y w y y y
C y y y y W y y y y y y y y y y y y 'Y •Y •Y W y y W 1
Q) y y y y y y y y y y y y y y y y y W y y
i
y y y y y *0 o y y y y y y w y
c:
C y y y y y y y y y 1� y y y
X C \ �- y y y y y y y y y y NODE 10
O O
ELEV (1096.40)
C S�
N
C a
c �
0 0
W ch
NORTH
0 0
J U
I N
Q L
L_
/ 3
Y � GRAPHIC SCALE IN FEET
L 0 10 20 40
Q
E
° Q) SCALE
E
0 1" = 20'
WHEN PRINTED AT FULL SIZE
C) 0 (24"X36")
L L
ISSUE DATE DESCRIPTION CITY OF TEMECULA
DH � �� J 10/19/17 PLANNING SUBMITTAL MS ENG�OQ ,�EDNq��2., Kimle >>> Horr� CITY OF TEMECULA
o�I h�� `� F�j �� APPROVED BY:
PROJECTDRAWN BY —co 765 THE� ORANGECC D 8$E, SUITE 200 1 OF 1
DIAL TWO WORKING U
BEFORE DAYS BEFORE JP N 77250
YOU DIG YOU DIG * (714)939-1030 PLANNING DIVISION DATE
CHECKED BY i EXP. PREPARED UNDER THE DIRECT SUPERVISION OF:
TOLL FREE 1-800-227-2600 TH U'xx Clv\� ���`� 40390 MARGARITA ROAD HYDROLOGY
A PUBLIC SERVICE BY ~T� p DATE: 10/19/17
UNDERGROUND SERVICE ALERT RECOMMENDED ` CF C JIMMY MEDELLIN, R.C.E. NO. 77250 EXP. 12/31/17 TEMECULA, CA 92591
O
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N
O
O
O
N
Q
C
0
C
L
O
2
T
N
E
Y
l ; LEGEND :
NODE 11 — CENTER LINE
ELEV (1079.85) -Q100=6.10 CFS PROPERTY LINE / R/W LINE
/ / / — — —
TC=7.3 MIN - - - -
/ EASEMENT LINE
EXISTING STORM DRAIN LINE/
aui
2 - FLOW PATH LINE
o
DMA BOUNDARY AREA
V) 0a 1 / / � ' — — — _ — / 1 / I FLOW DIRECTION
' I /
NOTES:
/ I o
o / /� �� 1 . UNDERLYING HYDROLOGIC SOIL GROUP IS BC. SEE ATTACHED SHEET.
a NODE 21 �, / _ 0
°' N ELEV (1083.44) // / / i� , 109 2. PER GEOTECHNICAL REPORT, DEPTH TO GROUNDWATER IS 54 FEET.
L ` Q100=0.70 CFS
/ o
�� TC=S MIN
J 3 T
/ 2 y
o
o / / / NODE 20
/ // �/ // / ELEV (1086.95)
x o
X 2
•
E
/ // 1.68 �� ` -1092- /
3 'o /� / / Oo
3 /
o
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0 0cl
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10.17
i I Op .goo
o
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o I / �� /
o a D — NODE 10
SD ^ r / / \ \ ELEV (1095.94) pg'I 1
rnCD t \ 4�7
N
� S
co
.) 0
C
U
co
c
� C
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>
0 o NORTH
J u
Q �
O L
0
GRAPHIC SCALE IN FEET
r 0 10 20 40
a� o
E
E SCALE
3 1" = 20'
a WHEN PRINTED AT FULL SIZE
o (24"X36")
1 � ISSUE DATE DESCRIPTION EN�Q- IC� � CITY OF TEMECULA CITY OF TEMECULA mI >> Horn
10/19/17 PLANNING SUBMITTAL M S APPROVED BY:
o h cn e
DIAL TWO WORKING DRAWN BY ui J . C77250 ;10 765 THE CITY DRIVE, SUITE 200BEFORE EXISTING
YOU DIG D YOUBDIGRE JP / i3� ORANGE,(714)939-1030 CA 92868 PLANNING DIVISION DATE 1
� �"f 03 1 OF 1
N �Q'
TOLL FREE 1-800-227-2600 CHECKED BY s'� PREPARED UNDER THE DIRECT SUPERVISION OF:
A PUBLIC SERVICE BY TH ����i���Fo`' 40390 MARGARITA ROADHYDROLOGY
UNDERGROUND SERVICE ALERT DATE: 10/19/17 TEMECULA CA 925M
RECOMMENDED JIMMY MEDELLIN, R.C.E. N0. 77250 EXP. 12/31/17 �