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VEI
HYDROLOGYREPORT
SANBORN AVENUE PARKING LOT
APN 910-272-011
NWC SANBORN A VENUE AND MADISON A VENUE, TEMECULA, CALIFORNIA 92590
PA17-1642, LD18-0519, LD16-1180, LD18-1182
PREPARED FOR:
PROVIDENCE 11 TEMECULA MADISON
A VENUE LLC
183 CALLS MAGDALENA, SUITE 100
ENCINITAS, CALIFORNIA 92024
PREPARED BY:
VENTURA ENGINEERING INLAND
27393 YNEZ ROAD, SUITE 159
TEMECULA, CALIFORNIA 92591
(951) 252- 7632
REVISION 1: July 2, 2018 ORIGINAL: June 9, 2018
I hereby declare that 1 am the engineer of work for this project, that I have exercised responsible charge over
the design of the project as defined in Section 6703 of the Business and Professions code, and that the
design is consistent with current standards.
Essl�
/. _. ` '
LFREDO S.D. VENTUR-
68532 WILFREDO VENTURA
No. R.C.E. NO. 66532
* Exp. 6-30--18 EXPIRES 6130118
�CIVIL
� qr CALF F�
VENTURA ENGINEERING INLAND, INC.
27393 YNEZ ROAD, SUITE 159, TEMECULA, CALIFORNIA 92591
TOLL FREE OFFICE (877) 723-4224 FAX (951) 552-1686
712118
rAY
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT filyl
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IM
LOT 11 OF PARCEL MAP 23561-1 VE1
TABLE OF CONTENTS
DESCRIPTIONS
PAGE
COVER SHEET ..................................................... i
TABLE OF CONTENTS ............................................... ii
1.0
INTRODUCTION .............................................. 1
2.0
LOCATION .................................................. 1
3.0
METHODOLOGY ............................................. 1
4.0
EXISTING CONDITIONS CALCULATIONS ......................... 1
5.0
PROPOSED CONDITIONS CALCULATIONS ....................... 2
6.0
FEMA DETERMINATION ....................................... 2
7.0
CONCLUSION ............................................... 3
8.0
REFERENCES ............................................. I . 4
9.0
DECLARATION OF RESPONSIBLE CHARGE ...................... 4
10.0
ATTACHMENTS .............................................. 4
10.1 ATTACHMENT 1: STANDARDS EXCERPTS ................. 4
10.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS .... 4
10.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS.. 4
10.4 ATTACHMENT 4: EXHIBITS .............................. 4
10.5 ATTACHMENT 5: FEMA DETERMINATION ................... 4
ATTACHMENT 1: STANDARDS EXCERPTS
ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
ATTACHMENT 4: EXHIBITS
A TTA CHMENT 5: FEMA DETERMINATION
Revision 1: July 2, 2018
2017--195 Sanborn Avenue Parking Lot - i - Original: June 9, 2018
HYDROLOGY REPORT
SA NBORN AVENUE PARKING LOT fifil
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering inland INK
LOT 11 OF PARCEL MAP 23561-1 VE j
1.0 INTRODUCTION
The purpose of this report is to calculate the pre -development and post -development hydrology conditions
for the proposed redevelopment of a vacant lot into a parking lot. The project site is located at the northwest
corner of Sanborn Avenue and Madison Avenue in Temecula, California 92590.
The project consists of new paved areas, landscaping, storm drain elements, and permeable pavers.
This report has been created using the Riverside County Flood Control and Water Conservation District
Hydrology Manual (April 1978).
2.0 LOCATION
The project site is located at the northwest corner of Sanborn Avenue and Madison Avenue in Temecula,
California 92590. A vicinity map is provided for reference in Attachment 4.
3.0 METHODOLOGY
This report has calculated the 10-Year and 100-Year Maximum Peak Discharge Rates based on the
Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978) rational
methodology. In addition, this manual will be referred to as the `Standards' throughout this report. Clean
copies of the excerpts from the standards have been included in Attachment 1: Standards Excerpts for
reference. The existing conditions calculations are provided in Attachment 2: Existing Conditions
Calculations. The proposed conditions calculations are provided in Attachment 3: Proposed Conditions
Calculations. Exhibits are provided for reference in Attachment 4: Exhibits. Typically, FEMA mapping is
reference and provided; however, the project site is listed as Zone X on FEMA mapping and FEMA design
is discussed further in Section 6.0.
4.0 EXISTING CONDITIONS CALCULATIONS
The project site has been evaluated using the Rational Method from the Riverside County Flood Control
and Water Conservation District Hydrology Manual (April 1978) to determine the 10-Year and 100-Year
Design Storm Event Peak Discharge Rates. Certain tables and figures from the Standards are referenced
in this report and have been included in Attachment 1: Standards Excerpts. The existing conditions
calculations are provided in Attachment 2 for reference. The hydrology exhibits are provided for reference
in Attachment 4. A summary of the existing conditions are as follows:
EXISTING CONDITIONS SUMMARY
DATA
10-YEAR
100-YEAR
AMC
2
3
STUDY NODE POINT
1.22
1.22
INTENSITY 1NIHR
1.980
2.988
TOTAL DISCHARGE cfs
2.3
3.6
TIME OF CONCENTRATION MIN
13.73
13.21
AREA ACRES
1.32
1.32
AVERAGE PERVIOUS FRACTION
1.00
1.00
AVERAGE IMPERVIOUS FRACTION
0.00
0.00
RI INDEX
86
86
UH VOLUME ACRE -FT
NOT STUDIED
0.0326
Revision 1: July Z 2018
2017-195 Sanborn Avenue Parking Lot - 7 - Original: June 9, 2018
HYDROLOGYREPORT
SANBORN AVENUE PARKING LOT Off I
PA17-164Z LD18-0519, LD18-1160, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
5.0 PROPOSED CONDITIONS CALCULATIONS
The project site has been evaluated using the Rational Method from the Riverside County Flood Control
and Water Conservation District Hydrology Manual (April 1978) to determine the 10-Year and 100-Year
Design Storm Event Peak Discharge Rates. Certain tables and figures from the Standards are referenced
in this report and have been included in Attachment 1: Standards Excerpts. The proposed conditions
calculations are provided in Attachment 3 for reference. The hydrology exhibits are provided for reference
in Attachment 4. A summary of the existing conditions are as follows:
PROPOSED CONDITIONS SUMMARY
DATA
10-YEAR
100-YEAR
AMC
2
3
STUDY NODE POINT
1.82
1.82
INTENSITY IN/HR)
1.981
3.022
TOTAL DISCHARGE cfs
3.3
5.0
TIME OF CONCENTRATION MIN
5.97
5.87
AREA ACRES
1.32
1.32
AVERAGE PERVIOUS FRACTION
0.257
0.257
AVERAGE IMPERVIOUS FRACTION
0.743
0.743
RI INDEX
69.9
69.9
UH VOLUME ACRE -FT
NOT STUDIED
0.0854
It should also be noted that the 100-Year Storm Volume will be contained in the project site's permeable
paving areas, but for the purposes of this report, it is assumed that the permeable paver areas will fill up
and overflow on its way to the ultimate discharge point. With this in mind, the proposed volume contained
in the permeable paving areas are as follows:
Total Permeable Paver Area = 7,391 sq-ft x 1 foot deep x 40% prosity = 2,956.4 sq-ft = 0.0679 acre-ft
The required retention is also the differential in the Unit Hydrograph Volumes as follows:
Proposed UH Volume = 0.0854 acre-ft
Existing UH Volume = 0.0326 acre-ft
Difference = Proposed — Existing = 0.0854 acre-ft - 0.0326 acre-ft = 0.0528 acre-ft
Since the proposed permeable paver reservoirs provide a retention of 0.0679 acre-ft and that is greater
than the increase created by the proposed design, the project should not have to provide further retention
design.
6.0 FEMA DETERMINATION
To access the impacts to existing flood control impacts, FEMA flood mapping was consulted, and the site
is in Area X. This means that there is no FEMA flooding risk associated with the project site or its proposed
elements. In addition, the project site does not propose any housing elements or structures. An excerpt
from the localized FEMA Flood Insurance Study mapping is provided for reference in Attachment 5.
Revision 1: July 2, 2018
2017--195 Sanbom Avenue Parking Lot -2- Original: June 9, 2018
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland the
LOT 11 OF PARCEL MAP 23561-1 VEI
7.0 CONCLUSION
The proposed project site new permeable pavers, impervious paving, landscape and parking areas on an
existing vacant commercial lot. Although the project site increases the imperviousness of the site for the
proposed design, the proposed LID elements of permeable pavers will mitigate this increase. An overall
comparison is as follows:
10-YEAR DESIGN STORK! EVENT COMPARISON
DATA
EXISTING
PROPOSED
COMPARISON
STUDY NODE POINT
1.22
1.82
NIA
INTENSITY IN/HR
1.980 1
1.981
+ 0.001
TOTAL DISCHARGE cfs
2.3
3.3
+ 1.0
TIME OF CONCENTRATION MIN
13.73
5.97
- 7.76
AREA ACRES
1.32
1.32
NO CHANGE
UNIT HYDROGRAPH VOLUME ACRE -FT
NOT ANALYZED
100-YEAR DESIGN STORM EVENT COMPARISON
DATA
EXISTING
PROPOSED
COMPARISON
STUDY NODE POINT
1.22
1.82
NIA
INTENSITY INIHR
2.988
3.022
+ 0.034
TOTAL DISCHARGE cfs
3.6
5.0
+ 1.4
TIME OF CONCENTRATION-(MIN)-13.21
5.87
- 7.34
AREA ACRES
1.32
1.32
NO CHANGE
UNIT HYDROGRAPH VOLUME ACRE -FT
0.0326
0.0854
+ 0.0528
* THE PROPOSED PERMEABLE PAVER'S STORAGE RESERVOIRS PROVIDED A
COMBINED RETENTION VOLUME OF 0.0679 ACRE -FT SO THIS INCREASE IS
MITIGATED.
In addition, the following statements apply to the project site:
Drainage Pattern Alteration Statement.- The proposed project does not substantially alter the
existing drainage pattern of the site or area, including through the alteration of the course of a
stream or river, in a manner which would result in substantial erosion or siltation on- or off -site.
This project site will continue to discharge at the same general confluence point, the existing
channel along the north side of the property.
Flooding Statement: The project site is mapped by FEMA area as Zone X with no flooding on -
site.
Housing in a 100-Year Flood Hazard Statement. The project does not propose any housing.
Revision 1: July Z 2018
2017--195 Sanborn Avenue Parking Lot - 3 - Original: June 9, 2018
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fifil
1 PA17-1642 LD18-0519 LD18-1180 LD18-1182
r � � Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VE!
8.0 REFERENCES
The following references were utilized in the creation of this hydrology report:
Brater & King, Handbook of Hydraulics, 6th ed.
Design Handbook for Low Impact Development Best Management Practices, Riverside County
Flood Control & Water Conservation District, September 2011.
Hydrology Manual, Riverside County Flood Control & Water Conservation District, April 1978
9.0 DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge
over the design of the project as defined in Section 6703 of the Business and Professions code, and that
the design is consistent with current standards.
J I understand that the check of project drawings and specifications by the agency is confined to a review
only and does not relieve me, as engineer of work, of my responsibilities for project design.
Wilfredo Ventura
6RED0 S.D. VENTURA
No. 66532
Exp, 6--30-�-18
CIVIL
712118
Date
10. ❑ ATTACHMENTS
The following attachment sections are provided for reference:
10.1 ATTACHMENT 1: STANDARD EXCERPTS
This attachment contains excerpts from the standards. Please refer to the attached references.
10.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions calculations.
10.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
This attachment contains the proposed conditions calculations.
10.4 ATTACHMENT 4: EXHIBITS
This attachment contains the project's exhibits.
10.5 ATTACHMENT 5: FEMA DETERMINATION
This attachment contains the project site's FEMA determination.
Revision 1: July 2, 2018
2017-195 5anbom Avenue Parking Lot - 4 - Original: June 9, 2018
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT V11
PA17--1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IM
LOT 11 OF PARCEL MAP 23561-1 VEI
1
ATTACHMENT 1: STANDARD EXCERPTS
I
This attachment contains various excerpts from the Riverside County Flood Control & Water
Conservation District Hydrology Manual (April 1978 edition). Please see the attached excerpts from the
standards.
J
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PLATE D-4.1 (4 of 6)
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS
AREAS --AMC II
Cover Type (3)
Quality of
Cover (2)
A
Soil
B
Group
C D
NATURAL COVERS -
Barren
78
86
91
93
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
Poor
53
70
80
85
(Manzonita, ceanothus and scrub oak)
Fair
40
63
75
81
Good
31
57
71
78
Chaparrel, Narrowleaf
Poor
71
82
88
91
(Chamise and redshank)
Fair
55
72
81
86
Grass, Annual or Perennial.
Poor
67
78
86
89
Fair
50
69
79
84
Good
38
61
74
80
Meadows or Cienegas
Poor
63
77
85
88
(Areas with seasonally high water table,
Fair
51
70
80
84
principal vegetation is sod forming grass)
Good
30
58
72
78
Open Brush
Poor
62
76
84
88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46
66
77
83
Good
41
63
75
81
Woodland
Poor
45
66
77
83
(Coniferous or broadleaf trees predominate.
Fair
36
60
73
79
Canopy density is at least 50 percent)
Good
28
55
70
77
woodland, Grass
Poor
57
73
82
86
(Coniferous or broadleaf trees with canopy
Fair
44
65
77
82
density from 20 to 50 percent)
Good
33
58
72
79
UPRnu
Residential or Commercial Landscaping
Good
32
56
69
75
(Lawn, shrubs, etc.)
Turf
Poor
58
74
83
87
(Irrigated and mowed grass)
Fair
44
65
77
82
Good
33
58
72
79
AGRICULTURAL COVERS -
Fallow
(Land plowed but not tilled or seeded)
RCFC a WCD
r�YIDRO OGY 1\IJA NUAL
76 185 190 192
RUNOFF ENDER NUMBERS
FOR
PERVIOUS AREA
PLATE a- 5.5 0 of 23
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL --COVER COMPLEXES FOR PER ibm AREAS --AMC II
Cover Type (3)
Quality of Soil Group
Cover (2 )
A B. C D
AGRICULTURAL COVERS (cont.) --
Legumes, Close Seeded
Poor
66 77 85 89
(Alfalfa, sweetclover, timothy, etc.)
Good
58 72 81 85
Orchards, Deciduous
See Note 4
(Apples, apricots, pears, walnuts, etc,)
Orchards, Evergreen
poor
57 73 82 86
144
(Citrus, avocados, etc.)
Fair
65 77 82
Good
33 58 72 79
Pasture, Dryland
Poor
67 78 86 89
(Annual grasses)
Fair
50 69 79 84
Good
38 61 74 80
Pasture, Irrigated
Poor
58 74 83 87
(Legumes and perennial grass)
Fair
44 65 77 82
Good
33 58 72 79
Row Crops
Poor
72 81 88 91
(Field crops - tomatoes, sugar beets, etc.)
Good
67 78 85 89
Small Grain
Poor
65 76 84 88
(Wheat, oats, barley, etc.)
Good
63 75 83 87
Vineyard
See Note 4
Notes:
1. All runoff index (RI) numbers are for Antecedent Moisture
Condition
(AMC) II.
2. Quality of cover definitions:
Poor -Heavily grazed or regularly burned areas. Less than
50 per-
cent of the ground surface is protected
by plant cover
or brush
and tree canopy.
Fair -Moderate cover with 50 percent to 75 percent of the ground sur-
face protected.
Good -Heavy or dense cover with more than 75 percent of the ground
surface protected.
3. See Plate C-2 for a deta:&,14d description of cover types.
4. Use runoff index numbers based on ground cover
type. See
discussion
under "Cover Type Descriptions" on Plate C-2.
5, Reference Bibliography item 17.
R C F C 15 W C D RUNOFF
INDEX
NUMBERS
f-�Y-DRO OGY ]MANUAL
FOR
PERVIOUS
AREA
PLATE D-5.5 (2 of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range -Percent For Average
Conditions-Percent(2
Natural or Agriculture 0 - 10 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. (� Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 -- 55 50
Multiple Family Residential:
Condominiums 45 - 70 65
Apartments 65 -- 90 80
Mobile Home Park 60 -- 85 75
Commercial, Downtown 80 -100 90
Business or Industrial
Notes:
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use -ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing the percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
RCFC th WDD
HYDROLOGY NIA NUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE E-6.3
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT f1fli
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland (N(
LOT 11 OF PARCEL MAP 23561-1 VE1
ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions hydrology calculations. Please see the attached
calculations.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEE
EXISTING CONDITIONS 10-YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADDICIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 07/02/18 File:2017195exd110.out
-------------------------...---------------------------------------------
********* Hydrology Study Control Information
English (in -lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(lnIHr)
100 year storm 10 minute intensity = 3.480(1n/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(ln/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1054.200(Ft.)
Bottom (of initial area) elevation = 1053.500(Ft.)
Difference in elevation = 0.700(Ft.)
Slope = 0.00700 s(percent)= 0.70
TC = k(0.530)*[(IengthA3)1(elevation change)]"0.2
Initial area time of concentration = 9.021 min.
Rainfall intensity = 2.495(In/Hr) fora 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.828
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soll(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.587(CFS)
Total initial stream area = 0.284(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN!
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.449(CFS)
Depth of flow = 0.065(Ft.), Average velocity = 0.849(Ftls)
******* Irregular Channel Data
- ------ ----- - ----- ------ - ------ -- -------------- ----- - -- - ---------
Information entered for subchannel number 1 :
Point number X coordinate 'Y' coordinate
1 0.00 0.25
2 121.00 0.00
3 200.00 0.25
Manning's 'N' friction factor = 0.020
--------------------------------------------------------------
Sub-Channel flow = 1.449(CFS)
' flow top width = 52.257(Ft.)
' velocity= 0.849(Ftls)
' area = 1.707(Sq.Ft)
' Froude number = 0.828
Upstream point elevation = 1053.500(Ft.)
Downstream point elevation = 1050.500(Ft.)
Flow length = 240.000(Ft.)
Travel time = 4.71 min.
Time of concentration = 13.73 min.
Depth of flow = 0.065(Ft.)
Average velocity = 0.849(Ftls)
Total irregular channel flow = 1.449(CFS)
Irregular channel normal depth above invert elev. = 0.065(Ft.)
Average velocity of channel(s) = 0.849(Ftts)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.811
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 1.980(In1Hr) fora 10.0 year storm
Subarea runoff = 1.661(CFS) for 1.034(Ac.)
Total runoff = 2.247(CFS) Total area = 1.318(Ac.)
Depth of flow = 0.077(Ft.), Average velocity = 0.947(Ftls)
End of computations, total study area = 1.32 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT f,171
PA17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VE]
EXISTING CONDITIONS 100-YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADDICIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 07/02/18 File:2017195exd1100.out
********* Hydrology Study Control Information **********
English (in -lb) Units used in input data file
-----------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(1n/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(ln/Hr)
100 year storm 60 minute intensity = 1.300(in1Hr)
Storm event year = 10 0. 0
Calculated rainfall intensity data:
1 hour intensity = 1.300(in1Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1054.200(Ft.)
Bottom (of initial area) elevation = 1053.500(Ft.)
Difference in elevation = 0.700(Ft.)
Slope = 0.00700 s(percent)= 0.70
TC = k(0.530)*[(lengthA3)1(elevation change)]"0.2
Initial area time of concentration = 9.021 min.
Rainfall intensity = 3.686(ln/Hr) far a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.922(CFS)
Total initial stream area = 0.284(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT aftm
SANBORN AVENUE PARKING LOT i?ITI
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 2.320(CFS)
Depth of flow = 0.078(Ft.), Average velocity = 0.955(Ftls)
******* Irregular Channel Data
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 121.00 0.00
3 200.00 0.25
Manning's 'N' friction factor = 0.020
----------- ------------- ----------------------------------------
Sub-Channel flow = 2.320(CFS)
flow top width = 62.347(Ft.)
velocity= 0.955(Ftls)
' area = 2.429(Sq.Ft)
' Froude number = 0.852
Upstream point elevation = 1053.500(Ft.)
Downstream point elevation = 1050.500(Ft.)
Flow length = 240.000(Ft.)
Travel time = 4.19 min.
Time of concentration = 13.21 min.
Depth of flow = 0.078(Ft.)
Average velocity = 0.955(Ftls)
Total irregular channel flow = 2.320(CFS)
Irregular channel normal depth above invert elev. - 0.078(Ft.)
Average velocity of channel(s) = 0.955(Ftls)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity 2.988(In/Hr) fora 100.0 year storm
Subarea runoff = 2.709(CFS) for 1.034(Ac.)
Total runoff = 3.631(CFS) Total area = 1.318(Ac.)
Depth of flow = 0.092(Ft.), Average velocity = 1.068(Ftls)
End of computations, total study area = 1.32 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firfl
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering inland INC
LOT 11 OF PARCEL MAP 23561-1 VE j
EXISTING CONDITIONS 100-YEAR DESIGN STORM EVENT UNIT HYDROGRAPH
Unit Hydrograph Analysis
Copyright (c) CIVILCADDICIVILDESIGN, 1989 - 2014, Version 9.0
Study date 07/02/18 File: 2017195exd1 uh10024100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------------------------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
- ------ ------------ -- ------ - --- - - ---- - ---- -- ----- - -------------- - ----
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
-----------------------------------------------------.._--___---------
-------------------------------------------------------------------
Drainage Area = 1.32(Ac.) = 0.002 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 1.32(Ac.) = 0.002 Sq. Mi.
Length along longest watercourse = 340.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.064 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation = 3.70(Ft.)
Slope along watercourse = 57.4588 Ft./Mi.
Average Manning's'N' = 0.020
Lag time = 0.023 Hr.
Lag time = 1.36 Min.
25% of lag time = 0.34 Min.
40% of lag time = 0.54 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1 ] Rainfall(In)[2] Weighting[1 *2]
1.32 0.78 1.03
100 YEAR Area rainfall data:
Area(Ac.)[1 ] Rainfall(In)[2] Weighting[1 *2]
1.32 1.12 1.48
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.780(In)
Area Averaged 100-Year Rainfall = 1.120(ln)
Point rain (area averaged) = 1.120(ln)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.120(In)
200.00(Ft.)
0.038 Mi.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEl
Sub -Area Data:
Area(Ac.) Runoff Index Impervious %
1.318 86.00 0.000
Total Area Entered = 1.32(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-3 (InIHr) (Dec.%) (InIHr) (Dec.) (InIHr)
86.0 94.4 0.073 0.000 0.073 1.000 0.073
Sum (F) = 0.073
Area averaged mean soil loss (F) (InIHr) = 0.073
Minimum soil loss rate ((InIHr)) = 0.036
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
---------------------------------------------------------------------
Unit Hydrograph
VALLEY S-Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
------------------------------------- ---------------------------- -..--
1 0.083 368.726 62.801
0.834
2 0.167 737.452 33.611
0.446
3 0.250 1106.178 3.587
0.048
Sum = 100.000 Sum=
1.328
The following loss rate calculations reflect use of the minimum calculated loss
rate subtracted from the Storm Rain to produce the maximum Effective Rain value
Unit Time
Pattern Storm RE
(Hr.) Percent
(InIHr)
1
0.08
0.07
0.009
2
0.17
0.07
0.009 R
3
0.25
0.07
0.009
4
0.33
0.10
0.013
5
0.42
0.10
0.013
6
0.50
0.10
0.013
7
0.58
0.10
0.013
8
0.67
0.10
0.013
9
0.75
0.10
0.013
10
0.83
0.13
0.018
11
0.92
0.13
0.018
12
1.00
0.13
0.018
13
1.08
0.10
0.013
14
1.17
0.10
0.013
15
1.25
0.10
0.013
16
1.33
0.10
0.013
17
1.42
0.10
0.013
18
1.50
0.10
0.013
l
I 19
1.58
0.10
0.013
in Loss rate(In.IHr) Effective
Max I
Low (InIHr)
0.129)
0.008
0.001
0.129)
0.008
0.001
0.128)
0.008
0.001
0.128)
0.012
0.001
0.127)
0.012
0.001
0.127)
0.012
0.001
0.126)
0.012
0.001
0.126)
0.012
0.001
0.125)
0.012
0.001
( 0.125)
0.016
0.002
( 0.124)
0.016
0.002
( 0.124)
0.016
0.002
( 0.123)
0.012
0.001
( 0.123)
0.012
0.001
0.122)
0.012
0.001
0.122)
0.012
0.001
0.121)
0.012
0.001
0.121)
0.012
0.001
0.120)
0.012
0.001
HYDROLOGYREPORT
SANBORN AVENUE PARKING LOT fifil
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
20
1.67
0.1 ❑
0.013
( 0.120)
0.012
0.001
21
1.75
0.10
0.013
( 0.119)
0.012
❑.001
22
1.83
0.13
0.018
( 0.119)
0.016
0.002
23
1.92
0.13
0.018
( 0.118)
0.016
0.002
24
2.00
0.13
0.018
( 0.118)
0.016
0.002
25
2.08
0.13
0.018
( 0.117)
0.016
0.002
26
2.17
0.13
0.018
( 0.117)
0.016
0.002
27
2.25
0.13
0.018
( 0.116)
0.016
0.002
28
2.33
0.13
0.018
( 0.116)
0.016
0.002
29
2.42
0.13
0.018
( 0.115)
0.016
0.002
30
2.50
0.13
0.018
( 0.115)
0.016
0.002
31
2.58
0.17
0.022
( 0.115)
0.020
0.002
32
2.67
0.17
0.022
( 0.114)
0.020
0.002
33
2.75
0.17
0.022
( 0.114)
0.020
0.002
34
2.83
0.17
0.022
( 0.113)
0.020
0.002
35
2.92
0.17
0.022
( 0.113)
0.020
0.002
36
3.0❑
0.17
0.022
( 0.112)
0.020
0.002
37
3.08
0.17
0.022
( 0.112)
0.020
0.002
38
3.17
0.17
0.022
( 0.111)
0.020
0.002
39
3.25
0.17
0.022
( 0.111)
0.020
0.002
40
3.33
0.17
0.022
( 0.110)
0.020
0.002
41
3.42
0.17
0.022
( 0.110)
0.020
0.002
42
3.50
0.17
0.022
( 0.109)
0.020
0.002
43
3.58
0.17
0.022
( 0.109)
0.020
0.002
44
3.67
0.17
0.022
( 0.108)
0.020
0.002
45
3.75
0.17
0.022
( 0.108)
0.020
0.002
46
3.83
0.20
0.027
( 0.108)
0.024
0.003
47
3.92
0.20
0.027
( 0.107)
0.024
0.003
48
4.00
0.20
0.027
( 0.107)
0.024
0.003
49
4.08
0.20
0.027
( 0.106)
0.024
0.003
50
4.17
0.20
0.027
( 0.106)
0.024
0.003
51
4.25
0.20
0.027
( 0.105)
0.024
0.003
52
4.33
0.23
0.031
( 0.105)
0.028
0.003
53
4.42
0.23
0.031
( 0.104)
❑.028
0.003
54
4.50
0.23
0.031
( 0.104)
0.028
0.003
55
4.58
0.23
❑.031
( 0.104)
0.028
0.003
56
4.67
0.23
0.031
( 0.103)
0.028
0.003
57
4.75
0.23
0.031
( 0.103)
0.028
0.003
58
4.83
0.27
0.036
( 0.102)
0.032
0.004
59
4.92
0.27
0.036
( 0.102)
0.032
0.004
60
5.00
0.27
❑.036
( 0.101)
0.032
0.004
61
5.08
0.20
0.027
( 0.101)
0.024
0.003
62
5.17
0.20
0.027
( 0.100)
0.024
0.003
63
5.25
0.20
0.027
( 0.100)
0.024
0.003
64
5.33
❑.23
0.031
( 0.100)
0.028
0.003
65
5.42
0.23
0.031
( 0.099)
0.028
0.003
66
5.50
0.23
0.031
( 0.099)
0.028
0.003
67
5.58
0.27
0.036
( 0.098)
0.032
0.004
68
5.67
0.27
0.036
( 0.098)
0.032
0.004
69
5.75
0.27
0.036
( 0.097)
0.032
0.004
70
5.83
0.27
0.036
( 0.097)
0.032
0.004
71
5.92
❑.27
0.036
( 0.097)
0.032
0.004
72
6.00
0.27
0.036
( 0.096)
0.032
0.004
73
6.08
0.30
0.040
( 0.096)
0.036
0.004
74
6.17
0.30
0.040
( 0.095)
0.036
0.004
HYDROLOGY REPORT
5A NBORN AVENUE PARKING LOT fifil
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering inland l (
LOT 11 OF PARCEL MAP 23561-1 VE1
75
6.25
0.30
0.040
( 0.095)
0.036
0.004
76
6.33
0.30
0.040
( 0.094)
0.036
0.004
77
6.42
0.30
0.040
( 0.094)
0.036
0.004
78
6.50
0.30
0.040
( 0.094)
0.036
0.004
79
6.58
0.33
0.045
( 0.093)
0.040
0.004
80
6.67
0.33
0.045
( 0.093)
0.040
0.004
81
6.75
0.33
0.045
( 0.092)
0.040
0.004
82
6.83
0.33
0.045
( 0.092)
0.040
0.004
83
6.92
0.33
0.045
( 0.091)
0.040
0.004
84
7.00
0.33
0.045
( 0.091)
0.040
0.004
85
7.08
0.33
0.045
( 0.091)
0.040
0.004
86
7.17
0.33
0.045
( 0.090)
0.040
0.004
87
7.25
0.33
0.045
( 0.090)
0.040
0.004
88
7.33
0.37
0.049
( 0.089)
0.044
0.005
89
7.42
0.37
0.049
( 0.089)
0.044
0.005
90
7.50
0.37
0.049
( 0.089)
0.044
0.005
91
7.58
0.40
0.054
( 0.088)
0.048
0.005
92
7.67
0.40
0.054
( 0.088)
0.048
0.005
93
7.75
0.40
0.054
( 0.087)
0.048
0.005
94
7.83
0.43
0.058
( 0.087)
0.052
0.006
95
7.92
0.43
0.058
( 0.087)
0.052
0.006
96
8.00
0.43
0.058
( 0.086)
0.052
0.006
97
8.08
0.50
0.067
( 0.086)
0.060
0.007
98
8.17
0.50
0.067
( 0.085)
0.060
0.007
99
8.25
0.50
0.067
( 0.085)
0.060
0.007
100
8.33
0.50
0.067
( 0.085)
0.060
0.007
101
8.42
0.50
0.067
( 0.084)
0.060
0.007
102
8.50
0.50
0.067
(0.084)
0.060
0.007
103
8.58
0.53
0.072
( 0.083)
0.065
0.007
104
8.67
0.53
0.072
( 0.083)
0.065
0.007
105
8.75
0.53
0.072
( 0.083)
0.065
0.007
106
8.83
0.57
0.076
( 0.082)
0.069
0.008
107
8.92
0.57
0.076
( 0.082)
0.069
0.008
108
9.00 -
0.57
0.076
( 0.081)
0.069
0.008
109
9.08
0.63
0.085
( 0.081)
0.077
0.009
110
9.17
0.63
0.085
( 0.081)
0.077
0.009
111
9.25
0.63
0.085
( 0.080)
0.077
0.009
112
9.33
0.67
0.090
0.080
( 0.081)
0.010
113
9.42
0.67
0.090
0.080
( 0.081)
0.010
114
9.50
0.67
0.090
0.079
( 0.081)
0.010
115
9.58
0.70
0.094
0.079
( 0.085)
0.015
116
9.67
0.70
0.094
0.078
( 0.085)
0.016
117
9.75
0.70
0.094
0.078
( 0.085)
0.016
118
9.83
0.73
0.099
0.078
( 0.089)
0.021
119
9.92
0.73
0.099
0.077
( 0.089)
0.021
120
10.00
0.73
0.099
0.077
( 0.089)
0.022
121
10.08
0.50
0.067
( 0.077)
0.060
0.007
122
10.17
0.50
0.067
( 0.076)
0.060
0.007
123
10.25
0.50
0.067
( 0.076)
0.060
0.007
124
10.33
0.50
0.067
( 0.075)
0.060
0.007
125
10.42
0.50
0.067
( 0.075)
0.060
0.007
126
10.50
0.50
0.067
( 0.075)
0.060
0.007
127
10.58
0.67
0.090
0.074
( 0.081)
0.015
128
10.67
0.67
0.090
0.074
( 0.081)
0.016
129
10.75
0.67
0.090
0.074
( 0.081)
0.016
HYDROLOGY REPORT
SANSORN AVENUE PARKING LOT
fiffn
PA 17
1642,
LD18-0519, LD18-1160, LD18-1182
Ventura Engineering Inland IN[
LOT11 OF PARCEL MAP23561-1
VE1
130
10.83
0.67
0.090
0.073
( 0.081)
0.016
_ 131
10.92
0.67
0.090
0.073
( 0.081)
0.017
132
11.00
0.67
0.090
0.072
( 0.081)
0.017
133
11.08
0.63
0.085
0.072
( 0.077)
0.013
134
11.17
0.63
0.085
0.072
( 0.077)
0.013
135
11.25
0.63
0.085
0.071
( 0.077)
0.014
136
11.33
0.63
0.085
0.071
( 0.077)
0.014
137
11.42
0.63
0.085
0.071
( 0.077)
0.014
138
11.50
0.63
0.085
0.070
( 0.077)
0.015
139
11.58
0.57
0.076
( 0.070)
0.069
0.008
140
11.67
0.57
0.076
( 0.070)
0.069
0.008
141
11.75
0.57
0.076
( 0.069)
0.069
0.008
142
11.83
0.60
0.081
0.069
( 0.073)
0.012
143
11.92
0.60
0.081
0.069
( 0.073)
0.012
_ 144
12.00
0.60
0.081
0.068
( 0.073)
0.012
145
12.08
0.83
0.112
0.068
( 0.101)
0.044
146
12.17
0.83
0.112
0.068
( 0.101)
0.044
147
12.25
0.83
0.112
0.067
( 0.101)
0.045
148
12.33
0.87
0.116
0.067
( 0.105)
0.050
149
12.42
0.87
0.116
0.067
( 0.105)
0.050
150
12.50
0.87
0.116
0.066
( 0.105)
0.050
151
12.58
0.93
0.125
0.066
( 0.113)
0.060
152
12.67
0.93
0.125
0.066
( 0.113)
0.060
153
12.75
0.93
0.125
0.065
( 0.113)
0.060
154
12.83
0.97
0.130
0.065
( 0.117)
0.065
155
12.92
0.97
0.130
0.065
( 0.117)
0.065
156
13.00
0.97
0.130
0.064
( 0.117)
0.066
157
13.08
1.13
0.152
0.064
( 0.137)
0.088
158
13.17
1.13
0.152
0.064
( 0.137)
0.089
159
13.25
1.13
0.152
0.063
( 0.137)
0.089
160
13.33
1.13
0.152
0.063
( 0.137)
0.089
161
13.42
1.13
0.152
0.063
( 0.137)
0.090
162
13.50
1.13
0.152
0.062
( 0.137)
0.090
163
13.58
0.77
0.103
0.062
( 0.093)
0.041
164
13.67
0.77
0.103
0.062
( 0.093)
0.041
165
13.75
0.77
0.103
0.061
( 0.093)
0.042
166
13.83
0.77
0.103
0.061
( 0.093)
0.042
167
13.92
0.77
0.103
0.061
( 0.093)
0.042
168
14.00
0.77
0.103
0.060
( 0.093)
0.043
169
14.08
0.90
0.121
0.060
( 0.109)
0.061
170
14.17
0.90
0.121
0.060
( 0.109)
0.061
171
14.25
0.90
0.121
0.060
( 0.109)
0.061
172
14.33
0.87
0.116
0.059
( 0.105)
0.057
173
14.42
0.87
0.116
0.059
( 0.105)
0.058
174
14.50
0.87
0.116
0.059
( 0.105)
0.058
175
14.58
0.87
0.116
0.058
( 0.105)
0.058
176
14.67
0.87
0.116
0.058
( 0.105)
0.058
177
14.75
0.87
0.116
0.058
( 0.105)
0.059
178
14.83
0.83
0.112
0.057
( 0.101)
0.055
179
14.92
0.83
0.112
0.057
( 0.101)
0.055
180
15.00
0.83
0.112
0.057
( 0.101)
0.055
181
15.08
0.80
0.108
0.057
( 0.097)
0.051
182
15.17
0.80
0.108
0.056
( 0.097)
0.051
183
15.25
0.80
0.108
0.056
( 0.097)
0.052
184
15.33
0.77
0.103
0.056
( 0.093)
0.047
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEi
185
15.42
0.77
0.103
0.055
( 0.093)
❑.048
186
15.50
0.77
0.103
0.055
( 0.093)
0.048
187
15.58
0.63
0.085
0.055
( 0.077)
0.030
188
15.67
0.63
0.085
0.055
( 0.077)
0.031
189
15.75
0.63
0.085
0.054
( 0.077)
0.031
190
15.83
0.63
0.085
0.054
( 0.077)
0.031
191
15.92
0.63
0.085
0.054
( 0.077)
0.031
192
16.00
0.63
0.085
0.053
( 0.077)
0.032
193
16.08
0.13
0.018
( 0.053)
0.016
0.002
194
16.17
0.13
0.018
( 0.053)
0.016
0.002
195
16.25
0.13
0.018
( 0.053)
0.016
0.002
196
16.33
0.13
0.018
( 0.052)
0.016
0.002
197
16.42
0.13
0.018
( 0.052)
0.016
0.002
198
16.50
0.13
0.018
( 0.052)
0.016
0.002
199
16.58
0.10
0.013
( 0.052)
0.012
0.001
200
16.67
0.10
0.013
( 0.051)
0.012
0.001
201
16.75
0.10
0.013
( 0.051)
0.012
0.001
202
16.83
0.10
0.013
( 0.051)
0.012
0.001
203
16.92
0.10
0.013
( 0.051)
0.012
0.001
204
17.00
0.10
0.013
( 0.050)
0.012
0.001
205
17.08
0.17
0.022
( 0.050)
0.020
0.002
206
17.17
0.17
0.022
( 0.050)
0.020
0.002
207
17.25
0.17
0.022
( 0.050)
0.020
0.002
208
17.33
0.17
0.022
( 0.049)
0.020
0.002
209
17.42
0.17
0.022
( 0.049)
0.020
0.002
210
17.50
0.17
0.022
( 0.049)
0.020
0.002
211
17.58
0.17
0.022
( 0.049)
0.020
0.002
212
17.67
0.17
0.022
( 0.048)
0.020
0.002
213
17.75
0.17
0.022
( 0.048)
0.020
0.002
214
17.83
0.13
0.018
( 0.048)
0.016
❑.002
215
17.92
0.13
0.018
( 0.048)
0.016
0.002
216
18.00
0.13
0.018
( 0.047)
0.016
0.002
217
18.08
0.13
0.018
( 0.047)
0.016
0.002
218
18.17
0.13
0.018
( 0.047)
0.016
0.002
219
18.25
❑.13
0.018
( 0.047)
0.016
0.002
220
18.33
0.13
0.018
( 0.046)
0.016
0.002
221
18.42
0.13
0.018
( 0.046)
0.016
0.002
222
18.50
0.13
0.018
( 0.046)
0.016
0.002
223
18.58
0.10
0.013
( 0.046)
0.012
0.001
224
18.67
0.10
0.013
( 0.046)
0.012
0.001
225
18.75
0.10
0.013
( 0.045)
0.012
0.001
226
18.83
0.07
0.009
( 0.045)
0.008
0.001
227
18.92
0.07
0.009
( 0.045)
0.008
0.001
228
19.00
0.07
0.009
( 0.045)
0.008
0.001
229
19.08
0.10
0.013
( 0.044)
0.012
0.001
230
19.17
0.10
0.013
( 0.044)
0.012
0.001
231
19.25
0.10
0.013
( 0.044)
0.012
0.001
232
19.33
0.13
0.018
( 0.044)
0.016
0.002
233
19.42
0.13
0.018
(0.044)
0.016
0.002
234
19.50
0.13
0.018
( 0.043)
0.016
0.002
235
19.58
0.10
0.013
( 0.043)
0.012
0.001
236
19.67
0.10
0.013
( 0.043)
0.012
0.001
237
19.75
0.10
0.013
( 0.043)
0.012
0.001
238
19.83
0.07
❑.009
( 0.043)
0.008
0.001
239
19.92
0.07
0.009
( 0.042)
0.008
0.001
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland (Nf
LOT 11 OF PARCEL MAP 23561-1 VE[
240 20.00
0.07
0.009
( 0.042)
0.008
0.001
241 20.08
0.10
0.013
( 0.042)
0.012
0.001
242 20.17
0.10
0.013
( 0.042)
0.012
0.001
243 20.25
❑.10
0.013
( 0.042)
0.012
0.001
244 20.33
0.10
0.013
( 0.042)
0.012
0.001
245 20.42
0.10
0.013
( 0.041)
0.012
0.001
246 20.50
0.10
0.013
( 0.041)
0.012
0.001
247 20.58
0.10
0.013
( 0.041)
0.012
0.001
248 20.67
0.10
0.013
( 0.041)
0.012
0.001
249 20.75
❑.10
0.013
( 0.041)
0.012
0.001
250 20.83
0.07
0.009
( 0.041)
0.008
0.001
251 20.92
0.07
0.009
( 0.040)
0.008
0.001
252 21.00
0.07
0.009
( 0.040)
0.008
0.001
253 21.08
0.10
0.013
( 0.040)
0.012
0.001
254 21.17
0.10
0.013
( 0.040)
0.012
0.001
255 21.25
0.10
0.013
( 0.040)
0.012
0.001
256 21.33
0.07
0.009
( 0.040)
0.008
0.001
257 21.42
0.07
0.009
( 0.039)
0.008
0.001
258 21.50
0.07
0.009
( 0.039)
0.008
❑.001
259 21.58
0.10
0.013
( 0.039)
0.012
0.001
260 21.67
0.10
0.013
( 0.039)
0.012
0.001
261 21.75
0.10
0.013
( 0.039)
0.012
0.001
262 21.83
0.07
0.009
( 0.039)
0.008
0.001
263 21.92
0.07
0.009
( 0.039)
0.008
0.001
254 22.00
0.07
0.009
( 0.038)
0.008
0.001
265 22.08
0.10
0.013
( 0.038)
0.012
❑.001
266 22.17
0.10
0.013
( 0.038)
0.012
0.001
267 22.25
0.10
0.013
( 0.038)
0.012
0.001
268 22.33
0.07
0.009
( 0.038)
0.008
0.001
269 22.42
0.07
0.009
( 0.038)
0.008
0.001
270 22.50
0.07
0.009
( 0.038)
0.008
0.001
271 22.58
0.07
0.009
( 0.038)
0.008
0.001
272 22.67
0.07
0.009
( 0.038)
0.008
0.001
273 22.75
0.07
0.009
( 0.037)
❑.008
0.001
274 22.83
0.07
0.009
( 0.037)
0.008
0.001
275 22.92
0.07
0.009
( 0.037)
0.008
0.001
276 23.00
0.07
0.009
( 0.037)
0.008
0.001
277 23.08
0.07
0.009
( 0.037)
0.008
0.001
278 23.17
0.07
0.009
( 0.037)
0.008
0.001
279 23.25
❑.07
0.009
( 0.037)
0.008
0.001
280 23.33
0.07
0.009
( 0.037)
0.008
0.001
281 23.42
0.07
0.009
( 0.037)
0.008
0.001
282 23.50
0.07
0.009
( 0.037)
0.008
0.001
283 23.58
0.07
0.009
( 0.037)
0.008
0.001
284 23.67
0.07
0.009
( 0.037)
0.008
0.001
285 23.75
0.07
0.009
( 0.036)
0.008
0.001
286 23.83
0.07
0.009
( 0.036)
0.008
0.001
287 23.92
0.07
0.009
( 0.036)
0.008
0.001
288 24.00
0.07
0.009
( 0.036)
0.008
0.001
(Loss Rate Not Used)
Sum =
100.0
Sum = 3.6
Flood
volume = Effective rainfall
0.30(In)
times area
1.3(Ac.)1[(ln)1(Ft.)]
=
0.0(Ac.Ft)
Total soil loss = 0.82(ln)
Total soil loss = 0.090(Ac.Ft)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 VenWra Engincering Inland INC
LOT 11 OF PARCEL MAP 23561-1 VEI
Total rainfall = 1.12(ln)
Flood volume = 1418.4 Cubic Feet
Total soil loss = 3940.0 Cubic Feet
------------- --------------------- ---------------------------------
Peak flow rate of this hydrograph = 0.119(CFS)
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24-HOUR STORM
Runoff Hydrograph
--------------------------------------------------------------------
Hydrograph in 5 Minute intervals ((CFS)}
---------------------.-----------------------------------..----------
Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
0+ 5
0.0000
0.00
Q 1 I I !
0+10
0.0000
0.00
Q I ! I
0+15
0.0000
0.00
Q I I I I
0+20
0.0000
0.00
Q
0+25
0.0000
0.00
Q I I I 1
0+30
0.0001
0.00
Q I I I I
0+35
0.0001
0.00
Q ! ! I
0+40
0.0001
0.00
Q I I ! I
0+45
0.0001
0.00
Q 1 1
0+50
0.0001
0.00
Q I I
0+55
0.0001
0.00
Q I I !
1+ 0
0.0001
0.00
Q I I 1 f
1 + 5
0.0002
0.00
Q ! 1
1 +10
0.0002
0.00
Q 1 1 1
s 1 +15
0.0002
0.00
Q I I I I
1 +20
0.0002
0.00
Q I ! I I
1 +25
0.0002
0.00
Q I f !
1 +30
0.0002
0.00
Q I ! ! !
1 +35
0.0002
0.00
Q 1 1 1
1 +40
0.0002
0.00
Q I I ! 1
1 +45
0.0003
0.00
Q I ! !
1 +5❑
0.0003
0.00
Q I ! I I
1 +55
0.0003
0.00
Q
2+ 0
0.0003
0.00
Q I ! I
2+ 5
0.0003
0.00
Q I
2+10
0.0003
0.00
Q I I !
2+15
0.0004
0.00
Q I ! I I
2+20
0.0004
0.00
Q I I I
2+25
0.0004
0.00
Q 1 1 I
2+30
0.0004
0.00
Q I I I 1
2+35
0.0004
0.00
Q I ! I !
2+40
0.0004
0.00
Q I I I I
2+45
0.0005
0.00
Q j
2+50
0.0005
0.00
Q I I I I
2+55
0.0005
0.00
Q
3+ 0
0.0005
0.00
Q
3+ 5
0.0005
0.00
Q I 1 I !
3+10
0.0006
0.00
Q I I 1
3+15
0.0006
0.00
Q 1 I 1
3+20
0.0006
0.00
Q I I I
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT filyl
PA17-1642, LD18-0519, LD78-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 235814 VEI
3+25
0.0006
0.00
Q f 1 I I
3+30
0.0006
0.00
Q
3+35
0.0007
0.00
Q I I
3+40
0.0007
0.00
Q I I I
3+45
0.0007
0.00
Q I I I f
3+50
0.0007
0.00
Q I J I I
1 3+55
0.0008
0.00
Q I I I f
4+ 0
0.0008
0.00
Q I I I I
4+ 5
0.0008
0.00
Q I I I
4+10
0.0008
0.00
QV J I f I
4+15
0.0009
0.00
QV I J
4+20
0.0009
0.00
QV I I I J
4+25
0.0009
0.00
QV I I I J
4+30
0.0009
0.00
QV I I I I
4+35
0.0010
0.00
QV I I
4+40
0.0010
0.00
QV
4+45
0.0010
0.00
QV J f f I
4+50
0.0011
0.00
QV J I I f
4+55
0.0011
0.00
QV I J
5+ 0
0.0011
0.00
QV I I I I
5+ 5
0.0011
0.00
QV f f I I
5+10
0.0012
0.00
QV
5+15
0.0012
0.00
QV
5+20
0.0012
0.00
QV I I I I
5+25
0.0013
0.00
QV 1 f
5+30
0.0013
0.00
QV j
5+35
0.0013
0.00
QV I I I J
5+40
0.0013
0.00
QV
5+45
0.0014
0.00
QV I
5+50
0.0014
0.00
QV I I I f
5+55
0.0014
0.00
QV I f I I
6+ 0
0.0015
0.00
QV I I J J
6+ 5
0.0015
0.01
QV I I I
6+10
0.0015
0.01
QV J J J J
6+15
0.0016
0.01
QV I I I
6+20
0.0016
0.01
QV I I I f
6+25
0.0017
0.01
Q V
6+30
0.0017
0.01
Q V J I f I
6+35
0.0017
0.01
Q V j
6+40
0.0018
0.01
Q V
6+45
0.0018
0.01
Q V I I I I
6+50
0.0019
0.01
Q V
6+55
0.0019
0.01
Q V I I I f
7+ 0
0.0019
0.01
Q V I 1
7+ 5
0.0020
0.01
Q V
7+10
0.0020
0.01
Q V I I I 1
7+15
0.0021
0.01
Q V
7+20
0.0021
0.01
Q V f I 1
7+25
0.0022
0.01
Q V I I I I
7+30
0.0022
0.01
Q V I f I
7+35
0.0022
0.01
Q V I I f
7+40
0.0023
0.01
Q V J
7+45
0.0023
0.01
Q V I J I I
7+50
0.0024
0.01
Q V J J J f
7+55
0.0024
0.01
Q V I I I I
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA 17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OIL PARCEL MAP 23561-1 VEI
8+ 0
0.0025
0.01
Q V 1
8+ 5
0.0026
0.01
Q V I I I
8+10
0.0026
0.01
Q V 1 1
8+15
0.0027
0.01
Q V ! I !
8+20
0.0027
0.01
Q V I ! I I
8+25
0.0028
0.01
Q V I I [
8+30
-0.0029
0.01
Q V I f I !
8+35
0.0029
0.01
Q V l I 1 I
8+40
0.0030
0.01
Q V ! 1 I f
8+45
0.0031
0.01
Q V
8+50
0.0031
0.01
Q V I I I 1
8+55
0.0032
0.01
Q V I I I 1
9+ 0
0.0033
0.01
Q V
9+ 5
0.0033
0.01
Q V 1 1 I 1
9+10
0.0034
0.01
Q V
9+15
0.0035
0.01
Q V
9+20
0.0036
0.01
Q V 1
9+25
0.0037
0.01
Q V J I I 1
9+30
0.0038
0.01
Q V ! I f 1
9+35
0.0039
0.02
Q V I [ I
9+40
0.0040
0.02
Q V I I I
9+45
0.0042
0.02
Q V f I I I
9+50
0.0044
0.03
Q V I J 1 [
9+55
0.0045
0.03
Q V I 1 1
10+ 0
0.0047
0.03
Q V
10+ 5
0.0049
0.02
Q V J [ f I
10+10
0.0049
0.01
Q V I I J
10+15
0.0050
0.01
Q V
10+20
0.0050
0.01
Q V 1 I I
10+25
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0.01
Q V I I I
10+30
0.0052
0.01
Q V I 1 [ I
10+35
0.0053
0.02
Q V I !
10+40
0.0054
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Q V l
10+45
0.0056
0.02
Q V I ! I
10+50
0.0057
0.02
Q V 1 f
10+55
0.0059
0.02
Q V
11 + 0
0.0060
0.02
Q V f I 1 [
11 + 5
0.0062
0.02
Q V I I [
11 +10
0.0063
0.02
Q V
11 +15
0.0064
0.02
Q V
11 +20
0.0065
0.02
Q VI I 1 1
11 +25
0.0067
0.02
Q VI I 1 1
11 +30
0.0068
0.02
Q VI I 1 1
11 +35
0.0069
0.01
Q VI I 1 1
11 +40
0.0070
0.01
Q VI 1 1 !
11 +45
0.0070
0.01
Q VI I 1 1
11 +50
0.0071
0.01
Q VI I 1 1
11 +55
0.0072
0.02
Q VI I 1 1
12+ 0
0.0073
0.02
Q VI I 1 1
12+ 5
0.0076
0.04
Q V1 I 1 1
12+10
0.0080
0.06
Q VI I 1 1
12+15
0.0084
0.06
Q V I I
12+20
0.0089
0.06
Q V I I 1
12+25
0.0093
0.07
Q IV I 1 1
12+30
0.0098
0.07
Q IV I I I
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
will
PA17-164Z LD18-0519, LD18-1180, LD18-1182
Ventura Engineering inland (N(
LOT 11 OF PARCEL MAP 23511-1
VEl
12+35
0.0103
0.07 Q
IV 1 I
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12+40
0.0101
0.08 Q
I V I I
1
12+45
0.0114
0.08 Q
I V I I
1
12+50
0.0120
0.08 Q
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12+55
0.0126
0.09 Q
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1
13+ 0
0.0132
0.09 Q I
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0.11 Q I
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0.0147
0.12 Q
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13+15
0.0155
0.12 Q
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13+20
0.0163
0.12 Q
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13+25
0.0171
0.12 Q
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1
13+30
0.0180
0.12 Q
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1
13+35
0.0185
0.08 Q
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0.0189
0.06 Q
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13+45
0.0193
0.06 Q
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13+50
0.0197
0.06 Q
I 1 V I
I
13+55
0.0201
0.06 Q
I 1 V I
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14+ 0
0.0204
0.06 Q I
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1
14+ 5
0.0209
0.07 Q I
I V I
I
14+10
0.0215
0.08 Q
I I V I
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14+15
0.0220
0.08 Q
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1 14+20
0.0226
0.08 Q
I I V I
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14+25
0.0231
0.08 Q
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14+30
0.0236
0.08 Q
I 1 VI
1
14+35
0.0242
0.08 Q
I I VI
I
14+40
0.0247
0.08 Q
I I V
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14+45
0.0252
0.08 Q
I I IV
1
14+50
0.0258
0.07 Q
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I
14+55
0.0263
0.07 Q
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1
15+ 0
0.0268
0.07 Q I
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15+ 5
0.0272
0.07 Q 1
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15+10
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0.07 Q
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0.07 Q
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0.0286
0.06 Q
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0.0291
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0.06 Q
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0.0298
0.05 Q
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0.0301
0.04 Q
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- 15+45
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0.04 Q
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15+50
0.0307
0.04 Q
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15+55
0.0310
0.04 Q
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0.04 Q I
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0.0314
0.02 Q I
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16+10
0.0314
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16+15
0.0314
0.00 Q
1 I I
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16+20
0.0314
0.00 Q
1 I I
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16+25
0.0315
0.00 Q
I I I
V 1
16+30
0.0315
0.00 Q
I I I
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16+35
0.0315
0.00 Q
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16+40
0.0315
0.00 Q
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16+45
0.0315
0.00 Q
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0.00 Q I
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HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD18-1182
-1 LOT 11 OF PARCEL MAP 23561-1
17+10
0.0315
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0.0316
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0.0316
0.00
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0.0315
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Q I [ [
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17+30
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0.00
Q I I I
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0.0317
0.00
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17+40
0.0317
0.00
Q I I I
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17+45
0.0317
0.00
Q I f I
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17+50
0.0317
0.00
Q 1 I I
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17+55
0.0318
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18+ 0
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0.00
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18+ 5
0.0318
0.00
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18+10.
0.0318
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18+15
0.0318
0.00
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0.0318
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18+25
0.0319
0.00
Q [ I I
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18+30
0.0319
0.00
.Q I 1 I
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18+35
0.031,9
0.00
Q I I I
VI
18+40
0.0319
0.00
Q [ I I
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18+45
0.0319
0.00
Q I I I
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18+50
0.0319
0.00
Q I I I
VI
18+55
0.0319
0.00
Q I I I
V[
19+ 0
0.0319
0.00
Q I I I
VI
19+ 5
0.0320
0.00
Q I I I
VI
19+10
0.0320
0.00
Q I I I
VI
19+15
0.0320
0.00
Q I I I
VI
19+20
0.0320
0.00
Q I I
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19+25
0.0320
0.00
Q I I I
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19+30
0.0320
0.00
Q I I I
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19+35
0.0320
0.00
Q I I I
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19+40
0.0321
0.00
Q I I I
VI
19+45
0.0321
0.00
Q [ I [
A
19+50
0.0321
0.00
Q I I I
VI
19+55
0.0321
0.00
Q I I I
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20+ 0
0.0321
0.00
Q I I I
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20+ 5
0.0321
0.00
Q I I I
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20+10
0.0321
0.00
Q I I I
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20+15
0.0321
0.00
Q I I I
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20+20
0.0321
0.00
Q I I I
VI
20+25
0.0322
0.00
Q I I I
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20+30
0.0322
0.00
Q I I I
VI
20+35
0.0322
0.00
Q I I I
VI
20+40
0.0322
0.00
Q I I I
VI
20+45
0.0322
0.00
Q I I I
VI
20+50
0.0322
0.00
Q f I I
VI
20+55
0.0322
0.00
Q I I I
VI
21 + 0
0.0322
0.00
Q I I I
VI
21 + 5
0.0322
0.00
Q I I I
VI
21 +10
0.0323
0.00
Q I I I
Ul
21 +15
0.0323
0.00
Q I I I
VI
21 +20
0.0323
0.00
Q I I I
VI
21 +25
0.0323
0.00
Q I I I
Vf
21 +30
0.0323
0.00
Q I I I
VI
21 +35
0.0323
0.00
Q I I I
VI
21 +40
0.0323
0.00
Q I I I
VI
filli
Ventura Engineering Inland IN(
VEI
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD78-1182
LOT 11 OF PARCEL MAP 23561-1
f1fil
Ventura Engineering Inland IN[
VEI
21 +45 0.0323 0.00
Q I I I
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21 +50 0.0323 0.00
Q I I I
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21 +55 0.0323 0.00
Q I I I
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22+ 0 0.0324 0.00
Q I I I
VI
22+ 5 0.0324 0.00
Q I I I
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22+10 0.0324 0.00
Q I I I
VI
22+15 0.0324 0.00
Q J I I
VI
22+20 0.0324 0.00
Q I I I
VI
22+25 0.0324 0.00
Q I I I
VI
22+30 0.0324 0.00
Q I I I
VI
22+35 0.0324 0.00
Q I I I
VI
22+40 0.0324 0.00
Q I I I
VI
22+45 0.0324 0.00
Q I I I
VI
22+50 0.0324 0.00
Q I I I
v1
22+55 0.0325 0.00
Q I I 1
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23+ 0 0.0325 0.00
Q I I I
VI
23+ 5 0.0325 0.00
Q I I I
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23+10 0.0325 0.00
Q I I I
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23+15 0.0325 0.00
Q I I I
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23+20 0.0325 0.00
Q I I I
VI
23+25 0.0325 0.00
Q I I I
VI
23+30 0.0325 0.00
Q I I I
VI
23+35 0.0325 0.00
Q I I I
VI
23+40 0.0325 0.00
Q I I I
VI
23+45 0.0325 0.00
Q I l I
VI
23+50 0.0325 0.00
Q I I I
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23+55 0.0326 0.00
Q I I I
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24+ 0 0.0326 0.00
Q I I I
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24+ 5 0.0326 0.00
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24+10 0.0326 0.00
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HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-9519, LD18-1184, LD18-1182 Ventura Engineering Inland IM
LOT 11 OF PARCEL MAP 23561-1 VEI
ATTACHMENT 3: PROPOSED CONDITIONS CAL CULA TIONS
This attachment contains the proposed conditions hydrology calculations. Please see the attached
calculations.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT q111
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland 1N(
LOT 11 OF PARCEL MAP 23561-1 VE1
PROPOSED CONDITIONS 10-YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 07/02/18 File:2017195prd110.out
------------------------- ---------------------------------- -.,..----------
********* Hydrology Study Control Information
English (in -lb) Units used in input data file
-----------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc, Rnch Callorc❑ ] area used.
10 year storm 10 minute intensity = 2.360(1n/Hr)
10 year storm 60 minute intensity = 0.880(ln/Hr)
100 year storm 10 minute intensity = 3.480(ln/Hr)
100 year storm 60 minute intensity = 1.300(ln/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1053.000(Ft.)
Bottom (of initial area) elevation = 1052.000(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.940)*[(lengthA3)/(elevation change)]"0.2
Initial area time of concentration = 14.898 min.
Rainfall intensity = 1.893(In/Hr) far a 10.0 year storm
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.721
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.031(CFS)
Total initial stream area = 0.023(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA 17-1642, LD18-0519, LD18-1180, LD78-1182 Ventura Engineering Inland IN[ 1
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.070(CFS)
❑epth of flow = 0.021(Ft.), Average velocity = 0.549(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannei number 1 :
Point number
W coordinate 'Y' coordinate
1
0.00
0.50
2
0.00
0.00
3
6.00
0.00
4
6.00
0.50
Manning's 'N' friction factor =
--- --------- - - - - ----- -------------------
0.020
---- --- ---- -- ------------
Sub-Channel flow = 0.070(CFS)
' flow top width = 6.000(Ft.)
' velocity= 0.549(Ftls)
' area = 0.128(Sq.Ft)
' Froude number = 0.662
Upstream point elevation = 1052.000(Ft.)
Downstream point elevation = 1050.000(Ft.)
Flow length = 215.000(Ft.)
Travel time = 6.53 min.
Time of concentration = 21.43 min.
Depth of flow = 0.021(Ft.)
Average velocity = 0.549(Ftls)
Total irregular channel flow = 0.070(CFS)
Irregular channel normal depth above invert elev. = 0.021(Ft.)
Average velocity of channel(s) = 0.549(Ftls)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.691
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Ri index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 1.550(ln1Hr) fora 10.0 year storm
Subarea runoff = 0.061(CFS) for 0.057(Ac.)
Total runoff = 0.093(CFS) Total area = 0.080(Ac.)
Depth of flow = 0.025(Ft.), Average velocity = 0.612(Ftls)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT rrfl
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.093(CFS)
Time of concentration = 21.43 min.
Rainfall intensity = 1.550(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.410
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1055.800(Ft.)
Bottom (of initial area) elevation = 1053.700(Ft.)
Difference in elevation = 2.100(Ft.)
Slope = 0.02100 s(percent)= 2.10
TC = k(0.300)*[(lengthA3)/(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(in/Hr) far a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.918(CFS)
Total initial stream area = 0.300(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.420
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.394(CFS)
Depth of flow = 0.138(Ft.), Average velocity = 3.365(Ftts)
******* Irregular Channel Data
Information entered for subchannel number 1 :
Point number
'X' coordinate
'Y' coordinate
1
0.00
0.50
2
0.00
0.00
3
3.00
0.00
4
3.00
0.50
Manning's W friction factor =
0.020
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17 164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engincerrng Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
Sub -Channel flow = 1.394(CFS)
' flow top width = 3.000(Ft.)
' velocity= 3.365(Ftls)
' area = 0.414(Sq.Ft)
' Froude number = 1.596
Upstream point elevation = 1053.700(Ft.)
Downstream point elevation = 1051.600(Ft.)
Flow length = 65.000(Ft.)
Travel time = 0.32 min.
Time of concentration = 5.32 min.
Depth of flow = 0.138(Ft.)
Average velocity = 3.365(Ftls)
Total irregular channel flow = 1.394(CFS)
Irregular channel normal depth above invert elev. = 0.138(Ft.)
Average velocity of channel(s) = 3.365(FVs)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 3.335(lnIHr) for a 10.0 year storm
Subarea runoff = 0.919(CFS) for 0.311(Ac.)
Total runoff = 1.837(CFS) Total area = 0.611(Ac.)
Depth of flow = 0.164(Ft.), Average velocity = 3.734(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.420 to Point/Station 1.630
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1049.500(Ft.)
Downstream point/station elevation = 1047.300(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.837(CFS)
Given pipe size = 12.00(ln.)
Calculated individual pipe flow = 1.837(CFS)
Normal flow depth in pipe = 5.62(ln.)
Flow top width inside pipe = 11.98(ln.)
Critical Depth = 6.93(In.)
Pipe flow velocity = 5.09(Ftls)
Travel time through pipe = 0.54 min.
Time of concentration (TC) = 5.86 min.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT C111
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engincering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.630
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.611(Ac.)
Runoff from this stream = 1.837(CFS)
Time of concentration = 5.86 min.
Rainfall intensity = 3.163(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.610
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 60.000(Ft.)
Top (of initial area) elevation = 1056.200(Ft.)
Bottom (of initial area) elevation = 1054.800(Ft.)
Difference in elevation = 1.400(Ft.)
Slope = 0.02333 s(percent)= 2.33
TC = k(0.300)*[(lengthA3)1(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(ln/Hr) fora 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
❑ecimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
❑ecimal fraction soil group D = 0.000
Rf index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.119(CFS)
Total initial stream area = ❑.039(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.610 to Point/Station 1.620
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.760(CFS)
Depth of flow = 0.100(Ft.), Average velocity = 2.529(Ftts)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number W coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 3.00 0.00
4 3.00 0.50
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 0.760(CFS)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VE[
' flow top width = 3.000(Ft.)
' velocity= 2.529(Ftls)
' area = 0.300(Sq.Ft)
' Froude number = 1.408
Upstream point elevation = 1054.800(Ft.)
Downstream point elevation = 1051.000(Ft.)
Flow length = 140.000(Ft.)
Travel time = 0.92 min.
Time of concentration = 5.92 min.
Depth of flaw = 0.100(Ft.)
Average velocity = 2.529(Ftls)
Total irregular channel flow = 0.760(CFS)
Irregular channel normal depth above invert elev. = 0.100(Ft.)
Average velocity of channel(s) = 2.529(Ftls)
Adding area flow to channel
COMMERCIAL subarea type
Runoff: Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 3.145(InlHr) fora 10.0 year storm
Subarea runoff = 1.220(CFS) for 0.438(Ac.)
Total runoff = 1.339(CFS) Total area = 0.477(Ac.)
Depth of flaw = 0.142(Ft.), Average velocity = 3.139(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.620 to Point/Station 1.630
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1048.000(Ft.)
Downstream point/station elevation = 1047.300(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.339(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.339(CFS)
Normal flow depth in pipe = 4.22(ln.)
Flow top width inside pipe = 11.46(ln.)
Critical Depth = 5.87(In.)
Pipe flow velocity = 5.42(Ftls)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 6.03 min.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firli
PA17--1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering inland IM
LOT 11 OF PARCEL MAP 23561-1 VE1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.630
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.477(Ac.)
Runoff from this stream = 1.339(CFS)
Time of concentration = 6.03 min.
Rainfall intensity = 3.114(ln1Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (InlHr)
1 1.837 5.86 3.163
2 1.339 6.03 3.114
Largest stream flow has longer or shorter time of concentration
Qp = 1.837 + sum of
Qa TblTa
1.339 * 0.972 = 1.302
Qp = 3.139
Total of 2 streams to confluence:
Flow rates before confluence point:
1.837 1.339
Area of streams before confluence:
0.611 0.477
Results of confluence:
Total flow rate = 3.139(CFS)
Time of concentration = 5.862 min.
Effective stream area after confluence = 1.088(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.630 to Point/Station 1.820
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1047.300(Ft.)
Downstream pointlstation elevation = 1044.500(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.139(CFS)
Given pipe size = 18.00(in.)
Calculated individual pipe flow = 3.139(CFS)
Normal flow depth in pipe = 4.52(ln.)
Flow top width inside pipe = 15.62(In.)
Critical Depth = 8.10(In.)
Pipe flow velocity = 9.02(Ftls)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 5.97 min.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT Ir l
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Enginccnng Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.088(Ac.)
Runoff from this stream = 3.139(CFS)
Time of concentration = 5.97 min.
Rainfall intensity = 3.130(In/Hr)
Program is now starting with Main Stream No.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.810
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 35.000(Ft.)
Top (of initial area) elevation = 1052.000(Ft.)
Bottom (of initial area) elevation = 1051.600(Ft.)
Difference in elevation = 0.400(Ft.)
Slope = 0.01143 s(percent)= 1.14
TC = k(0.940)*[(lengthA3)/(elevation change)j"0.2
Initial area time of concentration = 9.531 min.
Rainfall intensity = 2.421(In/Hr) for a 10.0 year storm
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.754
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 74.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.047(CFS)
Total initial stream area = 0.026(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.810 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.161(CFS)
Depth of flow = 0.025(Ft.), Average velocity = 0.637(Ftls)
******* Irregular Channel Data
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 10.00 0.00
4 10.00 0.50
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 0.161(CFS)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fril
PA17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
' flow top width = 10.000(Ft.)
' velocity= 0.637(Ftls)
' area = 0.252(Sq.Ft)
' Froude number = 0.707
Upstream point elevation = 1051.600(Ft.)
Downstream point elevation = 1050.000(Ft.)
Flow length = 160.000(Ft.)
Travel time = 4.19 min.
Time of concentration = 13.72 min.
Depth of flow = 0.025(Ft.)
Average velocity = 0.637(Ftts)
Total irregular channel flow = 0.161(CFS)
Irregular channel normal depth above invert elev. = 0.025(Ft.)
Average velocity of channel(s) = 0.637(FVs)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.728
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soii(AMC 2) = 74.00
Pervious area fraction = 1.000; impervious fraction = 0.000
Rainfall intensity = 1.981(InIHr) far a 10.0 year storm
Subarea runoff = 0.179(CFS) for 0.124(Ac.)
Total runoff = 0.226(CFS) Total area = 0.150(Ac.)
Depth of flow = 0.031(Ft.), Average velocity = 0.730(Ftts)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.150(Ac.)
Runoff from this stream = 0.226(CFS)
Time of concentration = 13.72 min.
Rainfall intensity = 1.981(ln/Hr)
Summary of stream data:
Stream Flow rate TIC Rainfall Intensity
No. (CFS) (min) (InIHr)
1
0.093 21.43
1.550
2
3.139 5.97
3.130
3
0.226 13.72
1.981
Largest
stream flow has longer
or shorter time of concentration
Qp =
3.139 + sum of
Qa TbITa
0.093 * 0.279 =
0.026
Qa Tb/Ta
0.226 * 0.435 =
0.099
Qp
3.264
HYDROLOGY REPORT
SANBORN AVENUE PARKING LO T fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Wand IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
Total of 3 main streams to confluence:
Flow rates before confluence point:
0.093 3.139 0.226
Area of streams before confluence:
0.080 1.088 0.150
Results of confluence:
Total flow rate = 3.264(CFS)
Time of concentration = 5.973 min.
Effective stream area after confluence 1.318(Ac.)
End of computations, total study area = 1.32 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.257
Area averaged Rl index number = 69.9
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firli
PA 17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT11 OF PARCEL MAP23561-1 VEI
PROPOSED CONDITIONS I00-YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADDJCIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 07/02/18 File:2017195prd1100.out
------------------------------------------------------------------------
********* Hydrology Study Control Information
English (in -lb) Units used in input data file
-------------------------------------........__-----------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity -duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch Callorco ] area used.
10 year storm 10 minute intensity = 2.360(in/Hr)
10 year storm 60 minute intensity = 0.880(in1Hr)
100 year storm 10 minute intensity = 3.480(InIHr)
100 year storm 60 minute intensity = 1.300(lnIHr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In1Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1 A 10 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1053.000(Ft.)
Bottom (of initial area) elevation = 1052.000(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.940)*[(lengthA3)J(elevation change)]"0.2
Initial area time of concentration = 14.898 min.
Rainfall intensity = 2.797(ln/Hr) for a 100.0 year storm
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.842
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group ❑ = 0.000
RI index for soil(AMC 3) = 87.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.054(CFS)
Total initial stream area = 0.023(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.121(CFS)
Depth of flow = 0.030(Ft.), Average velocity = 0.682(Ftls)
******* Irregular Channel Data ***********
------------------------------------------------------------- --
Information entered for subchannel number 1 :
Point number X coordinate 'Y' coordinate
1 0.00 0.50
2 0.00 0.00
3 6.00 0.00
4 6.00 0.50
Manning's 'N' friction factor = 0.020
--------------------------------------------------------------
Sub-Channel flow = 0.121(CFS)
' flow top width = 6.000(Ft.)
' velocity= 0.682(Ftls)
' area = 0.178(Sq.Ft)
' Froude number = 0.698
Upstream point elevation = 1052.000(Ft.)
Downstream point elevation = 1050.000(Ft.)
Flow length = 215.000(Ft.)
Travel time = 5.25 min.
Time of concentration = 20.15 min.
Depth of flow = 0.030(Ft.)
Average velocity = 0.682(Ftls)
Total irregular channel flow = 0.121(CFS)
Irregular channel normal depth above invert elev. = 0.030(Ft.)
Average velocity of channel(s) = 0.682(Ftls)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.832
❑ecimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
❑ecimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 87.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 2.369(InlHr) fora 100.0 year storm
Subarea runoff = 0.112(CFS) for ❑.057(Ac.)
Total runoff = 0.167(CFS) Total area = 0.080(Ac.)
Depth of flow = 0.036(Ft.), Average velocity = 0.774(Ftls)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT filyl
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VE1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.820
**** CONFLUENCE ❑ F MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.167(CFS)
Time of concentration = 20.15 min.
Rainfall intensity = 2.369(ln/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.410
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1055.800(Ft.)
Bottom (of initial area) elevation = 1053.700(Ft.)
Difference in elevation = 2.100(Ft.)
Slope = 0.02100 s(percent)= 2.10
TC = k(0.300)*((lengthA3)!(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.370(CFS)
Total initial stream area = 0.300(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.420
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 2.081(CFS)
Depth of flow = 0.177(Ft.), Average velocity = 3.912(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannei number 1 :
Point number X coordinate 'Y' coordinate
1 0.00
0.50
2 0.00
0.00
3 3.00
0.00
4 3.00
0.50
Manning's 'N' friction factor =
0.020
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT flin
PA17--1642, LD18-0519, LD18-1180, LD78-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
------------
Sub-Channel flow = 2.081(CFS)
' flow top width = 3.000(Ft.)
' velocity= 3.912(Ftls)
' area = 0.532(Sq. Ft)
' Froude number = 1.637
Upstream point elevation = 1053.700(Ft.)
Downstream point elevation = 1051.600(Ft.)
Flow length = 55.000(Ft.)
Travel time = 0.28 min.
Time of concentration = 5.28 min.
Depth of flow = 0.177(Ft.)
Average velocity = 3.912(FVs)
Total irregular channel flow = 2.081(CFS)
Irregular channel normal depth above invert elev. = 0.177(Ft.)
Average velocity of channel(s) = 3.912(FVs)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 4.950(In/Hr) for a 100.0 year storm
Subarea runoff = 1.379{CFS} for 0.311(Ac.)
Total runoff = 2.749(CFS) Total area = 0.611(Ac.)
Depth of flow = 0.211(Ft.), Average velocity = 4.339(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.420 to Point/Station 1.630
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pointlstation elevation = 1049.500(Ft.)
Downstream point/station elevation = 1047.300(Ft.)
Pipe length = 165.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2,749(CFS)
Given pipe size = 12.00(ln.)
Calculated individual pipe flow = 2.749{CFS}
Normal flow depth in pipe = 7.17(ln.)
Flow top width inside pipe = 11.77(In.)
Critical Depth = 8.53(ln.)
Pipe flow velocity = 5.61(Ftls)
Travel time through pipe = 0.49 min.
Time of concentration (TC) = 5.77 min.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firil
PA 17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Ireland IN(
LOT 11 OF PARCEL MAP 23561-1 ` EI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 1.310 to Point/Station 1.630
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.611(Ac.)
Runoff from this stream = 2.749(CFS)
Time of concentration = 5.77 min.
Rainfall intensity = 4.714(InIHr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.610
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 60.000(Ft.)
Top (of initial area) elevation = 1055.200(Ft.)
Bottom (of initial area) elevation = 1054.800(Ft.)
Difference in elevation = 1.400(Ft.)
Slope = 0.02333 s(percent)= 2.33
TC = k(0.300)*j(lengthA3)/(elevation change)]"0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(inlHr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction sail group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.178(CFS)
Total initial stream area = 0.039(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.610 to Point/Station 1.620
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.140(CFS)
Depth of flaw = 0.129(Ft.), Average velocity = 2.953(FVs)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number
'X' coordinate
'Y' coordinate
1
0.00
0.50
2
0.00
0.00
3
3.00
0.00
4
3.00
0.50
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 1.140(CFS)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17--1642, LD18-0519, LD18-1180, LD18-1182
LOT 11 OF PARCEL MAP 23561-1
' flow top width = 3.000(Ft.)
' velocity 2.953(Ftls)
' ' area = 0.386(Sq.Ft)
' ' Froude number = 1.451
Upstream point elevation = 1054.800(Ft.)
Downstream point elevation = 1051.000(Ft.)
Flow length = 140.000(Ft.)
Travel time = 0.79 min.
Time of concentration = 5.79 min.
Depth of flow = 0.129(Ft.)
Average velocity = 2.953(Ft/s)
Total irregular channel flow = 1.140(CFS)
Irregular channel normal depth above invert elev. = 0.129(Ft.)
Average velocity of channel(s) = 2.953(Ftts)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.896
Decimal fraction soil group A = 0.000
Decimal fraction soil group S = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction -soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 4.704(In/Hr) for a 100.0 year storm
Subarea runoff = 1.845(CFS) for 0.438(Ac.)
Total runoff = 2.023(CFS) Total area = 0.477(Ac.)
Depth of flow = 0.184(Ft.), Average velocity = 3.666(FVs)
fill
Ventura Engineering Intand IM
VE[
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.620 to Point/Station 1.630
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1048.000(Ft.)
Downstream point/station elevation = 1047.300(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.023(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.023(CFS)
Normal flow depth in pipe = 5.29(ln.)
Flow top width inside pipe = 11.92(ln.)
Critical Depth = 7.28(In.)
Pipe flow velocity = 6.06(Ftts)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.89 min.
HYDROLOGYREPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD18-1182
LOT 11 OF PARCEL MAP 23561-1
firf I
Ventura Engineering Inland IN(
VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.630
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.477(Ac.)
Runoff from this stream = 2.023(CFS)
Time of concentration = 5.89 min.
Rainfall intensity = 4.661(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (InIHr)
1 2.749 5.77 4.714
2 2.023 5.89 4.661
Largest stream flow has longer or shorter time of concentration
Qp = 2.749 + sum of
Qa TbITa
2.023 * 0.980 = 1.982
Qp = 4.732
Total of 2 streams to confluence:
Flow rates before confluence point:
2.749 2.023
Area of streams before confluence:
0.611 0.477
Results of confluence:
Total flow rate = 4.732(CFS)
Time of concentration = 5.767 min.
Effective stream area after confluence = 1.088(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.630 to Point/Station 1.820
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1047.300(Ft.)
Downstream point/station elevation = 1044.500(Ft.)
Pipe length = 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.732(CFS)
Given pipe size = 18.00(ln.)
Calculated individual pipe flow = 4.732(CFS)
Normal flow depth in pipe = 5.58(In.)
Flow top width inside pipe = 16.65(In.)
Critical Depth = 10.03(ln.)
Pipe flow velocity = 10.14(Ftls)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.87 min.
HYDROLOGY REPORT
5ANBORN AVENUE PARKING LOT qirfl
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEl
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 1.088(Ac.)
Runoff from this stream = 4.732(CFS)
Time of concentration = 5.87 min.
Rainfall intensity = 4.570(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.810
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 35.000(Ft.)
Top (of initial area) elevation = 1052.000(Ft.)
Bottom (of initial area) elevation = 1051.600(Ft.)
Difference in elevation = 0.400(Ft.)
Slope = 0.01143 s(percent)= 1.14
TC = k(0.940)*[(lengthA3)1(elevation change)]"0.2
Initial area time of concentration = 9.531 min.
Rainfall intensity = 3.576(In/Hr) for a 100.0 year storm
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.854
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group ❑ = 0.000
RI index for soil(AMC 3) = 87.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.079(CFS)
Total initial stream area = 0.026(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.810 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.269(CFS)
Depth of flow = 0.034(Ft.), Average velocity = 0.782(Ftts)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00
0.50
2 0.00
0.00
3 10.00
0.00
4 10.00
'0.50
Manning's 'N' friction factor =
0.020
Sub -Channel flow = 0.269(CFS)
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT f,111
PA 17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VE1
' flow top width = 10.000(Ft.)
' velocity= 0.782(Ftls)
area = 0.344(Sq.Ft)
' ' Froude number = 0.743
Upstream point elevation = 1051.600(Ft.)
Downstream point elevation = 1050.000(Ft.)
Flow length = 160.000(Ft.)
Travel time = 3.41 min.
Time of concentration = 12.94 min.
Depth of flow = 0.034(Ft.)
Average velocity = 0.782(Ftls)
Total irregular channel flow = 0.269(CFS)
Irregular channel normal depth above invert elev. = 0.034(Ft.)
Average velocity of channel(s) = 0.782(Ftls)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 87.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.022(In/Hr) fora 100.0 year storm
Subarea runoff = 0.317(CFS) for 0.124(Ac.)
Total runoff = 0.397(CFS) Total area = 0.150(Ac.)
Depth of flow = 0.043(Ft.), Average velocity = 0.913(Ftts)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.150(Ac.)
Runoff from this stream = 0.397(CFS)
Time of concentration = 12.94 min.
Rainfall intensity = 3.022(InIHr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
0.167 20.15
2.369
2
4.732 5.87
4.670
3
0.397 12.94
3.022
Largest stream flow has longer
or shorter time of concentration
Qp =
4.732 +sum of
Qa TbITa
0.167 * 0.291 =
0.048
Qa TbITa
0.397 * 0.453 =
0.180
Qp =
4.960
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD18-1182
LOT 11 OF PARCEL MAP 23561-1
Total of 3 main streams to confluence:
Flow rates before confluence point:
0.167 4.732 0.397
Area of streams before confluence:
0.080 1.088 0.150
Results of confluence:
Total flow rate = 4.960(CFS)
Time of concentration = 5.866 min.
Effective stream area after confluence = 1.318(Ac.)
End of computations, total study area = 1.32 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.257
Area averaged Ri index number = 69.9
4111
Venturi Ejzgincering Inland IN[
VE[
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VE1
PROPOSED CONDITIONS 100-YEAR DESIGN STORM EVENT UNIT HYDROGRAPH
Unit Hydrograph Analysis
Copyright (c) CIVILCADDICIVILDESIGN, 1989 - 2014, Version 9.0
Study date 07/02/18 File: 2017195prd1100uh24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
------------------ - .._-----------------------------------------------
Riverside County Synthetic Unit Hydrology Method
RCFC & WC❑ Manual date - April 1978
------------------------------------------------------------.,.._......__-
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
---------------------------------------------------------------------
--------------------------------------------------------------------
Drainage Area = 1.32(Ac.) = 0.002 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 1.32(Ac.) _
Length along longest watercourse = 330.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.063 Mi.
Length along longest watercourse measured to centroid
Difference in elevation = 3.00(Ft.)
Slope along watercourse = 48.0000 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0A17 Hr.
Lag time = 1.04 Min.
25% of lag time = 0.26 Min.
40% of lag time = 0.42 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area(Ac.)[1 ] Rainfail(In)[2] Weighting[1 *2]
1.32 0.78 1.03
100 YEAR Area rainfall data:
Area(Ac.)[1 ] Rainfall(In)[2] Weighting[1 *2]
1.32 1.12 1.48
STORM EVENT (YEAR) = 100.00
Area Averaged 2-Year Rainfall = 0.780(ln)
Area Averaged 100-Year Rainfall = 1.120(ln)
Point rain (area averaged) = 1.120(ln)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.120(ln)
Sub -Area Data:
0.002 Sq. Mi.
200.00(Ft.)
0.038 Mi.
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT fill
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering (Wand IN(
LOT 11 OF PARCEL MAP 23561-1 VE1
Area(Ac.) Runoff Index Impervious %
1.318 69.90 0.743
Total Area Entered = 1.32(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-3 (InIHr) (Dec.%) (1nIHr) (Dec.) (InIHr)
69.9 84.9 0.188 0.743 0.062 1.000 0.062
Sum (F) = 0.062
Area averaged mean soil loss (F) (in/Hr) = 0.062
Minimum soil foss rate ((InIHr)) = 0.031
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.306
------------- ----------------------- --....__---------------------------
Unit Hydrograph
VALLEY S-Curve
----------------------------__... ------------------------------------
Unit Hydrograph Data
--- - ----- - ------ ---- - ---- ------ - - ---- - - ---- - ---- - --- - ------ - - - --- ----
Unit time period Time % of lag Distribution Unit Hydrograph
(hrs) Graph % (CFS)
----------------------- --......-----------------------------------------
1 0.083 480.537 69.927 0.929
2 0.167 961.075 30.073 0.399
Sum = 100.000 Sum= 1.328
The following loss rate calculations reflect use of the minimum calculated loss
rate subtracted from the Storm Rain to produce the maximum Effective Rain value
Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective
(Hr.)
Percent
(InIHr)
Max j
Low (InIHr)
1
0.08
0.07
0.009
( 0.110)
0.003
0.006
2
0.17
0.07
0.009
( 0.110)
0.003
0.006
3
0.25
0.07
0.009
( 0.109)
0.003
0.006
4
0.33
0.10
0.013
( 0.109)
0.004
0.009
5
0.42
0.10
0.013
( 0.109)
0.004
0.009
6
0.50
0.10
0.013
( 0.108)
0.004
0.009
7
0.58
0.10
0.013
( 0.108)
0.004
0.009
8
0.67
0.10
0.013
( 0.107)
0.004
0.009
9
0.75
0.10
0.013
( 0.107)
0.004
0.009
10
0.83
0.13
0.018
( 0.106)
0.005
0.012
11
0.92
0.13
0.018
( 0.106)
0.005
0.012
12
1.00
0.13
0.018
( 0.106)
0.005
0.012
13
1.08
0.10
0.013
( 0.105)
0.004
0.009
14
1.17
0.10
0.013
( 0.105)
0.004
0.009
15
1.25
0.10
0.013
( 0.104)
0.004
0.009
16
1.33
0.10
0.013
( 0.104)
0.004
0.009
17
1.42
0.10
0.013
( 0.104)
0.004
0.009
18
1.50
0.10
0.013
( 0.103)
0.004
0.009
19
1.58
0.10
0.013
( 0.103)
0.004
0.009
20
1.67
0.10
0.013
( 0.102)
0.004
0.009
21
1.75
0.10
0.013
( 0.102)
0.004
0.009
22
1.83
0.13
0.018
( 0.101)
0.005
0.012
HYDROLOGYREPORT
5A NB ORN AVENUE PARKING LOT filyl
PA 17--164Z LD18-0519, LD18-1180, LD18-1182 Ventura Englnmrfng Inland IN(
LOT ?? OF PARCEL MAP 23561-1 VEI
23
1.92
0.13
0.018
{ 0.101)
0.005
0.012
24
2.00
0.13
0.018
{ 0.101)
0.005
0.012
25
2.08
0.13
0.018
[ 0.100)
0.005
0.012
26
2.17
0.13
0.018
( 0.100)
0.005
0.012
27
2.25
0.13
0.018
[ 0.099)
0.005
0.012
28
2.33
0.13
0.018
( 0.099)
0.005
0.012
29
2.42
0.13
0.018
{ 0.099)
0.005
0.012
30
2.50
0.13
0.018
{ 0.098)
0.005
0.012
31
2.58
0.17
0.022
{ 0.098)
0.007
0.016
32
2.67
0.17
0.022
{ 0.097)
0.007
0.016
33
2.75
0.17
0.022
( 0.097)
0.007
0.016
34
2.83
0.17
0.022
( 0.097)
0.007
0.016
35
2.92
0.17
0.022
( 0.096)
0.007
0.016
36
3.00
0.17
0.022
( 0.096)
0.007
0.016
37
3.08
0.17
0.022
( 0.095)
0.007
0.016
38
3.17
0.17
0.022
( 0.095)
0.007
0.016
39
3.25
0.17
0.022
( 0.095)
0.007
0.016
40
3.33
0.17
0.022
( 0.094)
0.007
0.016
41
3.42
0.17
0.022
( 0.094)
0.007
0.016
42
3.50
0.17
0.022
( 0.093)
0.007
0.016
43
3.58
0.17
0.022
( 0.093)
0.007
0.016
44
3.67
0.17
0.022
( 0.093)
0.007
0.016
45
3.75
0.17
0.022
( 0.092)
0.007
0.016
46
3.83
0.20
0.027
( 0.092)
0.008
0.019
47
3.92
0.20
0.027
{ 0.091)
0.008
0.019
48
4.00
0.20
0,027
( 0.091)
0.008
0.019
49
4.08
0.20
0.027
0.091)
0.008
0.019
50
4.17
0.20
0.027
0.090)
0.008
0.019
51
4.25
0.20
0.027
{ 0.090)
0.008
0.019
52
4.33
0.23
0.031
( 0.090)
0.010
0.022
53
4.42
0.23
0.031
( 0.089)
0.010
0.022
54
4.50
0.23
0.031
( 0.089)
0.010
0.022
55
4.58
0.23
0.031
( 0.088)
0.010
0.022
56
4.67
0.23
0.031
( 0.088)
0.010
0.022
57
4.75
0.23
0.031
( 0.088)
0.010
0.022
58
4.83
0.27
0.036
( 0.087)
0.011
0.025
59
4.92
0.27
0.036
( 0.087)
0.011
0.025
60
5.00
0.27
0.036
( 0.087)
0.011
0.025
61
5.08
0.20
0.027
( 0.086)
0.008
0.019
62
5.17
0.20
0.027
( 0.086)
0.008
0.019
63
5.25
0.20
0.027
(0.085)
0.008
0.019
64
5.33
0.23
0.031
( 0.085)
0.010
0.022
65
5.42
0.23
0.031
( 0.085)
0.010
0.022
66
5.50
0.23
0.031
( 0.084)
0.010
0.022
67
5.58
0.27
0.036
( 0.084)
0.011
0.025
68
5.67
0.27
0.036
( 0.084)
0.011
0.025
69
5.75
0.27
0.036
( 0.083)
0.011
0.025
70
5.83
0.27
0.036
( 0.083)
0.011
0.025
71
5.92
0.27
0.036
{ 0.082)
0.011
0.025
72
6.00
0.27
0.036
{ 0.082)
0.011
0.025
73
6.08
0.30
0.040
( 0.082)
0.012
0.028
74
6.17
0.30
0.040
( 0.081)
0.012
0.028
75
6.25
0.30
0.040
( 0.081)
0.012
0.028
76
6.33
0.30
0.040
{ 0.081)
0.012
0.028
77
6.42
0.30
0.040
{ 0.080)
0.012
0.028
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA 17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEi
78
6.50
0.30
0.040
( 0.080)
0.012
0.028
79
6.58
0.33
0.045
( 0.080)
0.014
0.031
80
6.67
0.33
0.045
( 0.079)
0.014
0.031
81
6.75
0.33
0.045
( 0.079)
0.014
0.031
82
6.83
0.33
0.045
( 0.078)
0.014
0.031
83
6.92
0.33
0.045
( 0.078)
0.014
0.031
84
7.00
0.33
0.045
( 0.078)
0.014
0.031
85
7.08
0.33
0.045
( 0.077)
0.014
0.031
86
7.17
0.33
0.045
( 0.077)
0.014
0.031
87
7.25
0.33
0.045
( 0.077)
0.014
0.031
88
7.33
0.37
0.049
( 0.076)
0.015
0.034
89
7.42
0.37
❑.049
( 0.076)
0.015
0.034
90
7.50
0.37
0.049
( 0.076)
0.015
0.034
91
7.58
0.40
0.054
( 0.075)
0.016
0.037
92
7.57
0.40
0.054
( 0.075)
0.016
0.037
93
7.75
0.40
0.054
( 0.075)
0.016
0.037
94
7.83
0.43
0.058
( 0.074)
0.018
0.040
95
7.92
0.43
0.058
( 0.074)
0.018
0.040
96
8.00
0.43
0.058
( 0.074)
0.018
0.040
97
8.08
0.50
0.067
( 0.073)
0.021
0.047
98
8.17
0.50
0.067
( 0.073)
0.021
0.047
99
8.25
0.50
0.067
( 0.073)
0.021
0.047
100
8.33
0.50
0.067
( 0.072)
0.021
0.047
101
8.42
0.50
0.067
( 0.072)
0.021
0.047
102
8.50
0.50
0.067
( 0.072)
❑.021
0.047
103
8.58
0.53
0.072
( 0.071)
0.022
0.050
104
8.67
0.53
0.072
( 0.071)
0.022
0.050
105
8.75
0.53
0.072
( 0.071)
0.022
0.050
106
8.83
0.57
0.076
( 0.070)
0.023
0.053
107
8.92
0.57
0.076
( 0.070)
0.023
0.053
108
9.00
0.57
0.076
( 0.070)
0.023
0.053
109
9.08
0.63
0.085
( 0.069)
0.026
0.059
110
9.17
0.63
0.085
( 0.069)
0.026
0.059
111
9.25
0.63
0.085
( 0.069)
0.026
0.059
112
9.33
0.67
0.090
( 0.068)
0.027
❑.062
113
9.42
0.67
0.090
( 0.068)
0.027
0.062
114
9.50
0.67
0.090
( 0.068)
0.027
0.062
115
9.58
0.70
0.094
( 0.067)
0.029
0.065
116
9.67
0.70
0.094
( 0.067)
0.029
0.065
117
9.75
0.70
0.094
( 0.067)
0.029
0.065
118
9.83
0.73
0.099
( 0.066)
0.030
0.068
119
9.92
0.73
0.099
( 0.066)
0.030
0.068
120
10.00
0.73
0.099
( 0.066)
0.030
0.068
121
10.08
0.50
0.067
( 0.065)
0.021
0.047
122
10.17
0.50
0.067
( 0.065)
0.021
0.047
123
10.25
0.50
0.067
( 0.065)
0.021
0.047
124
10.33
0.50
0.067
( 0.064)
0.021
0.047
125
10.42
0.50
0.067
( 0.064)
0.021
0.047
126
10.50
0.50
0.067
( 0.064)
0.021
0.047
127
10.58
0.67
0.090
( 0.063)
0.027
0.062
128
10.67
0.67
0.090
( 0.063)
0.027
0.062
129
10.75
0.67
0.090
( 0.063)
0.027
0.062
130
10.83
0.67
0.090
( 0.063)
0.027
0.062
131
10.92
0.67
0.090
( 0.062)
0.027
0.062
132
11.00
0.67
0.090
( 0.062)
0.027
0.062
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VEI
133
11.08
0.63
0.085
( 0.062)
0.026
0.059
134
11.17
0.63
0.085
( 0.061)
0.026
0.059
135
11.25
0.63
0.085
( 0.061)
0.026
0.059
136
11.33
0.63
0.085
( 0.061)
0.026
0.059
137
11.42
0.63
0.085
( 0.060)
0.026
0.059
138
11.50
0.63
0.085
( 0.060)
0.026
0.059
139
11.58
0.57
0.076
( 0.060)
0.023
0.053
140
11.67
0.57
0.076
( 0.060)
0.023
0.053
141
11.75
0.57
0.076
( 0.059)
0.023
0.053
142
11.83
0.60
0.081
( 0.059)
0.025
0.056
143
11.92
0.60
0.081
( 0.059)
0.025
0.056
144
12.00
0.60
0.081
( 0.058)
0.025
0.056
145
12.08
0.83
0.112
( 0.058)
0.034
0.078
146
12.17
0.83
0.112
( 0.058)
0.034
0.078
147
12.25
0.83
0.112
( 0.057)
0.034
0.078
148
12.33
0.87
0.116
( 0.057)
0.036
0.081
149
12.42
0.87
0.116
( 0.057)
0.036
0.081
150
12.50
0.87
0.116
( 0.057)
0.036
0.081
151
12.58
0.93
0.125
( 0.056)
0.038
0.087
152
12.67
0.93
0.125
( 0.056)
0.038
0.087
153
12.75
0.93
0.125
( 0.056)
0.038
0.087
154
12.83
0.97
0.130
( 0.055)
0.040
0.090
155
12.92
0.97
0.130
( 0.055)
0.040
0.090
156
13.00
0.97
0.130
( 0.055)
0.040
0.090
157
13.08
1.13
0.152
( 0.055)
0.047
0.106
158
13.17
1.13
0.152
( 0.054)
0.047
0.106
159
13.25
1.13
0.152
( 0.054)
0.047
0.106
160
13.33
1.13
0.152
( 0.054)
0.047
0.106
161
13.42
1.13
0.152
( 0.054)
0.047
0.106
162
13.50
1.13
0.152
( 0.053)
0.047
0.106
163
13.58
0.77
0.103
( 0.053)
0.031
0.072
164
13.67
0.77
0.103
( 0.053)
0.031
0.072
165
13.75
0.77
0.103
( 0.052)
0.031
0.072
166
13.83
0.77
0.103
( 0.052)
0.031
0.072
167
13.92
0.77
0.103
( 0.052)
0.031
0.072
168
14.00
0.77
0.103
( 0.052)
0.031
0.072
169
14.08
0.90
0.121
( 0.051)
0.037
0.084
170
14.17
0.90
0.121
( 0.051)
0.037
0.084
171
14.25
0.90
0.121
( 0.051)
0.037
0.084
172
14.33
0.87
0.116
( 0.051)
0.036
0.081
173
14.42
0.87
0.116
( 0.050)
0.036
0.081
174
14.50
0.87
0.116
( 0.050)
0.036
0.081
175
14.58
0.87
0.116
( 0.050)
0.036
0.081
176
14.67
0.87
0.116
( 0.050)
0.036
0.081
177
14.75
0.87
0.116
( 0.049)
0.036
0.081
178
14.83
0.83
0.112
( 0.049)
0.034
0.078
179
14.92
0.83
0.112
( 0.049)
0.034
0.078
180
15.00
0.83
0.112
( 0.049)
0.034
0.078
181
15.08
0.80
0.108
( 0.048)
0.033
0.075
182
15.17
0.80
0.108
( 0.048)
0.033
0.075
183
15.25
0.80
0.108
( 0.048)
0.033
0.075
184
15.33
0.77
0.103
( 0.048)
0.031
0.072
185
15.42
0.77
0.103
( 0.047)
0.031
0.072
186
15.50
0.77
0.103
( 0.047)
0.031
0.072
187
15.58
0.63
0.085
( 0.047)
0.026
0.059
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT
PA17-1642, LD18-0519, LD18-1160, LD18-1182
LOT 11 OF PARCEL MAP 23561-1
188
15.67
0.63
0.085
{ 0.047)
0.026
0.059
189
15.75
0.63
0.085
{ 0.046)
0.026
0.059
190
15.83
0.63
0.085
{ 0.046)
0.026
0.059
191
15.92
0.63
0.085
{ ❑.046)
0.026
0.059
192
16.00
0.63
0.085
{ 0.046)
0.026
0.059
193
16.08
0.13
0.018
{ 0.045)
0.005
0.012
194
16.17
0.13
0.018
{ 0.045)
0.005
0.012
195
16.25
0.13
0.018
( 0.045)
0.005
0.012
196
16.33
0.13
0.018
{ 0.045)
0.005
0.012
197
16.42
0.13
0.018
( 0.045)
0.005
0.012
198
16.50
0.13
0.018
( 0.044)
0.005
0.012
199
16.58
0.10
0.013
{ 0.044)
0.004
0.009
200
16.67
0.10
0.013
( 0.044)
0.004
0.009
201
16.75
0.10
0.013
( 0.044)
0.004
0.009
202
16.83
0.10
0.013
( 0.043)
0.004
0.009
203
16.92
0.10
0.013
{ 0.043)
0.004
0.009
204
17.00
0.10
0.013
( 0.043)
0.004
0.009
205
17.08
0.17
0.022
( 0.043)
0.007
0.016
206
17.17
0.17
0.022
( 0.043)
0.007
0.016
207
17.25
0.17
0.022
( 0.042)
0.007
0.016
208
17.33
0.17
0.022
0.042)
0.007
0.016
209
17.42
0.17
0.022
( 0.042)
0.007
0.016
210
17.50
0.17
0.022
{ 0.042)
0.007
0.016
211
17.58
0.17
0.022
{ 0.041)
0.007
0.016
212
17.67
0.17
0.022
{ 0.041)
0.007
0.016
213
17.75
0.17
0.022
{ 0.041)
0.007
0.016
214
17.83
0.13
0.018
{ 0.041)
0.005
0.012
215
17.92
0.13
0.018
{ 0.041)
0.005
0.012
216
18.00
0.13
0.018
{ 0.040)
0.005
0.012
217
18.08
0.13
0.018
{ 0.040)
0.005
0.012
218
18.17
0.13
0.018
( 0.040)
0.005
0.012
219
18.25
0.13
0.018
{ 0.040)
0.005
0.012
220
18.33
0.13
0.018
( 0.040)
0.005
0.012
221
18.42
0.13
0.018
( 0.039)
0.005
0.012
222
18.50
0.13
0.018
( 0.039)
0.005
0.012
223
18.58
0.10
0.013
( 0.039)
0.004
0.009
224
18.67
0.10
0.013
( 0.039)
0.004
0.009
225
18.75
0.10
0.013
( 0.039)
0.004
0.009
226
18.83
0.07
0.009
( 0.039)
0.003
0.006
227
18.92
0.07
0.009
[ 0.038)
0.003
0.006
228
19.00
0.07
0.009
( 0.038)
0.003
0.006
229
19.08
0.10
0.013
[ 0.038)
0.004
0.009
230
19.17
0.10
0.013
{ 0.038)
0.004
0.009
231
19.25
0.10
0.013
{ 0.038)
0.004
0.009
232
19.33
0.13
0.018
{ 0.037)
0.005
0.012
233
19.42
0.13
0.018
{ 0.037)
0.005
0.012
234
19.50
0.13
❑.018
{ 0.037)
0.005
0.012
235
19.58
0.10
0.013
( 0.037)
0.004
0.009
236
19.67
0.10
❑.013
{ 0.037)
0.004
0.009
237
19.75
0.10
0.013
{ 0.037)
0.004
0.009
238
19.83
0.07
0.009
{ 0.036)
0.003
0.006
239
19.92
0.07
0.009
{ 0.036)
0.003
0.006
240
20.00
0.07
0.009
{ 0.036)
0.003
0.006
241
20.08
0.10
0.013
( 0.036)
0.004
0.009
242
20.17
0.10
0.013
{ 0.036)
0.004
0.009
flffl
Ventura Engineering Inland IN(
VEI
HYDROLOGY REPORT
5A NBORN AVENUE PARKING LOT fill
PA17-1642, LD18-9519f LD18-1180, LD18-1182 Ventura fngincering Inland IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
243 20.25
0.10
0.013
( 0.036)
0.004
0.009
244 20.33
0.10
0.013
( 0.035)
0.004
0.009
245 20.42
0.10
0.013
( 0.035)
0.004
0.009
246 20.50
0.10
0.013
( 0.035)
0.004
0.009
247 20.58
0.10
0.013
( 0.035)
0.004
0.009
248 20.67
0.10
0.013
( 0.035)
0.004
0.009
249 20.75
0.10
0.013
( 0.035)
0.004
0.009
250 20.83
0.07
0.009
( 0.035)
0.003
0.006
251 20.92
0.07
0.009
{ 0.034)
0.003
0.006
252 21.00
0.07
0.009
{ 0.034)
0.003
0.006
253 21.08
0.10
0.013
{ 0.034)
0.004
0.009
254 21.17
0.10
0.013
{ 0.034)
0.004
0.009
255 21.25
0.10
0.013
{ 0.034)
0.004
0.009
256 21.33
0.07
0.009
( 0.034)
0.003
0.006
257 21.42
0.07
0.009
( 0.034)
0.003
0.006
258 21.50
0.07
0.009
( 0.034)
0.003
0.006
259 21.58
0.10
0.013
( 0.033)
0.004
0.009
260 21.67
0.10
0.013
{ 0.033)
0.004
0.009
261 21.75
0.10
0.013
{ 0.033)
0.004
0.009
262 21.83
0.07
0.009
{ 0.033)
0.003
0.006
263 21.92
0.07
0.009
{ 0.033)
0.003
0.006
264 22.00
0.07
0.009
{ 0.033)
0.003
0.006
265 22.08
0.10
0.013
( 0.033)
0.004
0.009
266 22.17
0.10
0.013
{ 0.033)
0.004
0.009
267 22.25
0.10
0.013
( 0.033)
0.004
0.009
268 22.33
0.07
0.009
( 0.032)
0.003
0.006
269 22.42
0.07
0.009
( 0.032)
0.003
0.006
270 22.50
0.07
0.009
( 0.032)
0.003
0.006
271 22.58
0.07
0.009
( 0.032)
0.003
0.006
272 22.67
0.07
0.009
( 0.032)
0.003
0.006
273 22.75
0.07
0.009
( 0.032)
0.003
0.006
274 22.83
0.07
0.009
( 0.032)
0.003
0.006
275 22.92
0.07
0.009
( 0.032)
0.003
0.006
276 23.00
0.07
0.009
( 0.032)
0.003
0.006
277 23.08
0.07
0.009
( 0.032)
0.003
0.006
278 23.17
0.07
0.009
( 0.032)
0.003
0.006
279 23.25
0.07
0.009
( 0.031)
0.003
0.006
280 23.33
0.07
0.009
( 0.031)
0.003
0.006
281 23.42
0.07
0.009
( 0.031)
0.003
0.006
282 23.50
0.07
0.009
( 0.031)
0.003
0.006
283 23.58
0.07
0.009
( 0.031)
0.003
0.006
284 23.67
0.07
0.009
( 0.031)
0.003
0.006
285 23.75
0.07
0.009
( 0.031)
0.003
0.006
286 23.83
0.07
0.009
( 0.031)
0.003
0.006
287 23.92
0.07
0.009
( 0.031)
0.003
0.006
288 24.00
0.07
0.009
( 0.031)
0.003
0.006
(Loss Rate Not Used)
Sum
100.0
Sum = 9.3
Flood volume
= Effective rainfall
0.78(In)
times area
1.3(Ac.)1[(ln)1(Ft-)] =
0.1(Ac-Ft)
Total soil loss
= 0.34(In)
Total soil loss
= 0.038(Ac.Ft)
Total rainfall =
1.12(In)
Flood volume
= 3720.9 Cubic Feet
Total soil loss
=
1637.5 Cubic Feet
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT filyl
PA17-164Z LD18-0519, LD18-1180, LD18-1182 Ventura Engineering In3and IN[
LOT 11 OF PARCEL MAP 23561-1 VEI
Peak flow rate of this hydrograph = 0.141(CFS)
--------------------------------------------------------------------
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
24-HOUR STORM
Runoff Hydrograph
Hydrograph in 5 Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m) Volume Ac.Ft Q(CFS) ❑ 2.5 5.0 7.5 10.0
0+ 5
0.0000
0.01
Q [ [ I 1
0+10
0.0001
0.01
Q I I I 1
0+15
0.0002
0.01
Q [ [ [ [
0+20
0.0002
0.01
Q I [ [
0+25
0.0003
0.01
Q I I [
0+30
0.0004
0.01
Q
0+35
0.0005
0.01
Q 1 1 I I
0+40
0.0006
0.01
Q J
0+45
0.0007
0.01
Q
0+50
0.0008
0.02
Q I I I
0+55
0.0009
0.02
Q I I I I
1+0
0.0010
0.02Q
[ [ I I
1+ 5
0.0011
0.01
Q I I I I
1 +10
0.0012
0.01
Q [ [ [ [
1 +15
0.0013
0.01
Q I ! I I
1 +20
0.0013
0.01
Q I I I I
1 +25
0.0014
0.01
Q I J I I
1 +30
0.0015
0.01
Q
1+35
0.0016
0.01
Q
1 +40
0.0017
0.Q1
Q I I I
1 +45
0.0018
0.01
Q I I I
1 +50
0.0019
0.02
Q I I [
1+55
0.0020
0.02
Q I
2+ 0
0.0021
0.02
Q
2+ 5
0.0022
0.02
QV [ f
2+10
0.0023
0.02
QV I I I
2+15
0.0024
0.02
QV I I I I
2+20
0.0026
0.02
QV I [
2+25
0.0027
0.02
QV J
2+30
0.0028
0.02
QV ! I I I
2+35
0.0029
0.02
QV
2+40
0.0031
0.02
QV
2+45
0.0032
0.02
QV [ !
2+50
0.0033
0.02
QV
2+55
0.0035
0.02
QV [ [ [ J
3+ 0
0.0036
0.02
QV [ I J [
3+ 5
0.0038
0.02
QV
3+10
0.0039
0.02
QV J
3+15
0.0041
0.02
QV [ J J [
3+20
0.0042
0.02
QV I J I I
3+25
0.0043
0.02
QV J
3+30
0.0045
0.02
QV I I I 1
3+35
0.0046
0.02
QV [ [ I J
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT lin
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering inland INC
LOT 11 OF PARCEL MAP 23561-1 VEI
3+40
0.0048
0.02
Q V
3+45
0.0049
0.02
Q V
3+50
0.0051
0.02
Q V
3+55
0.0052
0.02
Q V E
4+ 0
0.0054
0.02
QV
4+ 5
0.0056
0.02
QV
4+10
0.0058
0.02
QV
4+15
0.0059
0.02
QV
4+20
0.0061
0.03
QV
4+25
0.0063
0.03
QV
4+30
0.0065
0.03
Q V
4+35
0.0067
0.03
Q V
4+40
0.0069
0.03
Q V
4+45
0.0071
0.03
Q V
4+50
0.0073
0.03
Q V
4+55
0.0076
0.03
Q V
5+ 0
0.0078
0.03
Q V
5+ 5
0.0080
0.03
Q V
5+10
0.0081
0.02
Q V
5+15
0.0083
0.02
Q V
5+20
0.0085
0.03
Q V
5+25
0.0087
0.03
Q V
5+30
0.0089
0.03
Q V [
5+35
0.0091
0.03
Q V
5+40
0.0094
0.03
Q V E
5+45
0.0096
0.03
Q V
5+50
0.0098
0.03
Q V {
5+55
0.0100
0.03
Q V
6+ 0
0.0103
0.03
Q V
6+ 5
0.0105
0.04
Q V j
6+10
0.0108
0.04
Q V
6+15
0.0110
0.04
Q V
6+20
0.0113
0.04
Q V
6+25
0.0115
0.04
Q V
6+30
0.0118
0.04
Q V
6+35
0.0121
0.04
Q V J
6+40
0.0124
0.04
Q V
6+45
0.0126
0.04
Q V
6+50
0.0129
0.04
Q V
6+55
0.0132
0.04
Q V
7+ 0
0.0135
0.04
Q V
7+ 5
0.0138
0.04
Q V
7+10
0.0141
0.04
Q V
7+15
0.0144
0.04
Q V j
7+20
0.0147
0.04
Q V
7+25
0.0150
0.05
Q V E
7+30
0.0153
0.05
Q V
7+35
0.0156
0.05
Q V j
7+40
0.0160
0.05
Q V
7+45
0.0163
0.05
Q V
7+50
0.0167
0.05
Q V
7+55
0.0170
0.05
Q V
8+ 0
0.0174
0.05
Q VI
8+ 5
0.0178
0.06
Q V
8+10
0.0182
0.06
Q V I
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firil
PA17-1642, LD18-0519, LD18-1180, LD18-1182 Ventura Engineering Inland IN(
LOT 11 OF PARCEL MAP 23561-1 VE1
8+15
0.0187
0.06
Q
V l J
8+20
0.0191
0.06
Q
V j l
8+25
0.0195
0.06
Q
VI l
8+30
0.0199
0.06
Q
VI 1
8+35
0.0204
0.06
Q
VI l
8+40
0.0208
0.07
Q
Vl 1
8+45
0.0213
0.07
Q
VI 1
8+50
0.0218
0.07
Q
V l
8+55
0.0223
0.07
Q
V
9+ 0
0.0227
0.07
Q
V l
9+ 5
0.0233
0.08
Q
V l
9+10
0.0238
0.08
Q
IV l
9+15
0.0244
0.08
Q
IV J
9+20
0.0249
0.08
Q
IV 1
9+25
0.0255
0.08
Q
IV J
9+30
0.0261
0.08
Q
J V J
9+35
0.0266
0.09
Q
J V l
9+40
0.0272
0.09
Q
l V l
9+45
0.0278
0.09
Q
l V l
9+50
0.0285
0.09
Q
l V l
9+55
0.0291
0.09
Q
l V j
10+ 0
0.0297
0.09
Q
l V J
10+ 5
0.0302
0.07
Q
l V l
10+10
0.0306
0.06
Q
J V
10+15
0.0310
0.06
Q
j V J
10+20
0.0315
0.06
Q
l V j
10+25
0.0319
0.06
Q
l V
10+30
0.0323
0.06
Q
l V l
10+35
0.0329
0.08
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10+40
0.0334
0.08
Q
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10+45
0.0340
0.08
Q
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10+50
0.0346
0.08
Q
J V
10+55
0.0351
0.08
Q
I V l
11 + 0
0.0357
0.08
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l V j
11 + 5
0.0363
0.08
Q
l V j
11 +1 ❑
0.0368
0.08
Q
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11 +15
0.0373
0.08
Q
I V l
11 +20
0.0379
0.08
Q
I V
11 +25
0.0384
0.08
Q
J V
11 +30
0.0390
0.08
Q
j V J
11 +35
0.0395
0.07
Q
l V j
11 +40
0.0399
0.07
Q
l V l
11 +45
0.0404
0.07
Q
j V l
11 +50
0.0409
0.07
Q
I Vl
11 +55
0.0414
0.07
Q
I A
12+ 0
0.0420
0.07
Q
I VI
12+ 5
0.0426
0.09
Q
I VI
12+10
0.0433
0.10
Q
j V
12+15
0.0440
0.10
Q
l V
12+20
0.0448
0.11
Q
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12+25
0.0455
0.11
Q
l IV
12+30
0.0462
0.11
Q
I IV
12+35
0.0470
0.11
Q
I l V
12+40
0.0478
0.12
Q
J I V
12+45
0.0486
0.12
Q
l J V
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT firil
PA17-1642, LD18-0519, LD18-1180, LD78-1182 Ventura Engineering Inland IN(
LOT11 OF PARCEL MAP 23561-1 VEI
12+50
0.0494
0.12
Q
I I V I
i
12+55
0.0503
0.12
Q
J l V I
I
13+ 0
0.0511
0.12
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13+ 5
0.0520
0.13
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13+10
0.0530
0.14
Q
I I V I
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13+15
0.0540
0.14
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13+20
0.0549
0.14
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1
13+25
0.0559
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13+30
0.0569
0.14
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1
13+35
0.0576
0.11
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13+40
0.0583
0.10
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13+45
0.0589
0.10
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13+50
0.0596
0.10
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1
13+55
0.0602
0.10
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1
14+ 0
0.0609
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14+ 5
0.0616
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14+10
0.0624
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14+15
0.0632
0.11
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14+20
0.0639
0.11
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1
14+25
0.0646
0.11
Q I
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1
14+30
0.0654
0.11
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14+35
0.0661
0.11
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14+40
0.0669
0.11
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1
14+45
0.0676
0.11
Q I
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1
14+50
0.0683
0.10
Q I
I IV
1
14+55
0.0690
0.10
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I IV 1
15+ 0
0.0697
0.10
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1
15+ 5
❑.0704
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1
15+10
0.0711
0.10
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15+15
0.0718
0.10
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15+20
0.0725
0.10
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15+25
0.0731
0.10
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15+30
0.0738
0.10
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15+35
0.0744
0.08
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15+40
0.0749
0.08
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15+45
0.0754
0.08
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15+50
0.0760
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15+55
0.0765
0.08
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16+ 0
0.0771
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16+ 5
0.0773
0.04
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16+10
0.0774
0.02
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16+15
0.0775
0.02
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16+20
0.0776
0.02
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16+25
0.0778
0.02
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16+30
0.0779
0.02
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16+35
0.0780
0.01
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16+40
0.0780
0.01
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16+45
0.0781
0.01
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16+50
0.0782
0.01
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I I
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16+55
0.0783
0.01
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17+ 0
0.0784
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17+ 5
0.0785
0.02
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17+10
0.0787
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17+15
0.0788
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10-YEAR DESIGN STORM ,EVENT COMPARISON
DA TA
EMSTILTG
PROPOSED
COMPARISON
STUDY NODE POINT
1.22
1.82
N/A
INTENSITY I N/H
1.980
1.981
+ 0.001
TOTAL DISCHARGE
TIME OF CONCENTRATION I
2.3
13,73
3.3
5.97
+ 1.0
- 7.76
AREA(kCRESI
1.32
1.32
NO CHANGE
LIMIT HYDROGRAPH VOLUME ACRE -FT
NOT ANALYZED
100-YEAR DESIGN STORM EVENT COMPARISON
DATA
STUDY iPOINT:...
COMPARISON
c
DISCHARGETOTAL
.
Rf. . OTHE
T
(ACRES)
PERMEABLEAREA
PROPOSED
r . INCREASE IS
COMBINED ." 0.0679ACRE-FT
CONFLUENCE POINT A IS INSIDE THE EXISTING STORM DRAIN LINE,
THE EXACT ENTRANCE POINT INTO THIS SYSTEM WILL CHANGE, BUT
THE LOADING ON THE EXISTING STORM DRAIN SYSTEM IS WHAT IS
BEING USED AS THE CONFLUENCE POINT COMPARISON. SINGE THERE
ARE (3) LOCATIONS THAT ENTER THE EXISTING STORM DRAIN SYSTEM
THEY ARE NUMBERED 1.82
4!/
IN FEET
STUDY BASIC INFORMATION
STORM EVENT 10-YEAR, 100—YEAR
PLATE MURRIE i A
AMC 3 (100— YR)
SOIL TYPE A, C (USING C)
PROPOSED CONDITIONS SUhWARY
TA
10-YEAR
100-YEAR
AMC
2
3
STUDY NODE. �P�.OINT
INTENSITY l N i FR �
'1.82
1.981
'1.82
3.022
TOTAL DISCHARGE c1
3.3
5.0
TIME OF CONCENT'R T°IONIIW
AREA(ACRES)--1.32
AVERAGE PERVIOUS FRACTION
5.97
0,257
5.87
1.32
0.257
AVERAGE IMPERVIOUS FRACTION
RI INDEX
0,743
69.9
0.743
69.9
UH VOLUME (ACRE -FT)
NOT STUDIED
0.0854
27393 YNEZ ROAD, SUITE 159 PHONE (951) 252-- 7632
TEMECULA, CALIFORNIA 92591 FAX (951) 346— 5 726
DRAINAGE AREA BOUNDARY
DRAINAGE AREA SUB BOUNDARY,
NUMBER, AND ACREAGE
FLOW PATH, DIRECTION, LENGTH
STUDY NODE NUMBER
PERMEABLE PA VERS
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0
1. 2
iT
CONFLUENCE POINT A IS INSIDE THE EXISTING STORM DRAIN LINE.
THE EXACT ENTRANCE POINT INTO THIS SYSTEM ILA. CHANGE, BUT
THE LOADING ON THE EXISTING STORM DRAIN SYSTEM IS WHAT IS
BEING USED AS THE CONFWENCE POINT COMPARISON.
0 10 20 40 60
1
601—m
IN FEET
I Inch = 20 ft.
No > I= mm > am
EXISTING CONDITIONS SUMMARY
DATA
10-YEAR
100-YEAR
AMC
2
3
STUDY NODE POINT
1.22
122
INTENSITY (KHR
I .980
2.088
TOTAL DISCHARGE Lcfs)
2.3
3.6
TIME OF CONCENTRATION (MIN)
13.73
13.21
AREA QACRE S)
AVERAGE PERVIOUS FRACTION
1.32
1,00
1.32
1.00
AVERAGE IMPERVIOUS FRAC'nON
0.00
0.00
RI INDEX
86
86
UH VOLUME. MRE-FD
NOT STUD ED
0.0326____j
DRAINAGE AREA SUR BOUNDARY,
NUMBER, AND ACREAGE
FLOW PATH, DIRECTION, LENGTH
STUDY NODE NUMBER
CONFLUENCE POINT
HYDROLOGY REPORT
SANBORN AVENUE PARKING LOT 4p l
PA17-1642, LD18-0519, LD18-1188, LD18-1182 Ventura Engineering Infand IN(
LOT 11 OF PARCEL MAP 23561-1 VE!
A TTA CHMEIN T 5: FEMA DETERMINA T1ON
This attachment contains the project site's FEMA determination. Please see the attached exhibits.
National Flood Hazard Layer FIRMette ;;FEMA Legend
SEE FIS REPORT FOR DETAILED LEG EN AND IN DE% MAP FOR FIRM PANEL LAYOUT
—•—VYfthout 9ase Flood Elevation-{BFE}
Zone, A, V.A09
SPECIAL FLOOD _..__ ._ ... Nrlth BFE.or Depth
HAZARD AREAS ;04 RegpletoryFloodway zPff*AE Ao,RN, Ya,,w
--
0.2%Annual Chance Flood Hazard, Area
of 1%annual chance flood with average
i
depth less than one foot or with drainage
areas of Tess than on squaro mile zone x
Future Conditions 1%Annual
Chance Flood Hazerd zone
pµ :ry
✓
Area with Reduced Flood Rlsk due to
OTHER AREAS OF
"
Levee. Sea Notes. zone it
FLOOD HAZARD 'Z7.j Area with Flood Risk due to Leveezone a
❑SCREEN Area of Minimal Flood Hazard zanex
r� Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zene D
GENERAL — -- Channel, Culvert, or Storm Sewer
STRUCTURES sIIIIIIlIIIII Levee, 01ke, or Fla adwaII
Cross Sectiona with 1%Annual Chance
Water Surface Elevation
s -- - Coastal Transept
.-,..ju -.. Base Flood Elevation Lie a(BFE)
Limit of Study
Jurisdiction Boundary
----- Coastal Transept 8aselina
OTHER Profile Baseline
FEATURES Hydrographle Feature
Digital Data Available N
0 No Digital Data Available _ 1
MAP PANELS I ® Unmapped +
This map ccmplies wit h FEMA'sstandarda for the usa of
digital flood maps It it Is not void as described below,
The base map shown comp ties with FEhtA's base map
accuracy standards
The flood hazard Information Is derived dItoctlyfrom the
authoritative NFHL web services provided by FEI41A. This map
was exported on 6/13/201S at 2:19:45 AM and does not
to flect c h an gas or amendments subsequent to this date and
time. The NFHL and effective inform at Ion may change or
become superseded by new data overtime.
This map Image Isvol d if the one or more of the following map
olamants do not appear. base map imagery, flood zona labels,
logo ad. scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map lmages far
unmapped and unmodernlzed areas cannot be used for
regulatory purposas,
I.vlvvv
0 250 500 1,000 1,500 2,000