HomeMy WebLinkAboutParcel Map 12078 Parcel 2 Hydrologywirfl
Ventura Engineering Inland INC
VE I
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066
40345 WALCOTT LANE, TEMECULA, CALIFORNIA 92591
PARCEL 2 OF PM 12078, MAP PAGE 75122-23 APN: 957-261-011
PREPARED FOR:
ANTAYA DEVELOPMENT, INC.
35987 AVENIDA LA CRESTA
MURRIETA, CALIFORNIA 92562
(951) 698-0044
PREPARED BY:
VENTURA ENGINEERING INLAND
27393 YNEZ ROAD, SUITE 159
TEMECULA, CALIFORNIA 92591
(951) 252-7632
Rev3: October 22, 2018 Rev2: August 31, 2018 Rev1: March 25, 2018
Original Date: November 14, 2017
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.
AI
I _
10/22/18
� WILFREDO S.D. VENTURA
66532 X WILFREDO VENTURA DATE
No. R.C.E. NO. 66532
* Exp. 6-30-18 EXPIRES 6130118
CIVIL
VENTURA ENGINEERING INLAND, INC.
27393 YNEZ ROAD, SUITE 159, TEMECULA, CALIFORNIA 92591
TOLL FREE OFFICE (877) 723-4224 FAX (951) 552-1686
HYDROLOGY REPORT 011
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 v,,,,I,mi Imlim•omiq inImid IN(
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
TABLE OF CONTENTS
DESCRIPTIONS
PAGE
COVERSHEET ................................................ i
TABLE OF CONTENTS ..........................................
1.0
INTRODUCTION ......................................... 1
2.0
LOCATION ............................................. 1
3.0
METHODOLOGY ........................................ 1
4.0
EXISTING CONDITIONS CALCULATIONS .................... 2
5.0
PROPOSED CONDITIONS CALCULATIONS .................. 2
6.0
COMPARISON .......................................... 3
7.0
FEMA ANALYSIS ........................................ 4
8.0
CONCLUSION .......................................... 4
9.0
REFERENCES .......................................... 4
10.0
DECLARATION OF RESPONSIBLE CHARGE ................. 5
11.0
ATTACHMENTS ......................................... 5
11.1 ATTACHMENT 1. STANDARDS EXCERPTS ............. 5
11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS 5
11.3 ATTACHMENT 3: PROPOSED CONDITIONS 5
CALCULATIONS ...................................
11.4 ATTACHMENT 4: HYDROLOGY EXHIBITS .............. 5
11.5 ATTACHMENT 5: FEMA ANALYSIS .................... 5
ATTACHMENT 1: STANDARDS EXCERPTS
ATTACHMENT 2. EXISTING CONDITIONS CALCULATIONS
ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
ATTACHMENT 4: HYDROLOGY EXHIBITS
ATTACHMENT 5: FEMA ANALYSIS
Rev3: 10122118, Rev2. 8131118, Rev1: 3125118
2017-119 Walcott Lane - i - Original. November 14, 2017
HYDROLOGY REPORT 071
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 von tma enylnvoinq hilmid we
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
1.0 INTRODUCTION
The purpose of this report is to calculate the pre -development and post development hydrology conditions
for the proposed single-family residence proposed Parcel 2 of PM 12078 at 40345 Walcott Lane in
Temecula, California 92591.
The project site is currently a vacant and undeveloped lot that was previously graded for single-family
residential use. The project site partially drains to the northeast onto Walcott Lane and to the southwest
corner of the property onto adjacent properties through overland flows. Ultimately, both areas will drain into
the Santa Gertrudis Creek downstream of the project site.
The proposed grading plan proposes to grade portions of the project site to create enough flat area to build
the proposed single-family residence, garage, barn, corral and associated other residential design
elements. This report will outline flood control issues only.
This report has been created using the Riverside County Flood Control and Water Conservation District
Hydrology Manual (April 1978) as discussed further in Section 3.0.
2.0 LOCATION
The project site is located at 40345 Walcott Lane in Temecula, California 92591. This parcel is the vacant
lot just north of the intersection of Walcott Lane and Wgasa Place. The project site is bordered by residential
development on all sides. A vicinity map is provided for reference in Attachment 4.
3.0 METHODOLOGY
This report has calculated 100-Year Maximum Peak Runoff 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 hydrology
calculations will be divided into two sections: existing conditions and proposed conditions. The existing
conditions calculations are provided in Attachment 2: Existing Conditions Calculations. The proposed
calculations are provided for reference in Attachment 3: Proposed Conditions. In addition, hydrology maps
have also been created for the project site and are included in Attachment 4: Hydrology Exhibits. And lastly,
the impacts on any FEMA related items are discussed in Section 7.0 and mapping is provided for reference
in Attachment 5: FEMA Analysis.
Rev3: 10122118, Rev2: 8131118, Rev1: 3125118
2017-119 Walcott Lane 1 - Original: November 14, 2017
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 ��,�:����•, ,,,���,,,� �,, ���,��„�
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
4.0 EXISTING CONDITIONS CALCULATIONS
The existing conditions have been evaluated using the Rational Method from the Riverside County Flood
Control and Water Conservation District Hydrology Manual (April 1978). 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 in Attachment 2 for reference. The existing conditions exhibit is
provided for reference in Attachment 4. A summary of the existing conditions calculations is as follows:
A summary of the existing conditions data is as follows:
EXISTING CONDITIONS COMPLIANCE POINT A SUMMARY
DATA
100-YEAR
AMC CONDITION
3
STUDY NODE POINT
1.22
INTENSITY IN/HR
4.842
TOTAL DISCHARGE cfs
2.2
TIME OF CONCENTRATION MIN
5.49
AREA ACRES
0.504
EXISTING CONDITIONS COMPLIANCE POINT B SUMMARY
DATA
100-YEAR
AMC CONDITION
3
STUDY NODE POINT
2.22
INTENSITY IN/HR
4.262
TOTAL DISCHARGE cfs
6.6
TIME OF CONCENTRATION MIN
6.93
AREA ACRES
1.741
5.0 PROPOSED CONDITIONS CALCULATIONS
The proposed conditions have been evaluated using the Rational Method from the Riverside County Flood
Control and Water Conservation District Hydrology Manual (April 1978). 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 in Attachment 3 for reference. The proposed conditions exhibit is
provided for reference in Attachment 4. A summary of the proposed conditions calculations is as follows:
A summary of the proposed conditions data is as follows:
PROPOSED CONDITIONS COMPLIANCE POINT A SUMMARY
DATA
100-YEAR
AMC CONDITION
3
STUDY NODE POINT
1.62
INTENSITY IN/HR
4.821
TOTAL DISCHARGE cfs
2.7
TIME OF CONCENTRATION MIN
8.19
AREA ACRES
0.745
Rev3: 10/22/18, Rev2: 8/31/18, Rev1. 3125118
2017-119 Walcott Lane -2- Original: November 14, 2017
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 v�➢,1LIId Enyli1lot i 11111,11Id we
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
PROPOSED CONDITIONS COMPLIANCE POINT B SUMMARY
DATA
100-YEAR
AMC CONDITION
3
STUDY NODE POINT
2.82
INTENSITY IN/HR
4.387
TOTAL DISCHARGE cfs
5.9
TIME OF CONCENTRATION MIN
6.39
AREA ACRES
1.499
6.0 COMPARISON
The project site proposes low impact development elements like draining impervious areas to landscaped
areas. A comparison of pre- and post- conditions at Confluence Points A and B is as follows:
COMPLIANCE POINT A SUMMARY COMPARISON
DATA
EXISTING
PROPOSED
COMPARISON
INTENSITY IN/HR
4.842
4.821
- 0.021
TOTAL DISCHARGE cfs
2.2
2.7
+ 0.5
TIME OF CONCENTRATION MIN
5.49
8.19
+ 5.70
AREA ACRES
0.504
0.745
1 + 0.241
COMPLIANCE POINT B SUMMARY COMPARISON
DATA
EXISTING
PROPOSED
COMPARISON
INTENSITY IN/HR
4.262
4.387
+ 0.125
TOTAL DISCHARGE cfs
6.6
5.9
- 0.7
TIME OF CONCENTRATION MIN
6.93
6.39
- 0.54
AREA ACRES
1.741
1 1.499
1 - 0.241
With the comparisons in mind, the overall downstream convergence, beyond the scope of the project's
proposed development, the summary is as follows:
OVERALL DOWNSTREAM SUMMARY
DATA
BASIN 1
BASIN 2
OVERALL
IMPACT
INTENSITY IN/HR
- 0.021
+ 0.125
+ 0.538
TOTAL DISCHARGE cfs
+ 0.5
- 0.7
- 0.2
TIME OF CONCENTRATION MIN
+ 5.70
- 0.54
+ 5.16
AREA ACRES
+ 0.241
- 0.241
0
Rev3. 10122118, Rev2. 8131118, Rev1: 3125118
2017-119 Walcott Lane - 3 - Original: November 14, 2017
HYDROLOGY REPORT fill
2 OF PM 12078
LD18-0135, LD18-0066 Votit is I i(Imi-ei iq Inland IN(
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
7.0 FEMA ANALYSIS
Based on the FEMA Flood Insurance Study Mapping excerpt provided in Attachment 5 the project site is
not designated in any Flooding by FEMA standards.
8.0 CONCLUSION
The proposed project will grade portions of a vacant residential lot to construct a new single-family
residence, garage, barn, corral and associated other residential design elements on a previously graded
site designated for a single-family residence.
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 local 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
due to no streams or rivers being located within or directly downstream of the project site. This
project site will continue to discharge at the same general confluence points in the proposed
condition as the existing condition.
Flooding Statement: The proposed project does not substantially alter the existing flooding
pattern of the site or area in a manner which would result in flooding on- or off -site, nor up- or -
down stream.
Housing in a 100-Year Flood Hazard Statement: The project does not propose housing in a
FEMA mapped flood hazard area per the appropriate FEMA map. This map is provided for
reference in Attachment 5.
9.0 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
Rev3: 10122118, Rev2: 8131118, Rev1: 3125118
2017-119 Walcott Lane - 4 - Original: November 14, 2017
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 V"(1,11tn'Jin-"inq 1111mid we
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
10.0 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.
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
LFREDO S.D.
No. 66532
Exp. 6-30-20
CIVIL
11.0 ATTACHMENTS
The following attachment sections are provided for reference:
10/22/18
Date
11.1 ATTACHMENT 1: STANDARD EXCERPTS
This attachment contains excerpts from the standards. Please refer to the attached references.
11.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions calculations. The existing conditions
calculations are summarized in Section 4 of the report. Calculations are provided here for
reference.
11.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
This attachment contains the proposed conditions calculations. The proposed conditions
calculations are summarized in Section 5 of the report. Calculations are provided here for
reference.
11.4 ATTACHMENT 4: HYDROLOGY EXHIBITS
The Existing Conditions Hydrology Exhibit, Proposed Conditions Hydrology Exhibit, and a copy of
the project site's grading plan are provided here for reference.
11.5 ATTACHMENT 5: FEMA ANALYSIS
The site -specific FEMA information is provided here for reference.
Rev3: 10122118, Rev2. 8131118, Rev1. 3125118
2017-119 Walcott Lane -5- Original. November 14, 2017
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 VenhIra e,,,j;,,,,otin, Inland IN(
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
ATTACHMENT 1: STANDARD EXCERPTS
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.
Riverside County - SWCT Report Page 1 of 1
WQMP Project Report
County of Riverside Stormwater Program
Santa Ana River Watershed Geodatabase
Tuesday, November 14, 2017
Note: The information provided in this report and on the Stormwater Geodatabase for the County of Riverside Stormwater Program is intended to provide basic guidance in the
preparation of the applicant's Water Quality Management Plan (WQMP) and should not be relied upon without independent verification.
Project Site Parcel Number(s):
957261011, 957170017, 957261010
Latitude/Longitude:
33.5343,-117.1049
Thomas Brothers Page:
959
Project Site Acreage:
2.33
Watershed(s):
SANTA MARGARITA
This Project Site Resides in the following Hydrologic Unit HUC Name - HUC Number
(s) (HUC):
Santa Gertudis Creek - 180703020406
The HUCs Contribute stormwater to the following 303d
WBID Name - WBID Number
listed water bodies and TMDLs which may include
Santa Margarita River (Lower) - CAR9021100019980911161346
drainage from your proposed Project Site:
Santa Margarita River (Upper) - CAR9022200020011001141050
Murrieta Creek - CAR9023200020010924152136
Santa Gertrudis Creek - CAR9024200020080825001546
These 303d listed Water bodies and TMDLs have the
Bacterial Indicators - Enterococcus, Escherichia coli (E. coli), Fecal Coliform
following Pollutants of Concern (POC):
Metals/Metalloids - Copper, Iron, Manganese
Nutrients - Nitrogen, Phosphorus, Total Nitrogen as N
Pesticides - Chlorpyrifos
Limitations on Infiltration:
Project Site Onsite Soils Group(s) - C
nown Groundwater Contamination Plumes within 1000' - No
Adjacent Water Supply Wells(s) - No information available please contact your local water
agency for more information. Your local contact agency is EASTERN MUNICIPAL W.D.,
RANCHO CALIFORNIA W.D.. Your local wholesaler contact agency is METROPOLITAN
WATER DISTRICT.
Environmentally Sensitive Areas within 200'(Fish and
None
Wildlife Habitat/Species):
Environmentally Sensitive Areas within 200'(CVMSHCP):
None
Environmentally Sensitive Areas within 200'(WRMSHCP):
Steven's Kangaroo Rat,Burrowing Owl Survey Required Area
Groundwater elevation from Mean Sea Level:
No Data
85th Percentile Design Storm Depth (in):
0.755
Groundwater Basin:
TEMECULA VALLEY
MSHCP/CVMSHCP Criteria Cell(s):
No Data
Retention Ordinance Information:
No Data
Studies and Reports Related to Project Site:
IBI Scores - Southern Cal
bulletin118_4-sc
water_fact _3_7.11
Murrieta Creek
Santa Margarita River Watershed Annual Watermaster
Murrieta Creek/Murrieta Valley ADP Map 1
Murrieta Creek/Murrieta Valley ADP Map 2
Murrieta Creek/Murrieta Valley ADP Report
SMR Annual Report 2009-10
http://rivco.pei-m itrack.com/report/report.asp?septic=&SECAREA=&PNUM=95726101 1... 1 1 / 14/2017
L
1000
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Development , Tc = 9.7 min.
Reference: Bibliography item No. 35.
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RCFC a WCD
HYDROLOGY ]MANUAL
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
Soil Group
A
B
C
D
Cover (2)
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
URBAN COVERS -
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
76
85
90
92
(Land plowed but not tilled or seeded)
R C F C a w C D RUNOFF INDEX NUMBERS
FOR
r�`tDR�L�JGY 1�/JANUAL
PERVIOUS AREA
PLATE D-5.5 0 of 2)
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3)
Quality of
Soil Group
A
B
I C
D
Cover (2)
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
(Citrus, avocados, etc.)
Fair
44
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 detailed 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 a W C O RUNOFF INDEX
NUMBERS
!-JYDROL OGY 1\/IANUAL
FOR
PERVIOUS
AREA
PLATE D-5.5(2of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range -Percent For Average
Conditions-Percent(2
Natural or Agriculture 1 0 - 10 I 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. (31 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 a WCD
r�`tDROLUGY 1\/JANUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE E-6.3
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 venter„ lnyo,B@l;Oy 1111,t„d IN(
40345 WALCOTT LANE, TEMECULA, CA 92591 VE
ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions calculations. Please see the attached calculations.
HYDROLOGY REPORT
PARCEL 2 OF PM 12078 111
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 VL I
EXISTING CONDITIONS, CONFLUENCE POINT A
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 11/16/17 File: 2017119d1exb1.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(ln/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(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(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 = 1320.000(Ft.)
Bottom (of initial area) elevation = 1299.000(Ft.)
Difference in elevation = 21.000(Ft.)
Slope = 0.21000 s(percent)= 21.00
TC = k(0.530)*[(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(ln/Hr) fora 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.889
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.798(CFS)
Total initial stream area = 0.176(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 l,t.,
WALCOTT LANE, TEMECULA, CA 92591 V EI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.542(CFS)
Depth of flow = 0.098(Ft.), Average velocity = 4.049(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 6.00 0.00
3 20.00 0.25
Manning's'N' friction factor = 0.020
Sub -Channel flow = 1.542(CFS)
flow top width = 7.806(Ft.)
velocity= 4.049(Ft/s)
area = 0.381(Sq. Ft)
Froude number = 3.230
Upstream point elevation = 1299.000(Ft.)
Downstream point elevation = 1279.000(Ft.)
Flow length = 120.000(Ft.)
Travel time = 0.49 min.
Time of concentration = 5.49 min.
Depth of flow = 0.098(Ft.)
Average velocity = 4.049(Ft/s)
Total irregular channel flow = 1.542(CFS)
Irregular channel normal depth above invert elev. = 0.098(Ft.)
Average velocity of channel(s) = 4.049(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.889
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.842(ln/Hr) fora 100.0 year storm
Subarea runoff = 1.411(CFS) for 0.328(Ac.)
Total runoff = 2.209(CFS) Total area = 0.504(Ac.)
Depth of flow = 0.112(Ft.), Average velocity = 4.430(Ft/s)
End of computations, total study area = 0.50 (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 = 89.0
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 V E
EXISTING CONDITIONS, CONFLUENCE POINT B
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 11/16/17 File: 2017119d1exb2.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(ln/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 = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(ln/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.110 to Point/Station 2.210
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 76.000(Ft.)
Top (of initial area) elevation = 1320.000(Ft.)
Bottom (of initial area) elevation = 1318.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.02632 s(percent)= 2.63
TC = k(0.530)*[(lengthA3)/(elevation change) ]^0.2
Initial area time of concentration = 6.202 min.
Rainfall intensity = 4.529(ln/Hr) fora 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.888
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.213(CFS)
Total initial stream area = 0.053(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 VET
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.210 to Point/Station 2.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 3.431(CFS)
Depth of flow = 0.148(Ft.), Average velocity = 5.741(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 11.70 0.00
3 27.20 0.50
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 3.431(CFS)
flow top width = 8.063(Ft.)
velocity= 5.741(Ft/s)
area = 0.598(Sq.Ft)
Froude number = 3.717
Upstream point elevation = 1318.000(Ft.)
Downstream point elevation = 1270.000(Ft.)
Flow length = 250.000(Ft.)
Travel time = 0.73 min.
Time of concentration = 6.93 min.
Depth of flow = 0.148(Ft.)
Average velocity = 5.741(Ft/s)
Total irregular channel flow = 3.431(CFS)
Irregular channel normal depth above invert elev. = 0.148(Ft.)
Average velocity of channel(s) = 5.741(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 95.60
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.262(ln/Hr) fora 100.0 year storm
Subarea runoff = 6.383(CFS) for 1.688(Ac.)
Total runoff = 6.596(CFS) Total area = 1.741(Ac.)
Depth of flow = 0.189(Ft.), Average velocity = 6.761(Ft/s)
End of computations, total study area = 1.74 (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 = 89.0
HYDROLOGY REPORT �/��
PARCEL 2 OF PM 12078
LD18-0135 vVillmo flujil,.win') Inkild we
WALCOTT LANE, TEMECULA, CA 92591 VEI
ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
This attachment contains the proposed conditions calculations. Please see the attached calculations.
HYDROLOGY REPORT f
PARCEL 2 OF PM 12078 q1171
LD18-0135 V,nt oo hulln •emul 1111.110 w(
WALCOTT LANE, TEMECULA, CA 92591 VLI
PROPOSED CONDITIONS, CONFLUENCE POINT A
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 08/31/18 File:2017119b1d3.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(ln/Hr)
10 year storm 60 minute intensity = 0.880(ln/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(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 = 1313.000(Ft.)
Bottom (of initial area) elevation = 1312.000(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.390)*[(lengthA3)/(elevation change)]^0.2
Initial area time of concentration = 6.181 min.
Rainfall intensity = 4.538(ln/Hr) fora 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.669(CFS)
Total initial stream area = 0.167(Ac.)
Pervious area fraction = 0.500
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 �I
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.310
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.839(CFS)
Depth of flow = 0.082(Ft.), Average velocity = 5.003(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.40
2 20.00 0.00
3 20.00 0.40
Manning's W friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 0.839(CFS)
flow top width = 4.095(Ft.)
velocity= 5.003(Ft/s)
area = 0.168(Sq.Ft)
Froude number = 4.357
Upstream point elevation = 1312.000(Ft.)
Downstream point elevation = 1295.970(Ft.)
Flow length = 115.000(Ft.)
Travel time = 0.38 min.
Time of concentration = 6.56 min.
Depth of flow = 0.082(Ft.)
Average velocity = 5.003(Ft/s)
Total irregular channel flow = 0.839(CFS)
Irregular channel normal depth above invert elev. = 0.082(Ft.)
Average velocity of channel(s) = 5.003(Ft/s)
Adding area flow to channel
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.882
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 4.390(ln/Hr) fora 100.0 year storm
Subarea runoff = 0.329(CFS) for 0.085(Ac.)
Total runoff = 0.998(CFS) Total area = 0.252(Ac.)
Depth of flow = 0.087(Ft.), Average velocity = 5.225(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.320
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.420(CFS)
Depth of flow = 0.144(Ft.), Average velocity = 2.492(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
HYDROLOGY REPORT
PARCEL 2 OF PM 12078 ,
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 VEI
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 50.00 0.00
3 55.00 1.00
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 1.420(CFS)
flow top width = 7.917(Ft.)
velocity= 2.492(Ft/s)
area = 0.570(Sq.Ft)
Froude number = 1.637
Upstream point elevation = 1295.970(Ft.)
Downstream point elevation = 1289.000(Ft.)
Flow length = 185.000(Ft.)
Travel time = 1.24 min.
Time of concentration = 7.80 min.
Depth of flow = 0.144(Ft.)
Average velocity = 2.492(Ft/s)
Total irregular channel flow = 1.420(CFS)
Irregular channel normal depth above invert elev. = 0.144(Ft.)
Average velocity of channel(s) = 2.492(Ft/s)
Adding area flow to channel
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Rainfall intensity = 3.992(ln/Hr) fora 100.0 year storm
Subarea runoff = 0.749(CFS) for 0.213(Ac.)
Total runoff = 1.747(CFS) Total area = 0.465(Ac.)
Depth of flow = 0.156(Ft.), Average velocity = 2.624(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.320 to Point/Station 1.330
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.074(Ft.), Average velocity = 7.829(Ft/s)
******* 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 = 0.013
Sub -Channel flow = 1.747(CFS)
flow top width = 3.000(Ft.)
velocity= 7.829(Ft/s)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135
'.nlrr -r llnrry n°.ri irJnlul I•,1l
WALCOTT LANE, TEMECULA, CA 92591 VEI
area = 0.223(Sq.Ft)
Froude number = 5.059
Upstream point elevation = 1289.000(Ft.)
Downstream point elevation = 1288.200(Ft.)
Flow length = 5.000(Ft.)
Travel time = 0.01 min.
Time of concentration = 7.81 min.
Depth of flow = 0.074(Ft.)
Average velocity = 7.829(Ft/s)
Total irregular channel flow = 1.747(CFS)
Irregular channel normal depth above invert elev. = 0.074(Ft.)
Average velocity of channel(s) = 7.829(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.330 to Point/Station 1.340
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1288.200(Ft.)
Downstream point elevation = 1288.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 1.747(CFS)
Depth of flow = 0.265(Ft.), Average velocity = 2.001(Ft/s)
Channel flow top width = 4.090(Ft.)
Flow Velocity = 2.00(Ft/s)
Travel time = 0.08 min.
Time of concentration = 7.90 min.
Sub -Channel No. 1 Critical depth = 0.225(Ft.)
Critical flow top width = 3.848(Ft.)
Critical flow velocity= 2.450(Ft/s)
Critical flow area = 0.713(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.340 to Point/Station 1.610
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.131(Ft.), Average velocity = 4.661(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 13.70 0.00
3 22.00 0.50
Manning's 'N' friction factor = 0.020
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135,„,
WALCOTT LANE, TEMECULA, CA 92591 V L 1
Sub -Channel flow = 1.747(CFS)
flow top width = 5.743(Ft.)
velocity= 4.661(Ft/s)
area = 0.375(Sq.Ft)
Froude number = 3.215
Upstream point elevation = 1288.000(Ft.)
Downstream point elevation = 1282.000(Ft.)
Flow length = 40.000(Ft.)
Travel time = 0.14 min.
Time of concentration = 8.04 min.
Depth of flow = 0.131(Ft.)
Average velocity = 4.661(Ft/s)
Total irregular channel flow = 1.747(CFS)
Irregular channel normal depth above invert elev. = 0.131(Ft.)
Average velocity of channel(s) = 4.661(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.610
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.465(Ac.)
Runoff from this stream = 1.747(CFS)
Time of concentration = 8.04 min.
Rainfall intensity = 3.927(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.510
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 90.000(Ft.)
Top (of initial area) elevation = 1313.000(Ft.)
Bottom (of initial area) elevation = 1311.000(Ft.)
Difference in elevation = 2.000(Ft.)
Slope = 0.02222 s(percent)= 2.22
TC = k(0.390)*[(lengthA3)/(elevation change)]10.2
Initial area time of concentration = 5.051 min.
Rainfall intensity = 5.071(ln/Hr) fora 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.278(CFS)
Total initial stream area = 0.062(Ac.)
Pervious area fraction = 0.500
HYDROLOGY REPORT 011
PARCEL 2 OF PM 12078
LD18-0135 VI-W - 11111if„•, rif i we
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.520
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.390(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 12.822(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 1.25 0.00
3 2.50 1.00
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 0.390(CFS)
flow top width = 0.390(Ft.)
velocity= 12.822(Ft/s)
area = 0.030(Sq.Ft)
Froude number = 8.090
Upstream point elevation = 1311.000(Ft.)
Downstream point elevation = 1290.000(Ft.)
Flow length = 40.000(Ft.)
Travel time = 0.05 min.
Time of concentration = 5.10 min.
Depth of flow = 0.156(Ft.)
Average velocity = 12.822(Ft/s)
Total irregular channel flow = 0.390(CFS)
Irregular channel normal depth above invert elev. = 0.156(Ft.)
Average velocity of channel(s) = 12.822(Ft/s)
Adding area flow to channel
UNDEVELOPED (good 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 = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 5.042(ln/Hr) fora 100.0 year storm
Subarea runoff = 0.221(CFS) for 0.050(Ac.)
Total runoff = 0.499(CFS) Total area = 0.112(Ac.)
Depth of flow = 0.171(Ft.), Average velocity = 13.637(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.520 to Point/Station 1.530
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1290.000(Ft.)
Downstream point elevation = 1289.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 Vr111ma fnginrrtinq Inland IN(
WALCOTT LANE, TEMECULA, CA 92591 VE I
Slope or'Z' of right channel bank = 3.000
Manning's'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 0.499(CFS)
Depth of flow = 0.081(Ft.), Average velocity = 2.238(Ft/s)
Channel flow top width = 2.988(Ft.)
Flow Velocity = 2.24(Ft/s)
Travel time = 0.07 min.
Time of concentration = 5.18 min.
Sub -Channel No. 1 Critical depth = 0.104(Ft.)
Critical flow top width = 3.121(Ft.)
Critical flow velocity= 1.716(Ft/s)
Critical flow area = 0.291(Sq. Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.530 to Point/Station 1.610
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.087(Ft.), Average velocity = 3.010(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 13.70 0.00
3 22.00 0.50
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 0.499(CFS)
flow top width = 3.820(Ft.)
velocity= 3.010(Ft/s)
area = 0.166(Sq.Ft)
Froude number = 2.545
Upstream point elevation = 1289.000(Ft.)
Downstream point elevation = 1282.000(Ft.)
Flow length = 65.000(Ft.)
Travel time = 0.36 min.
Time of concentration = 5.54 min.
Depth of flow = 0.087(Ft.)
Average velocity = 3.010(Ft/s)
Total irregular channel flow = 0.499(CFS)
Irregular channel normal depth above invert elev. = 0.087(Ft.)
Average velocity of channel(s) = 3.010(Ft/s)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.610
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.112(Ac.)
Runoff from this stream = 0.499(CFS)
Time of concentration = 5.54 min.
Rainfall intensity = 4.821(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.747 8.04 3.927
2 0.499 5.54 4.821
Largest stream flow has longer time of concentration
Qp = 1.747 + sum of
Qb la/lb
0.499 * 0.815 = 0.407
Qp = 2.153
Total of 2 streams to confluence:
Flow rates before confluence point:
1.747 0.499
Area of streams before confluence:
0.465 0.112
Results of confluence:
Total flow rate = 2.153(CFS)
Time of concentration = 8.038 min.
Effective stream area after confluence = 0.577(Ac.)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078'
LD 18-0135
WALCOTT LANE, TEMECULA, CA 92591 VE1
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.610 to Point/Station 1.620
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 2.467(CFS)
Depth of flow = 0.178(Ft.), Average velocity = 5.569(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 7.00 0.00
3 14.00 0.50
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 2.467(CFS)
flow top width = 4.980(Ft.)
velocity= 5.569(Ft/s)
area = 0.443(Sq. Ft)
Froude number = 3.291
Upstream point elevation = 1282.000(Ft.)
Downstream point elevation = 1279.000(Ft.)
Flow length = 50.000(Ft.)
Travel time = 0.15 min.
Time of concentration = 8.19 min.
Depth of flow = 0.178(Ft.)
Average velocity = 5.569(Ft/s)
Total irregular channel flow = 2.467(CFS)
Irregular channel normal depth above invert elev. = 0.178(Ft.)
Average velocity of channel(s) = 5.569(Ft/s)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.870
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.888(ln/Hr) fora 100.0 year storm
Subarea runoff = 0.569(CFS) for 0.168(Ac.)
Total runoff = 2.722(CFS) Total area = 0.745(Ac.)
Depth of flow = 0.185(Ft.), Average velocity = 5.708(Ft/s)
End of computations, total study area = 0.75 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.646
Area averaged RI index number = 76.5
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135-.... lm., h"Jj„ 1�1
WALCOTT LANE, TEMECULA, CA 92591 VEI
PROPOSED CONDITIONS, CONFLUENCE POINT B
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 08/31/18 File: 2017119b2d3.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(ln/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 = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(ln/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.110 to Point/Station 2.120
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 25.000(Ft.)
Top (of initial area) elevation = 1311.540(Ft.)
Bottom (of initial area) elevation = 1300.700(Ft.)
Difference in elevation = 10.840(Ft.)
Slope = 0.43360 s(percent)= 43.36
TC = k(0.940)*[(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) fora 100.0 year storm
UNDEVELOPED (good 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 = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.201(CFS)
Total initial stream area = 0.045(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.120 to Point/Station 2.130
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.140(Ft.), Average velocity = 4.102(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 2.50 0.00
3 5.00 1.00
Manning's'N' friction factor = 0.013
Sub -Channel flow = 0.201(CFS)
flow top width = 0.701(Ft.)
velocity= 4.102(Ft/s)
area = 0.049(Sq.Ft)
Froude number = 2.731
Upstream point elevation = 1300.700(Ft.)
Downstream point elevation = 1297.500(Ft.)
Flow length = 65.000(Ft.)
Travel time = 0.26 min.
Time of concentration = 5.26 min.
Depth of flow = 0.140(Ft.)
Average velocity = 4.102(Ft/s)
Total irregular channel flow = 0.201(CFS)
Irregular channel normal depth above invert elev. = 0.140(Ft.)
Average velocity of channel(s) = 4.102(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.130 to Point/Station 2.140
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1206i500(Ft.)
Downstream point/station elevation = 1288.500(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.201(CFS)
Given pipe size = 8.00(ln.)
Calculated individual pipe flow = 0.201(CFS)
Normal flow depth in pipe = 1.19(ln.)
Flow top width inside pipe = 5.69(ln.)
Critical Depth = 2.48(In.)
Pipe flow velocity = 6.24(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 5.44 min.
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 I iW11 Ww, j ,
WALCOTT LANE, TEMECULA, CA 92591 VLI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.140 to Point/Station 2.210
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1288.500(Ft.)
Downstream point elevation = 1288.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 0.201(CFS)
Depth of flow = 0.058(Ft.), Average velocity = 1.289(Ft/s)
Channel flow top width = 2.850(Ft.)
Flow Velocity = 1.29(Ft/s)
Travel time = 0.13 min.
Time of concentration = 5.57 min.
Sub -Channel No. 1 Critical depth = 0.058(Ft.)
Critical flow top width = 2.846(Ft.)
Critical flow velocity= 1.307(Ft/s)
Critical flow area = 0.154(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.210 to Point/Station 2.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 1.614(CFS)
Depth of flow = 0.176(Ft.), Average velocity = 3.841(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 6.00 0.00
3 27.00 1.00
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 1.614(CFS)
flow top width = 4.764(Ft.)
velocity= 3.841(Ft/s)
area = 0.420(Sq.Ft)
Froude number = 2.279
Upstream point elevation = 1288.000(Ft.)
Downstream point elevation = 1275.000(Ft.)
Flow length = 190.000(Ft.)
Travel time = 0.82 min.
Time of concentration = 6.39 min.
Depth of flow = 0.176(Ft.)
Average velocity = 3.841(Ft/s)
Total irregular channel flow = 1.614(CFS)
Irregular channel normal depth above invert elev. = 0.176(Ft.)
Average velocity of channel(s) = 3.841(Ft/s)
HYDROLOGY REPORT��
PARCEL 2 OF PM 12078
LD18-0135 Venhira higincering Inland IN(
WALCOTT LANE, TEMECULA, CA 92591 VET
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.455(ln/Hr) fora 100.0 year storm
Subarea runoff = 2.773(CFS) for 0.712(Ac.)
Total runoff = 2.974(CFS) Total area = 0.757(Ac.)
Depth of flow = 0.222(Ft.), Average velocity = 4.475(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.110 to Point/Station 2.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 0.757(Ac.)
Runoff from this stream = 2.974(CFS)
Time of concentration = 6.39 min.
Rainfall intensity = 4.455(ln/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.310 to Point/Station 2.320
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 20.000(Ft.)
Top (of initial area) elevation = 1313.000(Ft.)
Bottom (of initial area) elevation = 1303.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.50000 s(percent)= 50.00
TIC = k(0.940)*[(lengthA3)/(elevation change )]A0.2
Warning: TIC 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(ln/Hr) fora 100.0 year storm
UNDEVELOPED (good 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 = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.179(CFS)
Total initial stream area = 0.040(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 W„lma oi(jine hunt Inland IN(
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.320 to Point/Station 2.330
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.152(Ft.), Average velocity = 3.089(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 2.50 0.00
3 5.00 1.00
Manning's'N' friction factor= 0.013
Sub -Channel flow = 0.179(CFS)
flow top width = 0.761(Ft.)
velocity= 3.089(Ft/s)
area = 0.058(Sq.Ft)
Froude number = 1.973
Upstream point elevation = 1303.000(Ft.)
Downstream point elevation = 1302.000(Ft.)
Flow length = 40.000(Ft.)
Travel time = 0.22 min.
Time of concentration = 5.22 min.
Depth of flow = 0.152(Ft.)
Average velocity = 3.089(Ft/s)
Total irregular channel flow = 0.179(CFS)
Irregular channel normal depth above invert elev. = 0.152(Ft.)
Average velocity of channel(s) = 3.089(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.330 to Point/Station 2.340
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1300.000(Ft.)
Downstream point/station elevation = 1291.500(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.179(CFS)
Given pipe size = 8.00(ln.)
Calculated individual pipe flow = 0.179(CFS)
Normal flow depth in pipe = 0.98(ln.)
Flow top width inside pipe = 5.25(ln.)
Critical Depth = 2.33(ln.)
Pipe flow velocity = 7.29(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.31 min.
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135 Venture engincerfnq InIand IN(
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.340 to Point/Station 2.350
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1291.500(Ft.)
Downstream point elevation = 1291.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's 'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 0.179(CFS)
Depth of flow = 0.054(Ft.), Average velocity = 1.234(Ft/s)
Channel flow top width = 2.827(Ft.)
Flow Velocity = 1.23(Ft/s)
Travel time = 0.14 min.
Time of concentration = 5.44 min.
Sub -Channel No. 1 Critical depth = 0.053(Ft.)
Critical flow top width = 2.816(Ft.)
Critical flow velocity= 1.277(Ft/s)
Critical flow area = 0.140(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.350 to Point/Station 2.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.034(Ft.), Average velocity = 2.035(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 25.00 0.00
3 37.00 0.25
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 0.179(CFS)
flow top width = 5.102(Ft.)
velocity= 2.035(Ft/s)
area = 0.088(Sq.Ft)
Froude number = 2.731
Upstream point elevation = 1291.000(Ft.)
Downstream point elevation = 1275.000(Ft.)
Flow length = 95.000(Ft.)
Travel time = 0.78 min.
Time of concentration = 6.22 min.
Depth of flow = 0.034(Ft.)
Average velocity = 2.035(Ft/s)
Total irregular channel flow = 0.179(CFS)
Irregular channel normal depth above invert elev. = 0.034(Ft.)
Average velocity of channel(s) = 2.035(Ft/s)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 Wntwo enylneerinn hiiand IN(
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.310 to Point/satation 2.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.040(Ac.)
Runoff from this stream = 0.179(CFS)
Time of concentration = 6.22 min.
Rainfall intensity = 4.522(ln/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.410 to Point/Station 2.420
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 50.000(Ft.)
Top (of initial area) elevation = 1312.520(Ft.)
Bottom (of initial area) elevation = 1311.500(Ft.)
Difference in elevation = 1.020(Ft.)
Slope = 0.02040 s(percent)= 2.04
TIC = k(0.390)*[(lengthA3)/(elevation change)]^0.2
Warning: TIC 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(ln/Hr) fora 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.262(CFS)
Total initial stream area = 0.058(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.420 to Point/Station 2.430
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1310.500(Ft.)
Downstream point/station elevation = 1287.000(Ft.)
Pipe length = 85.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.262(CFS)
Given pipe size = 8.00(ln.)
Calculated individual pipe flow = 0.262(CFS)
Normal flow depth in pipe = 1.11(ln.)
Flow top width inside pipe = 5.52(ln.)
Critical Depth = 2.83(ln.)
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 5.16 min.
HYDROLOGY REPORT Willi
2 OF PM 12078
LD18-0135 V,.nI f iigiiweiin, Inlaiud we
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.430 to Point/Station 2.440
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1287.000(Ft.)
Downstream point elevation = 1286.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 0.262(CFS)
Depth of flow = 0.056(Ft.), Average velocity = 1.767(Ft/s)
Channel flow top width = 2.833(Ft.)
Flow Velocity = 1.77(Ft/s)
Travel time = 0.09 min.
Time of concentration = 5.25 min.
Sub -Channel No. 1 Critical depth = 0.068(Ft.)
Critical flow top width = 2.907(Ft.)
Critical flow velocity= 1.426(Ft/s)
Critical flow area = 0.183(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.440 to Point/Station 2.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.041(Ft.), Average velocity = 2.289(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 17.00 0.00
3 34.00 0.25
Manning's 'N' friction factor = 0.020
Sub -Channel flow = 0.262(CFS)
flow top width = 5.575(Ft.)
velocity= 2.289(Ft/s)
area = 0.114(Sq. Ft)
Froude number = 2.818
Upstream point elevation = 1286.000(Ft.)
Downstream point elevation = 1275.000(Ft.)
Flow length = 65.000(Ft.)
Travel time = 0.47 min.
Time of concentration = 5.73 min.
Depth of flow = 0.041(Ft.)
Average velocity = 2.289(Ft/s)
Total irregular channel flow = 0.262(CFS)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 ,', hi, nd M
40345 WALCOTT LANE, TEMECULA, CA 92591 VEI
Irregular channel normal depth above invert elev. = 0.041(Ft.)
Average velocity of channel(s) = 2.289(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.410 to Point/Station 2.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 0.058(Ac.)
Runoff from this stream = 0.262(CFS)
Time of concentration = 5.73 min.
Rainfall intensity = 4.733(ln/Hr)
Program is now starting with Main Stream No.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.510 to Point/Station 2.520
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 85.000(Ft.)
Top (of initial area) elevation = 1312.750(Ft.)
Bottom (of initial area) elevation = 1310.000(Ft.)
Difference in elevation = 2.750(Ft.)
Slope = 0.03235 s(percent)= 3.24
TC = k(0.390)*[(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(ln/Hr) fora 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 88.00
Pervious area fraction = 0.500; Impervious fraction = 0.500
Initial subarea runoff = 0.392(CFS)
Total initial stream area = 0.087(Ac.)
Pervious area fraction = 0.500
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135, LD18-0066 venrura Engil""'Inq o,i, nd !r.'
40345 WALCOTT LANE, TEMECULA, CA 92591 VE
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.520 to Point/Station 2.610
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1310.000(Ft.)
Downstream point elevation = 1309.500(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's 'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
HYDROLOGY REPORT ��
PARCEL 2 OF PM 12078
LD18-0135 Vonha,, Irujin entiq Inland IN(
WALCOTT LANE, TEMECULA, CA 92591 VEI
Flow(q) thru subarea = 0.392(CFS)
Depth of flow = 0.086(Ft.), Average velocity = 1.644(Ft/s)
Channel flow top width = 3.019(Ft.)
Flow Velocity = 1.64(Ft/s)
Travel time = 0.10 min.
Time of concentration = 5.10 min.
Sub -Channel No. 1 Critical depth = 0.088(Ft.)
Critical flow top width = 3.027(Ft.)
Critical flow velocity= 1.615(Ft/s)
Critical flow area = 0.243(Sq. Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.610 to Point/Station 2.740
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.955(CFS)
Depth of flow = 0.132(Ft.), Average velocity = 3.925(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 3.00 0.00
3 14.00 0.50
Manning's'N' friction factor = 0.020
Sub -Channel flow = 0.955(CFS)
flow top width = 3.692(Ft.)
velocity= 3.925(Ft/s)
area = 0.243(Sq.Ft)
Froude number = 2.694
Upstream point elevation = 1309.500(Ft.)
Downstream point elevation = 1285.800(Ft.)
Flow length = 225.000(Ft.)
Travel time = 0.96 min.
Time of concentration = 6.06 min.
Depth of flow = 0.132(Ft.)
Average velocity = 3.925(Ft/s)
Total irregular channel flow = 0.955(CFS)
Irregular channel normal depth above invert elev. = 0.132(Ft.)
Average velocity of channel(s) = 3.925(Ft/s)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.589(ln/Hr) fora 100.0 year storm
Subarea runoff = 1.060(CFS) for 0.264(Ac.)
Total runoff = 1.452(CFS) Total area = 0.351(Ac.)
Depth of flow = 0.154(Ft.), Average velocity = 4.359(Ft/s)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135
WALCOTT LANE, TEMECULA, CA 92591 VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.510 to Point/Station 2.740
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 4 in normal stream number 1
Stream flow area = 0.351(Ac. )
Runoff from this stream = 1.452(CFS)
Time of concentration = 6.06 min.
Rainfall intensity = 4.589(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.710 to Point/Station 2.720
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 20.000(Ft.)
Top (of initial area) elevation = 1313.000(Ft.)
Bottom (of initial area) elevation = 1303.000(Ft.)
Difference in elevation = 10.000(Ft.)
Slope = 0.50000 s(percent)= 50.00
TC = k(0.940)*[(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(ln/Hr) fora 100.0 year storm
UNDEVELOPED (good 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 = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.134(CFS)
Total initial stream area = 0.030(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.720 to Point/Station 2.730
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.145(Ft.), Average velocity = 2.551(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 2.50 0.00
3 5.00 1.00
Manning's 'N' friction factor = 0.013
Sub -Channel flow = 0.134(CFS)
flow top width = 0.725(Ft.)
velocity= 2.551(Ft/s)
area = 0.053(Sq.Ft)
Froude number = 1.669
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 �V
WALCOTT LANE, TEMECULA, CA 92591 VEI
Upstream point elevation = 1303.000(Ft.)
Downstream point elevation = 1302.000(Ft.)
Flow length = 55.000(Ft.)
Travel time = 0.36 min.
Time of concentration = 5.36 min.
Depth of flow = 0.145(Ft.)
Average velocity = 2.551(Ft/s)
Total irregular channel flow = 0.134(CFS)
Irregular channel normal depth above invert elev. = 0.145(Ft.)
Average velocity of channel(s) = 2.551(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.730 to Point/Station 2.740
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 1300.000(Ft.)
Downstream point/station elevation = 1285.800(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.134(CFS)
Given pipe size = 8.00(ln.)
Calculated individual pipe flow = 0.134(CFS)
Normal flow depth in pipe = 0.87(ln.)
Flow top width inside pipe = 4.97(In.)
Critical Depth = 2.01(In.)
Pipe flow velocity = 6.58(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 5.54 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.710 to Point/Station 2.740
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 4 in normal stream number 2
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.134(CFS)
Time of concentration = 5.54 min.
Rainfall intensity = 4.821(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.452 6.06 4.589
2 0.134 5.54 4.821
Largest stream flow has longer time of concentration
Qp = 1.452 + sum of
Qb la/lb
0.134* 0.952 = 0.128
Qp = 1.580
Total of 2 streams to confluence:
Flow rates before confluence point:
1.452 0.134
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD 18-0135
WALCOTT LANE, TEMECULA, CA 92591
Area of streams before confluence:
0.351 0.030
Results of confluence:
Total flow rate = 1.580(CFS)
Time of concentration = 6.057 min.
Effective stream area after confluence = 0.381(Ac.)
\',main ! mpnrv. 111,1 Inhwd IM
VEI
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.740 to Point/Station 2.810
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1285.800(Ft.)
Downstream point elevation = 1285.500(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or'Z' of left channel bank = 3.000
Slope or'Z' of right channel bank = 3.000
Manning's 'N' = 0.037
Maximum depth of channel = 0.500(Ft.)
Flow(q) thru subarea = 1.580(CFS)
Depth of flow = 0.224(Ft.), Average velocity = 2.227(Ft/s)
Channel flow top width = 3.842(Ft.)
Flow Velocity = 2.23(Ft/s)
Travel time = 0.07 min.
Time of concentration = 6.13 min.
Sub -Channel No. 1 Critical depth = 0.211(Ft.)
Critical flow top width = 3.766(Ft.)
Critical flow velocity= 2.391(Ft/s)
Critical flow area = 0.661(Sq. Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.810 to Point/Station 2.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 2.125(CFS)
Depth of flow = 0.125(Ft.), Average velocity = 3.788(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 .
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 8.00 0.00
3 18.00 0.25
Manning's'N' friction factor = 0.020
Sub -Channel flow = 2.125(CFS)
flow top width = 8.989(Ft.)
velocity= 3.788(Ft/s)
area= 0.561(Sq.Ft)
Froude number = 2.672
Upstream point elevation = 1285.500(Ft.)
Downstream point elevation = 1275.000(Ft.)
Flow length = 100.000(Ft.)
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 t
WALCOTT LANE, TEMECULA, CA 92591 VEI
Travel time = 0.44 min.
Time of concentration = 6.57 min.
Depth of flow = 0.125(Ft.)
Average velocity = 3.788(Ft/s)
Total irregular channel flow = 2.125(CFS)
Irregular channel normal depth above invert elev. = 0.125(Ft.)
Average velocity of channel(s) = 3.788(Ft/s)
Adding area flow to channel
UNDEVELOPED (good cover) subarea
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
RI index for soil(AMC 3) = 91.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.387(In/Hr) fora 100.0 year storm
Subarea runoff = 1.008(CFS) for 0.263(Ac.)
Total runoff = 2.588(CFS) Total area = 0.644(Ac.)
Depth of flow = 0.134(Ft.), Average velocity = 3.979(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.510 to Point/Station 2.820
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 4
Stream flow area = 0.644(Ac.)
Runoff from this stream = 2.588(CFS)
Time of concentration = 6.57 min.
Rainfall intensity = 4.387(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1
2.974 6.39
4.455
2
0.179 6.22
4.522
3
0.262 5.73
4.733
4
2.588 6.57
4.387
Largest
stream flow has longer
or shorter time of concentration
Qp =
2.974 + sum of
Qb la/lb
0.179* 0.985 =
0.176
Qb la/Ib
0.262 * 0.941 =
0.246
Qa Tb/Ta
2.588 * 0.973 =
2.517
Qp =
5.914
Total of 4 main streams to confluence:
Flow rates before confluence point:
2.974 0.179 0.262 2.588
Area of streams before confluence:
HYDROLOGY REPORT ���
PARCEL 2 OF PM 12078
LD18-0135 vr111m., Impne,-finQ in1.ind we
WALCOTT LANE, TEMECULA, CA 92591 VEI
0.757 0.040 0.058 0.644
Results of confluence:
Total flow rate = 5.914(CFS)
Time of concentration = 6.391 min.
Effective stream area after confluence = 1.499(Ac.)
End of computations, total study area = 1.50 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.952
Area averaged RI index number = 79.5
HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD 18-0135
WALCOTT LANE, TEMECULA, CA 92591
\-ntur,i I ngi,w,-nnq InIand IN(
VEI
ATTACHMENT 4: EXHIBITS
This attachment contains the vicinity map, the existing condition exhibit, and the proposed condition
exhibits. Please see the attached exhibits.
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HYDROLOGY REPORT
PARCEL 2 OF PM 12078
LD18-0135 Ventura Engineering Inland IN(
WALCOTT LANE, TEMECULA, CA 92591 VET
ATTACHMENT 5: FEMA ANALYSIS
This attachment contains the project site's FEMA determination exhibit. Please see the attached
documents.
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