1996-4730 G Street Address
Category Serial #
Name Description
Plan ck. # Year
recdescv
K&S ENGINEERING
Planning Engineering Surveying
HYDROLOGICAL ANALYSIS
FOR
3270 RIM ROCK CIRCLE
IN
CITY OF ENCINITAS
L
JN 9646 JUN 101996
June 6, 1996 C1W OF Er�C!N!TAS
t :co
NO. 485,q2
S. Exp. r.130-96
I S R. ��8592 DATE
;f CIVIL NN-
7801 Mission Center Court, Suite 200•San Diego, Cali o 62tftl 96-5565 • Fax (619)296-5564
R IV
TABLE OF CONTENTS
1.HYDROLOGY DESIGN MODELS
2.HYDROLOGIC CALCULATIONS .......................... APPENDIX A
3.TABLES AND CHARTS . ............................... APPENDIX B
4.HYDROLOGY MAPS .... ............................... APPENDIX C
I
I
i
T Y
1. HYDROLOGY DESIGN MODELS
A. DESIGN METHODS
THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL
FORMULA IS AS FOLLOWS:
Q = CIA, WHERE : Q= PEAK DISCHARGE IN CUBIC FEET /SECOND
C = RUNOFF COEFFICIENT (DIMENSIONLESS)
I = RAINFALL INTENSITY IN INCHES /HOUR
A = TRIBUTARY DRAINAGE AREA IN ACRES
*1 ACRE INCHES /HOUR = 1.008 CUBIC FEET /SEC
THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE
OVERLAND FLOW FORMULA IS AS FOLLOWS:
T [1.8 (1.1 —C) (L) -'] / (S %) / '
C = RUNOFF COEFFICIENT
L = OVERLAND TRAVEL DISTANCE IN FEET
S = SLOPE IN PERCENT
T TIME IN MINUTES
B. DESIGN CRITERIA
— FREQUENCY, 100 YEAR STORM.
— LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP.
— RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY
DESIGN MANUAL.
C. REFERENCES
— COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL.
— COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING.
— HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION.
r
APPENDIX A
(2. HYDROLOGIC CALCULATIONS)
Natural Condition
SAN DIEGO COUNTY
RATIONAL - HYDROLOGY
PROGRAM PACKAGE
Rational Hydrology Study Date: 6- 6 -1996
----------------------------------------------------------------------------
*USER SPECIFIED HYDROLOGY INFORMATION*
----------------------------------------------------------------------------
Rational method hydrology program based on
San Diego County Flood Control Division
1985 Hydrology Manual
Storm Event(Year) = 100.00
Standard Intensity of Appendix I -B used for year
1: Elevation 0 - 1500 feet
Factor (to multiply * intensity) = 1.0000
Only used if inside City of San Diego
San Diego Hydrology Manual "C" Values Used
Runoff Coefficients by RATIONAL METHOD
777
.+...} ..i.,�....F.�..F..{...F.+.�1�1� 1. I TTTTTT'fTT_ I_J - -1 1 1 1 1 1 1 1 i TT 7 T "TTTTrT
Process from Point/Station 1.000 to Point/Station 2.000
* ** INITIAL AREA EVALUATION * **
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = 1.000
RURAL (lots > 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 400.00
Highest Elevation = 314.20
Lowest Elevation = 253.00
Elevation Difference = 61.20
Time of concentration calculated by the Urban
Areas overland flow method (APP X -C) = 9.426 Min.
TC = [l.8 *(1.1 -C) *DISTANCE ^.5) /(% SLOPE-(1/3))
TC = [1.8 *(1.1- .4500) *( 400.00 ^.5) /( 15.30 ^(1 /3)])= 9.426
100.00 Year Rainfall Intensity (In./Hr.) = 3.692
Subarea(Acres) = 1.32 Subarea Runoff(CFS) = 2.19
Total Area(Acres) = 1.32 Total Runoff(CFS) _
TC(MIN) = 9.43 r
End of computations.. ,
TOTAL STUDY AREA(ACRES) = 1.
i
t
DEVELOPED CONDITION
SAN DIEGO COUNTY
RATIONAL - HYDROLOGY
PROGRAM PACKAGE
Rational Hydrology Study Date: 6- 7 -1996
----------------------------------------------------------------------------
*USER SPECIFIED HYDROLOGY INFORMATION*
----------------------------------------------------------------------------
Rational method hydrology program based on
San Diego County Flood Control Division
1985 Hydrology Manual
Storm Event(Year) = 100.00
Standard Intensity of Appendix I -B used for year
1: Elevation 0 - 1500 feet
Factor (to multiply * intensity) = 1.0000
Only used if inside City of San Diego
San Diego Hydrology Manual "C" Values Used
Runoff Coefficients by RATIONAL METHOD
++++++++++++++++++++++++++++++++++++++++++++ + +++ + . TT.;+++ + + + + ++++++++ + +++++
Process from Point/Station 1.000 to Point/Station 2.000
* * * INITIAL AREA EVALUATION
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = 1.000
RURAL (lots > 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 300.00
Highest Elevation = 314.20
Lowest Elevation = 272.00
Elevation Difference = 42.20
Time of concentration calculated by the Urban
Areas overland flow method (APP X -C) = 8.395 Min.
TC = [1.8 *(I.1 -C) *DISTANCE ^.5) /(% SLOPE
TC = [1.8 *(1.1- .4500) *( 300.00 ^.5) /( 14.07 ^(1 /3)])= 8.395
100.00 Year Rainfall Intensity(In./Hr.) = 3.901
Subarea(Acres) _ .80 Subarea Runoff(CFS) = 1.40
Total Area(Acres) _ .80 Total Runoff(CFS) = 1.40
TC(MIN) = 8.39
+++++++++++++++++++++++++++++++++++++. ++ + + +++ + + + + +++ + + + +++ ++++++ + + + ++
Process from Point/Station 2.000 to Point /Station 3.000
* * * TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME
Upstream point elevation = 272.00
Downstream point elevation = 256.00
Channel length thru subarea(Feet) = 310.00
Channel base(Feet) _ .00
Slope or "Z" of left channel bank = 50.000
Slope or "Z" of right channel bank = 2.000
Mannings "N" _ .044 Maximum depth of channel (Ft.) _ .50
Flow(Q) thru subarea(CFS) = 1.40
Upstream point elevation = 272.00
Downstream point elevation = 256.00
Flow length(Ft.) = 310.00
Travel time (Min.) = 3.29 TC(min.) = 11.69
Depth of flow = .19 (Ft.)
Average Velocity = 1.57 (Ft. /Sec.)
Channel flow top width = 9.65 (Ft.)
Process from Point /Station 2.000 to Point/Station 3.000
* * * SUBAREA FLOW ADDITION
100.00 Year Rainfall Intensity(In./Hr.) = 3.336
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = 1.000
RURAL (lots > 1/2 acre) runoff coefficient = .4500
Subarea(Acres) _ .52 Subarea Runoff(CFS) _ .78
Total Area(Acres) = 1.32 Total Runoff(CFS) = 2.19
TC(M1I) = 11.69
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + +++++++ + + + + +++ ++
Process from Point/Station 3.000 to Point /Station 4.000
* ** PIPEFLOW TIME (USER SPECIFIED SIZE) * **
Upstream point elevation = 254.00
Downstream point elevation = 249.00
Flow length(Ft.) = 18.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 2.19
Given pipe size (In.) = 8.00
Calculated Individual Pipe flow (CFS) = 2.19
Normal flow depth in pipe = 3.23 (In.)
Flow top width inside pipe = 7.85 (In.)
Velocity = 16.540 (Ft/S)
Travel time (Min.) _ .02 TC(min.) = 11.71
End of computations.. ,
TOTAL STUDY AREA(ACRES) = 1.32
APPENDIX B
(3. TABLES AND CHARTS)
MAMMON
I
'` '•. .. Des.
L
wa�ersfied
Divide '
Area /7 "
Area B"
/y D�siyn Painf
f�!ecfive S /ope Line �rYafersfiea� Duf/e��
.sfrEO/77 Prof /�G
i
L I
Area V'
' -, SAN DIEGO COUNTY •
- DEPARTMENT OF SPECIAL DISTRICT SERVICES COMPUTATION OF EFFECTIVE SLOPE
w
FOR NATURAL WATERSHEDS
= DESIGN MANUAL -
kP
ROVE '
<;.� < <r ,
' -r : ��,.,, T DATE r � APPENDIX X- F ti ,
MIND
y E046AT /ON
Feef Tc- `H J
r SOOO Tc - Time o/ conce1711n114n
DOD Z - Lenyfh o/ wafeirhed
H • 0111 "4ce /n elevation a/4v
3000 a / %f /re s/ooe hae (See 4)vc1 d1X Y B) T .
L c
ti!/ /es Feet 114oa s Minafes
1000 4 2�0
3 /80
/ODD /O
\ 900
800 2--
700 /DD
soo
SOO � 80
400 ��� 4—
70
J / 60
� SD
200 Z
40
3D
4QD0 10
SO /a
ID 2000 \ \ 12
/BDD
.30 NOTE /600 /O i
/BDO 9
Pros Z EDAM a — — — a�� /200 B
FOR NATURAL WATERSHIDS
ZD ADD TEN MINUTES Toll 000 7
CPUTED TIME OF CON 800
TION. -�-_ 100
600 S
400
3x 3
5 '
f 2010
` A/ L T
SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION
,_.. DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Tc)
FOR NATURAL WATERSHEDS
' - DESIGN MANUAL
i APPROVED ��. /� le — DATE . ' E l4PPENDIX X -t'
R
Average Values of Roughness Coefficient (Manning 's n)
Roughness
Type of Waterway Coefficient (n)
I. Closed Conduits (1)
Steel (not lined) 0.015
Cast Iron 0.015
Aluminum .021
Corrugated Metal (not lined) 0.024 -
Corrugated Metal (2) (smooth asphalt quarterlining) 0.021
Corrugated Metal (2) (smooth asphalt half lining) 0.018
Corrugated Metal (smooth asphalt full lining) 0.012
Concrete RCP 0.012
Clay (sewer) 0.013
Asbestos Cement PVC 0.011
Drain Tile (terra cotta) 0.015
Cast -in -place Pipe 0.015
Reinforced Concrete Box 0.014
2. Open Channels (1)
a. Unlined
Clay Loam 0.023
Sand 0,020
b. Revetted
Gravel 0.030
Rock D.0µ0
Pipe and Wire 0.025
Sacked Concrete 0.025
c. Lined
Colcrete (poured) 0.014
Air,Blown Mortar (3) 0.016
Asphaltic Concrete or Bituminous Plant Mix 0.018
d. Vegetated (5)
Grass lined, maintained - .035
Grass and Weeds .045
Grass lined.with concrete low flow channel .032
S. Pavement and Gutters (1)
Concrete 0.015
Bituminous (plant- mixed) 0.016
i
. G
APPLXDIX XV.� A ,
..
R 1 •
( TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coeffi C
Land Use Soil Group (1)
A
Residential: B C D
Single Family .40 .45 .50 .55
Multi -Units .45 .50 .60 .70
Mobile homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 ,40 .45
Commercial(2) .70 .75 .80 .85
80% Impervious
Industrial(2) .80 .85 .90 .95
905% Impervious
NOTES:
(1) Soil Group mans are available at the offices of the Department of Public Works.
( actual conditions deviate significantly from the tabulated impervious-
ness values of 80.4 or 90%, the values given for coefficient C. may be revised
by multiplying 80°4 or 90% by the ratio of actual imperviousness to the
tabulated 'imperviousness. However, in no case shall the final coefficient
be less than 0.50. For example: Consider commercial property on D soil,group.
Actual imperviousness = 50 °/
I
Tabulated imperviousness = 80%
Revised C 5 0 x 0.85 0.53
80
IV -A -9
APPENDIX IX -8
x - Rev. S/81
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e - APPENDI)
83
APPENDIX C
(4 . HYDROLOGY MAP)
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