HomeMy WebLinkAboutCT 02-11; TUSCANY BY THE SEA TOWNHOMES; HYDROLOGY/HYDRAULIC ANALYSIS; 2005-01-12HYDROLOGY/HYDRAULIC ANALYSIS
FOR
VILLA PARADISIC
391 TAMARACK AVENUE, CARLSBAD, CA
CT 02-11
Dated: January 12, 2005
Revised: April 29, 2005
Prepared By:
c/i/// engineers anet land surveyors
8348 Center Drive, Suite G
La Mesa, CA 91942-2910
619/697-9234, fax 619/460-2033
CA1062
HYDROLOGY/HYDRAULIC ANALYSIS
FOR
VILLA PARADISIC
CT 02-11
EXISTING SITE CONDITIONS: The site is currently developed with one single-
family residence. The site is currentfy 20% more or less covered with impervious
surfaces. The site drainage consists of one cfrainage basin for the entire site. Surface
runoff sheet flows fi-om the southwesterly comer of the site toward the northeasterly
comer of the site. The distance of the cfrainage flow line is approximately 295 feet. The
difference in elevations of the flow line is 1.5 feet.
PROPOSED SITE CONDITIONS: The proposed site development includes the
complete demolition of all existing stmctures and improvements and the construction ofa
13-unit airspace condominium building which was approved under CP 02-07, CT 02-11
and ZC 01-12. The site development wdll include grading, paved access to subterranean
parking garages. The proposed site development will include 65% impervious surfaces.
The proposed site drainage designs into two drainage basins, the Tamarack Avenue Basin
and Railroad Basin. The Tamarack Avenue Basin includes a 0.231-acre area which
runoffs discharge into the D-7 box, plus a 0.178-acre area which runoffs discharge into
the D-9 box. Both boxes will be discharged into the existing public system which located
in Tamarack Avenue. The Railroad Basin includes approximately 0.265 acre of the site
discharge the runoffs to the AT&SF Railroad through a series of downspout cfrains along
the building's extemal walls.
ON-SITE DRAINAGE FACILITIES: The project proposes to constmct two storm
drain storage basins, a 6' Type F D-7 catch basin and a 6'x6' modified Type A storm
drain cleanout.
The total ninoff volume of the 10-year, 24-hour duration storm event to be discharged
into the D-7 box is 388 cubic feet. The maximum storage volume of the D-7 box is 205
cubic feet. The excessive runoff volume of the 10-year, 6-hour event will be discharged
to the public system through 3-6" PVC overflow pipes.
The total runoff volume of the 10-year, 24-hour duration storm event to be discharged
into the D-9 box is 299 cubic feet. The maximum storage volume ofthe D-9 box is 188
cubic feet. The excessive runoff volume of the 10-year, 6-hour event will be discharged
to the public system through 1-4" PVC plus 3-6" PVC overflow pipes.
The runoffs from building's roofs will be discharged to the exterior of the buildings
through a series of dovmspouts along the extemal walls of the buildings. The residential
level deck will be cfrained to the garage-drive pavement and then sheet flow to three 18"
catch basins located along the garage-drive and discharge to the D-7 catch basin which is
located on the westerly side of the driveway ramp. The D-7 box will be equipped with a
dual sump pump system plus the overflow pipes to ensure the system will discharge the
runoffs of 1 OO-year, 6-hour storm or the 10-year, 24-hour storm.
Page 1 of2
Approximate 60% of the post-development runoff discharge into the existing curb-inlet
on Tamarack Avenue which connected to the existing 10'x4' box culvert running north to
soutii along the easterly A.T. & S.F. right-of-way line. The other 40% of tiie post-
development runoff discharges on to the A.T. & S.F. right-of-way then flows southerly
and discharges to a same point of the existing 10'x4' box culvert.
The peak discharge of 10-year, 6-hour storm of pre-development site = 1.58 cfs
The peak discharge of 10-year, 6-hour storm of post-development site = 1.56 cfs
The peak discharge of 10-year, 24-hour storm of pre-development site = 2.77 cfs
The peak discharge of 10-year, 24-hour storm of post-development site = 2.35 cfs
SUMMARY: The discharge fi-om post-development site is less than the pre-
development site for both 10-year, 6-hour and 24-hour storm; therefore, the development
of the project will not affect the downstream properties.
Page 2 of2
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PRe-DEVeLOPMeA/T
c-HOuR^TDi^yvA
RECEIVED JUL 1 »laae
[PUMPS FOR THE PROFESSIONAt]
SC1801
SPI824
0HK24
CV125
CVI 50
6024
Sump Pump Accessories
•SC1801 - Sump Cover 18' Diameter
•SP1824 - Sump Pit. 18' x24'
• DHK24 - Discharge Hose Kit.
1'X'x24'
•CV125T-Check Valve, w:
Thread X Hose
•CVI25-CheckValve, 1/S Rubber
Slip Connections
•CV2N1-CheckValve, IX or
V/:" Combination
•CV150-Check Valve. IK
Rubber Slip Connections
• 6024 - 9V Battery-operated Sump
Pump Alarm
Sewage & Effluent
Pump Accessories
• JB70 - Junction box, waterproot
•CV200-Check Valve, 2 ' Rubber
Slip Connections
•CV200C-Check Valve, 2" PVC
Compression Connections
• CV300 - Checic Valve, 3" PVC
Compression Connections
• ALM-2 - 115V Powered Alarm,
Switch Activated
•ALM-3-115V Powered Alarm,
with bell
Consult factory for other alarms
and options.
ALM-;
JB70
CV300
CV200C
CV200 4
181
250-Series
1/3 ftp 1/2" Solids-Handling
1-1/2" Discharge
A competitively priced effluent pump
for lower head S.T.E.P systems, mound
systems, liquid waste transfer and com-
mercial sump applications. Constructed
with Liberty's soiid, unique one-piece
cast iron housing. Available with an
integrally wired wide angle float-model
251, or with a piggy-back (series plug) -
model 253.
Features;
•Mhp, 115V., oil filled, thermally
protected motor
• Permanently lubricated bearings
• Vortex style impeller prevents clogging
by foreign material
• y;' solids-handling - IZ' discharge
• Stainless steel fasteners and rotor shaft
Model 250
IVIanual. no switch
Model 251
Wide angle mechanical float, quick-
disconnect
Model 253
Wide angle mechanical float with
series (piggy-back) plug for manual
by-pass operation
PERFORMANCE CURVE
0 10 20 30 40 50 60
U S, Gallons Per Minute
LE30-Serie8
1/3 hp 3/4" Solids-Handling
1-1/2" Discharge
Provides efficient, low cost pumping
in lower head S.T.E.P systems, mound
systems, liquid waste transfer and
commercial sump applications. Built
with heavy cast iron and stainless
steel fasteners for years of reliable
performance.
Features:
• Heavy cast iron construction
• All stainless steel fasteners
• Stainless steel rotor shaft
• Oil filled, thermally protected motor
• Permanently lubricated bearings
• Vortex style impeller
Model LE31M
115V IVIanual: 1725 RPM, 10,5a
Model LE31A
115V Automatic: 1725 RPM. 10.5a
(Automatic models feature a mercury-tree switch
with scries plug)
PERFORMANCE CURVE
0 10 20 30 40 SO 60
U.S Gallons Per Minute
LEBO'Series High Head
6/10 hp 1/2" Solids-Handling
1-1/2" Discharge
For higher head applications in S.T.E.P
systems, mound systenns, pressurized
effluent distribution and dewatenng.
Designed of heavy cast iron with stain-
less steel fasteners for years of reliable
performance.
Features
• Heads to 63'
• Heavy cast iron construction
• Oil filled, thermally protected motor
• Stainless steel fasteners and rotor shaft
Model LE61M
115V Manuai (no switch): 3450 RPM. 14a
Model LE61A
115V Automatic; 3450 RPM. 14a
Model LE62M
208-230V Manual: 3450 RPM, 7a
Model LE62A
208-230V Automatic; 3450 RPM. 7a
(Automatic rtiodels feature a mercury-free switch
with series plug)
PERFORMANCE CURVE
(41
0 10 20 30 40 SO 60
U.S Gallons Per Minute
^OGPM ^ OabCFS
f rrtified Models Avviilcible
Reservoir Report Page 1
Hydraflow Hydrographs by Intelisolve
Reservoir No. 2 - D-9 BOX
Pond Data
Bottom LxW = 6.0 x6.0 ft Side slope = 0.0:1 Bottom elev. = 37.26 ft Deptfi = 5.24 ft
Stage / Storage Table
stage (ft) Elevation (ft) Contour area (sqft) incr. Storage (cuft) Totai storage (cuft)
0,00
0.26
0.52
0.79
1.05
1,31
1,57
1.83
2.10
2.36
2.62
2,88
3.14
3,41
3.67
3.93
4,19
4,45
4,72
4,98
5.24
37,26
37,52
37.78
38.05
38.31
38,57
38,83
39,09
39,36
39,62
39,88
40,14
40,40
40.67
40,93
41,19
41,45
41,71
41.98
42,24
42.50
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
36
0
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
9
0
9
19
28
38
47
57
66
75
85
94
104
113
123
132
141
151
160
170
179
189
Culvert / Orifice Structures Weir Structures
[Al [Bl [C] [Dl [A] [B] [C] [Dl
Rise in 4.0 0,0 0.0 0,0 Crest Len ft = 0,00 0.00 0.00 0.00
Span in — 4.0 0.0 0.0 0,0 Crest Ei. ft = 0.00 0.00 0.00 0,00
No. Barrels = 1 0 0 0 Weir Coeff. = 0,00 0.00 0.00 0,00
invert Ei. ft = 37.26 0.00 0.00 0,00 Weir Type = — — — —
Length ft = 52.0 0.0 0,0 0,0 iVIuiti-Stage = No No No No
Siope % = 0,50 0,00 0,00 0,00
N-Value = .013 ,013 ,000 .000
Orif. Coeff. = 0,60 0.60 0,00 0.00
= 0.00 iVIuiti-Stage = n/a No No No Exfiltration Rate = 0,00 in/tir/sqft Tailwater Elev, = 0.00
Note; All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
stage
ft
0.00
0.26
0,52
0.79
1.05
1.31
1.57
1,83
2.10
2,36
2.62
2.88
3.14
3,41
3.67
3,93
4.19
4,45
4.72
4,98
5,24
Storage
cuft
0
9
19
28
38
47
57
66
75
85
94
104
113
123
132
141
151
160
170
179
189
Elevation
ft
37.26
37.52
37,78
38,05
38,31
38,57
38,83
39,09
39,36
39.62
39,88
40.14
40.40
40.67
40.93
41,19
41.45
41,71
41.98
42.24
42.50
Civ A
cfs
0.00
0.12
0.16
0,20
0.24
0.27
0.29
0,32
0,34
0.36
0,38
0.40
0,42
0,44
0,46
0,47
0.49
0,50
0,52
0,53
0.55
CIvB
cfs
CIvC
cfs
CivD
cfs
WrA
cfs
WrB
cfs
WrC
cfs
WrD
cfs
Exfii
cfs
Totai
cfs
0,00
0,12
0.16
0.20
0.24
0.27
0,29
0,32
0,34
0,36
0,38
0,40
0.42
0,44
0.46
0,47
0,49
0,50
0,52
0,53
0,55
Reservoir Report Page 1
Hydraflow Hydrographs by intelisolve
Reservoir No. 1 - D-7 BOX
Pond Data
Bottom LxW = 6.0 x6.0 ft Side slope = 0.0:1 Bottom elev. = 34.00 ft Deptti = 5.70 ft
Stage / Storage Table
stage (ft) Elevation (ft) Contour area (sqft) incr. Storage (cuft) Totai storage (cuft)
0,00 34,00 36 0 0
0,29 34,29 36 10 10
34,57 36 10 21 0,57
0,86
1.14
1,43
1 71 ,
2 00 36,00 36 10 72
2,28 36,28 36 10 82
2,57 36,57 36 10 92
2,85 36.85 36 10 103
3,14
3.42
3,71
3.99
4,28
4,56
4,85
5 13
5 42 ii.42 36 10 195
5.70 39.70 36 10 205
34,86 36 10 31
35.14 36 10 41
35.43 36 10 51
35,71 36 10 62
37,14 36 10 113
37,42 36 10 123
37 71 36 10 133
37 99 36 10 144
38 28 36 10 154
38 56 36 10 164
38 85 36 10 174
39,13 36 10 185
Culvert / Orifice Structures Weir Structures
[A]
Rise in = 0,0
Span in = 0.0
No. Barrels = 0
invert El. ft = 0,00
Length ft = 20.0
Slope % = 0,50
N-Value = 013
Orif. Coeff. = 0,60
Multi-stage = n/a
[B] [C] [D] [Al [B] [C] [Dl
0.0 0,0 0,0 Crest Len ft = 0,00 0,00 0.00 0,00
0,0 0,0 0,0 Crest Ei. ft = 0,00 0,00 0,00 0.00
0 0 0 Weir Coeff. = 0.00 0.00 0,00 0.00
0.00 0.00 0,00 Weir Type — — —
0.0 0,0 0,0 iVIuiti-Stage = No No No No
0.00 0.00 0,00
.000 .000 .000
0.00 0.00 0.00
No No No Exfiltration Rate = 0.00 in/tir/sqft Tailwater Elev. = 0,00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
stage Storage Elevation Civ A CIvB CivC CivD WrA WrB WrC WrD Exfii Totei
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0
0.29 10
0.57 21
0.86 31
1.14 41
1.43 51
1.71 62
2,00 72
2,28 82
2,57 92
2,85 103
3.14 113
3.42 123
3,71 133
3.99 144
4.28 154
4,56 164
4.85 174
5,13 185
5,42 195
5,70 205
34,00
34.29
34,57
34.86
35,14
35.43
35.71
36.00
36.28
36,57
36,85
37,14
37,42
37,71
37.99
38.28
38,56
38.85
39,13
39,42
39,70
0,00
0.16
0.16
0.16
0.16
0.16
0.16
0,16
0.16
0.16
0.16
0.16
0,16
0,16
0,16
0.16
0.16
0.16
0.16
0,16
0.16
I-D-F Curve - Villa Paradisic 6-hr.idf
In/hr
5 10 15 20 25 30 35 40 45 50 55 60
Tc (Min)
/ l-Yr
/ 2-Yr
/ 3-Yr
/ 5-Yr
/ 10-Yr
25-Yr
/ 50-Yr
/ 100-Yr
Hydraflow IDF Report Page 1 of 1
Return
Period
(Yrs)
1
2
3
5
10
25
50
100
B
0,0000
9,4099
0,0000
0,0000
16.8255
0.0000
0.0000
19.5730
Equation Coefficients (FHA)
0.0000
0.5000
0.0000
0,0000
1,4000
0.0000
0,0000
0,1000
SASNIPES\CA1061 Tamarack Townhouses\DRAIN\Villa Paradisic 6-
0,0000
0,6709
0,0000
0.0000
0.7112
0.0000
0.0000
0.6354
hr.idf
(N/A)
Intensity = B / (Tc + D)^E
Return intensity Vaiues (in/hr)
Period Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00
2 3.00 1.94 1.50 1.24 1.07 0.95 0,86 0.79 0.73 0,68 0.64 0.60
3 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00
10 4.49 2.98 2,30 1.90 1.64 1.45 1.31 1,19 1.10 1.02 0.96 0.90
25 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00
50 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00
100 6.95 4.50 3,49 2.91 2.53 2,25 2,04 1.88 1.74 1.63 1.53 1.45
Ic = time in minutes
' 7 ^.
Directions for Application:
(1) From precipitation maps determine 6 hr and 24 hr amounts
fbr the selected frequency. These maps are included In the
Counfy Hydrology Manual (10,50, and 100 yr maps included
In the Design and Procedure Manual).
(2) Adjust 6 hr precipitation (if necessary) so that it is within
the range of 45% to 65% of the 24 hr precipitation (not
applicaple to Desert).
(3) Plot 6 hr precipitation on the right side of the chart.
(4) Draw a line through the point parailei to the plotted lines.
(5) This line Is the intensity-duration curve for the location
being analyzed.
Application Form:
(a) Selected frequency year
(b) P6= „in..P24=
(0) Adjusted Pgf^) = in.
(d) tj5 = min.
(e) I = in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
•P 24
pe 1 1.5 2 2,S ..„..-
-•4 4.6 1 5 5,5 6
oiTraion 1 1 t 1 1 1 1 1 1 1 1
5 2.83 3.95 5,27 6.59 7.90 9.22 1054 11.86 13.17 14.49 issi
7 2.12 3.18 4.24 S.30 6.36 7.42 8.48 9.54 1O60 11.66 12.72
10 1.SB 2.S3 3.3f 4.21 5,06 s^ao' '6.74' 7;S8' 8"42 9,27 1011
"is 1.30 1.95 ass 3.24 8,80 4.S4 5.19 8.84 6.49 7,13 7.78
20 1.08 i.62 2.1 s 2.69 3.23 3.77 4.31 4,85 5,93 6.46
25 i40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 8.13 5.60
30 0.83 1,24 1.66 2,07 «^ 2,90 3.32 a.73 4,15 4.'66" 4.98
40 0,89 1,03 1.38 1.78 8.07 2.41 2.76 3.10 3.45 a79 413
$0 0.60 aao 1.19 1.49 1.79 2.09 2,39 "2.69 2.98' 3.28 60 0.63 aoo 1.06 1.33 tvf9 1.86 2,12 2.65' 2.92 3.18 JO 0.41 0.61 a82 1.02 1.23 i.63 T.M 2.04 225' 2;45
120 0.34 0.51 0.88 0.85 1.02 1.19 1.36 1,53 1.70 1.87 2.'(j'4
"ISO 0.29 0.44 0.59 073 088 1,03 1.18 1,32 1.47 1.62 1.76
180 0.26 0.39 0.62 0.66 078 0.91 1.04 1.18 1.31 1.44 1.57 240
~ 300
0.22
0.18
0.33
0.28
a43
0.38
054
047
065
0.56
076
0.66
087
0.75
098
"0.85
1.08
094'
1.18
1.03
1.30
1.'13 360 0,17 a2S 0.33 0.42 OSO O.SB 0,67 075 0.84 092 Too'
,F I G <J R g
Intensity-Duration Dasign Ciiart - Template
33t30'
i 33-15'
i33"00;
32"45'
32'3P':
County of San Diego
Hydrology Manual
Rainfall Isopluvials
2 Year Rainfall Event - 24 Hours
Isopluvial (inches)
GIS GIS
KHJ, t,»P IS PROVIDED WITHOUI w*HRAtllv OF *NI MNO EIIHER GKPnESS
o« iMPiieo, n*;LuoirtG. BUI NOT itutrto TO. THS IUPIIED WARRANHES Of MERClUNTAWUrr AND FTTNESS FOR A PARTICULAR PURPOSE. Cofiyflghi SanGtS. M Rlghh Hawvid.
all Kta SANDAO Ri^unri
niniiMuudMli
3 0 3 IVIiles
33"it5'
;32°30'
County of San Diego
Hydrology Manual
Rainfall Isopluvials
10 Year Rainfall Event - 24 Hours
3.0 Isopluvial (inches)
- GIS GIS
IMISMAPISI'HOVTOEO WimUUI VVA(1«ANTT Of A«t KJ«0. EllHiM fJIPHtSS OR IMPIIEO RJClUOlNG BUI NOT lU<lirEO TO. THE IMPLED HARRAMTIES Of MERCKiHT«B«.irY AMO Fit NC&S FOR A PARTKUIAR PURPOSE.
Coprnyil SMGIS. I Ri^t R*»rvM.
wnnviiwinMtxinalSANDACi.
TIaipiDckicI mif lanlmJi riamtbon xtMnhHIWH
-3 0 3 Miles
!32'30'
33?30'
County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Event - 24 Hours
-i...vt. Isopluvial (inches)
« 3
- GIS GIS
THIS IMP IS PRO'VIDED nil H0U1 Vf ARRANTY 0( ANY KMJ EITHER EXPRESS ORIMPLIEn MCLUOMG.BUINO) LMICO TO. TIC WPLED WARHANnES Of UERCi<ANTABtiTY Af« FITNESS FOR A PARTKUIAR PURPOSE. C<i(iyt«ghi Sands. 01 RlffiK RaurvM.
Tilt pioOuUi may unlMI Monnakon liom ll« SANOAG Ragwnri •nlvmaawi Sytum mtMnn cKna ba npioduud IKWIOUI IW HTMwi painaHn BI SANOAG.
3 0 3 Miles
San Diego County Hydrology Manual
Date: June 2003
Section:
Page:
3
6 of 26
Table 3-1
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Runoff Coefficient "C"
Soil Type
. NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35
Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0,36 0,41
Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0,42 0.46
Low Density Resideiitial (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0,49
Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0,45 0,48 0.52
Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60
Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0,60 0,63
High Density Residential (HDR) Residential. 24.0 DU/A or le.ss ii<0 D*J 65
80
0.66 0.67 0.69 0.71 p High Density Residential (HDR) Residential, 43.0 DU/A or less
65
80 0.76 0.77 0,78 0.79
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0,81 0,82
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85
Commercial/Industrial (General I.) General hidustrial 95 0.87 0.87 0.87 0.87
.as/ /^e
*The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff
coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area
is located in Cleveland National Forest).
DU/A = dwelhng units per acre
NRCS = National Resources Conservation Service
3-6
Hydrograph Return Period Recap Page 1
Hydrograph
type
(origin)
Rational
Inflow
Hyd(s)
Peak Outflow (cfs)
1-Yr 2-Yr
1.06
3-Yr 5-Yr 10-Yr
1,58
25-Yr 50-Yr 100-Yr
2,45
Proj. file: 6-HR PRE-DEVELOPMENT.gpw
Hydrograph
description
PRE-DEVELOPiVIENT
Run date: 05-12-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
ntervai
(min)
Time to
peak
(min)
Volume
(cuft)
Infiow
hyd(s)
IVIaximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
Rational 1,58 474 PRE-DEVELOPMENT
Proj. file: 6-HR PRE-DEVELOPI\/jEMTed)|MWi Period: 10 yr Run date: 05-12-2005
Hydraflow Hydrographs by intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.7 ac
= 4.494 in/hr
= Villa Paradisic 6-hr.idf
Peak discharge = 1.58 cfs
Time interval = 1 min
Runoff coeff. = 0.51
Time of cone. (Tc) = 5 min
Asc/Rec limb fact =1/1
Hydrograph Volume = 474 cuft
1 - Rational -10 Yr - Qp = 1.58 cfs
42
0 1 2
Time (min)
/ Hyd. 1
Hydrograph Report
Hyd. No. 1
PRE-DEVELOPMENT
Page 1
Hydraflow Hydrographs by Intelisolve
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
Rational
10 yrs
0.7 ac
4.494 in/hr
Villa Paradisic 6-hr.idf
Peak discharge = 1.58 cfs
Time interval = 1 min
Runoff coeff. = 0.51
Time of cone. (Tc) = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 474 cuft
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
0.02 0.32
0.03 0.63
0.05 0.95
0.07 1.27
0.08 1,58 «
0.10 1.27
0.12 0.95
0.13 0.63
0.15 0.32
...End
Hydrograph Return Period Recap Page 1
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outflow (cfs)
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Hydrograph
description
Rational
Rational
Rational
0,49
0,38
0,56
0.74
0.57
0.85
1.14
0.88
1,31
DISCHARGE TO D-7 BOX
DISCHARGE TO D-9 BOX
DISCHARGE TO PERVIOUS SURFA
Proj. file: 6-HR POST-DEVELOPMENT.gpw Run date: 05-12-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Page 1
Hydrograph
type
(origin)
Rational
Rational
Rational
Peak
fiow
(cfs)
0,74
0,57
0,85
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
221
170
254
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Proj. file: 6-HR POST-DEVELOPMBRgfigpvPeriod: 10 yr
Hydrograph
description
DISCHARGE TO D-7 BOX
DISCHARGE TO D-9 BOX
DISCHARGE TO PERVIOUS SURFA
Run date: 05-13-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by intelisolve
Hyd. No. 1
DISCHARGE TO D-7 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.2 ac
= 4.494 in/hr
= Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 0.74 cfs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 221 cuft
1 - Rational -10 Yr - Qp = 0.74 cfs
0.8^
J2 o
O
Time (min)
/ Hyd. 1
Hydrograph Report Page 1
Hydraflow Hydrographs by intelisolve
Hyd. No. 1
DISCHARGE TO D-7 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
Rational
10 yrs
0.2 ac
4.494 in/hr
Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 0.74 cfs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 221 cuft
Hydrograph Discharge Tabie
Time -- Outflow
(hrs cfs)
0.02 0.15
0.03 0.29
0.05 0.44
0.07 0.59
0.08 0.74 «
0,10 0.59
0,12 0.44
0.13 0.29
0.15 0.15
...End
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
DISCHARGE TO D-9 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.2 ac
= 4.494 in/hr
= Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 0.57 cfs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 170 cuft
o
2 - Rational -10 Yr - Qp = 0.57 cfs
Time (min)
/ Hyd. 2
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
DISCHARGE TO D-9 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
Rational
10 yrs
0.2 ac
4.494 in/hr
Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Te)
Asc/Rec limb faet
= 0.57 efs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 170 cuft
Hydrograph Discharge Table
Time -Outflow
(hrs cfs)
0.02 0.11
0.03 0.23
0,05 0,34
0.07 0,45
0.08 0.57 «
0.10 0.45
0.12 0.34
0.13 0.23
0.15 0.11
...End
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
DISCHARGE TO PERVIOUS SURFACE AREAS
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.3 ae
= 4.494 in/hr
= Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb faet
= 0.85 cfs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 254 cuft
3 - Rational -10 Yr - Qp = 0.85 cfs
1.0x^
Time (min)
/ Hyd. 3
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
DISCHARGE TO PERVIOUS SURFACE AREAS
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
Rational
10 yrs
0.3 ac
4.494 in/hr
Villa Paradisic 6-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 0.85 cfs
- 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 254 cuft
Hydrograph Discharge Table
Time -Outflow
(hrs cfs)
0.02 0.17
0.03 0.34
0.05 0.51
0,07 0.68
0.08 0.85 «
0.10 0,68
0.12 0.51
0.13 0,34
0.15 0.17
...End
I-D-F Curve - Villa Paradisic 24-hr.idf
In/hr
0 5 10 15 20 25 30 35 40 45 50 55 60
/ 1-Yr
/ 2-Yr
/ 3-Yr
/ 5-Yr
/ 10-Yr
25-Yr
/ 50-Yr
/ 100-Yr
Tc (Min)
Hydraflow IDF Report Page 1 of 1
Return
Period
(Yrs)
1
2
3
5
10
25
50
100
B
0.0000
13.5010
0.0000
0.0000
22.6625
0.0000
0.0000
33.3792
Equation Coefficients (FHA)
0.0000
0.1000
0,0000
0.0000
0.1000
0.0000
0.0000
0.1000
0.0000
0.6454
0.0000
0.0000
0.6487
0.0000
0,0000
0,6437
S:\SNIPES\CA1061 Tamarack Tov»nhouses\DRAIN\Villa Paradisic 24-hr.idf
(N/A)
Intensity = B / (Tc + D)*E
Return
Period
(Yrs)
Intensity Vaiues (in/hr)
5 min 10 15 20 25 30 35 40 45 50 55 60
1
2
3
5
10
25
50
100
0,00
4,72
0.00
0.00
7.88
0.00
0.00
11.70
0.00
3.04
0,00
0.00
5.06
0.00
0.00
7.53
0.00
2.34
0.00
0.00
3.90
0.00
0.00
5.82
0.00
1.95
0.00
0.00
3.24
0.00
0.00
4,84
0.00
1.69
0,00
0.00
2.80
0.00
0.00
4.19
0.00
1.50
0.00
0,00
2,49
0.00
0.00
3.73
0.00
1.36
0.00
0.00
2.25
0.00
0.00
3.38
0.00
1.25
0.00
0.00
2.07
0.00
0.00
3.10
0.00
1.16
0.00
0.00
1,92
0,00
0,00
2,88
0.00
1.08
0.00
0.00
1.79
0.00
0.00
2.69
0.00
1.02
0.00
0.00
1.68
0,00
0,00
2.53
0.00
0.96
0.00
0.00
1.59
0.00
0.00
2.39
Tc = time in minutes
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Hydrology Manual
Rainfall Isopluvials
2 Year RainfaU Event - 6 Hours
1-2. Isopluvial (inches)
GIS GIS
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THIS tJAP IS PROMDED W11H0UI WARRAMIV OF ANY WHO EflHEfi EXPRESS OH IMPLKD. INCLUDING, UUT Not lltJlIED lO, IHE IMPIIED WARRAMTIES
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3 0 3 IVIiles
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County of San Diego
Hydrology Manual
Rainfall hopluvials
10 Year Rainfall Event - 6 Hours
Isopluvial (inches)
GIS GIS
THIS MAP IS pqOVBEO WITHOUT WARRAMTY OF KHi KINO EIIHEH EXPRESS Ofl IMPIIED. NCLUOWG, BUI NOT lIMIieO 10, TIIE lUPtlED WARRANTIES Of MEfiCHANTABttJTY AMD niNESS FOR A PARIKULAR PURPOSE. CopirtoW SanGIS. RItfili RatovaO.
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County of San Diego
Hydrology Manual
Rainfall Isopluvials
100 Year Rainfall Event - 6 Hours
.2.7 Isopluvial (inches)
- GIS GIS
THIS i.tAp IS r-ROOOED WHHOUT WARRANTY OF ANY WNO EITHER EXPRESS OR IMPUED. (NCIUOING, Bllt noi LIMITED TO, THE IMPl EOW ARRANTIES Of MERCHANTABILITY AMO FITNESS f Oft A PARIKULAR PURPOSE. Copynum SanGIS. Mt Httf ilt Rutntvad.
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3 0 3 Miles
Hydrograph Return Period Recap Page 1
Hydrograph
type
(origin)
Inflow
Hyd(s)
Peak Outfiow (cfs)
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Hydrograph
description
Rational 1,66 2.77 4.12 PRE-DEVELOPiViENT
Proj. file: 24-HR PRE-DEVELOPIVIENT.gpw Run date: 05-12-2005
Hydraflow Hydrographs by intelisolve
Hydrograph Summary Report Page 1
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Infiow
hyd(s)
IVIaximum
elevation
(ft)
IMaximum
storage
(cuft)
Hydrograph
description
Rational 2.77 832 PRE-DEVELOPIViENT
Proj. file: 24-HR PRE-DEVELOP^ER§ligpiv\Period: 10 yr Run date: 05-12-2005
Hydraflow Hydrograptis by Intelisolve
Hydrograph Plot
Hydraflow Hydrograptis by Intelisolve
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.7 ac
= 7.876 in/hr
= Villa Paradisic 24-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 2.77 cfs
= 1 min
= 0.51
= 5 min
= 1/1
Hydrograpii Volume = 832 cuft
J2 u
O
1 - Rational -10 Yr - Qp = 2.77 cfs
Time (min)
/ Hyd. 1
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type = Rational Peak discharge = 2.77 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.7 ac Runoff coeff. = 0.51
Intensity = 7.876 in/hr Time of cone. (Tc) = 5 min
IDF Curve = Villa Paradisic 24-hr.idf Asc/Rec limb fact =1/1
Hydrograph Volume = 832 cuft
Hydrograph Discharge Table
Time -Outflow
(hrs cfs)
0.02 0.55
0.03 1.11
0.05 1.66
0.07 2.22
0.08 2.77 «
0.10 2.22
0.12 1.66
0.13 1.11
0.15 0.55
...End
Hydrograph Return Period Recap Page 1
Hydrograph
type
(origin)
infiow
Hyd(s)
Peak Outfiow (cfs)
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
Hydrograph
description
Rational
Rational
Rational
0.77
0,60
0,89
1.29
1.00
1.48
1.92
1.48
2.20
DISCHARGE TO D-7 BOX
DISCHARGE TO D-9 BOX
DISCHARGE TO PERVIOUS SURFA
Proj. file: 24-HR POST-DEVELOPMENT.gpw Run date: 05-12-2005
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report Page 1
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
IVIaximum
storage
(cuft)
Hydrograph
description
Rational
Rational
Rational
1.29
1.00
1.48
388
299
445
DISCHARGE TO D-7 BOX
DISCHARGE TO D-9 BOX
DISCHARGE TO PERVIOUS SURFA
Proj. file: 24-HR POST-DEVELOPMBfetBrgpl^riod: 10 yr Run date: 05-12-2005
Hydraflow Hydrographs by intelisolve
Hydrograph Plot
Hydraflow Hydrographs by intelisolve
Hyd. No. 1
DISCHARGE TO D-7 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.2 ac
= 7.876 in/hr
= Villa Paradisic 24-hr.idf
Peak discharge = 1.29 cfs
Time interval = 1 min
Runoff coeff. = 0.71
Time of cone. (Tc) = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 388 cuft
O
a
1 - Rational -10 Yr - Qp = 1.29 cfs
0 1 2
Time (min)
/ Hyd. 1
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
DISCHARGE TO D-7 BOX
Hydrograph type = Rational Peak discharge = 1.29 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.2 ac Runoff coeff. = 0.71
Intensity = 7.876 in/hr Time of cone. (Tc) = 5 min
IDF Curve = Villa Paradisic 24-hr.idf Asc/Rec limb fact = 1/1
Hydrograph Volume = 388 cuft
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
0.02 0.26
0.03 0.52
0.05 0.78
0.07 1.03
0.08 1.29 «
0.10 1.03
0.12 0.78
0.13 0.52
0.15 0,26
...End
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
DISCHARGE TO D-9 BOX
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.2 ac
= 7.876 in/hr
= Villa Paradisic 24-hr.idf
Peak discharge = 1.00 cfs
Time interval = 1 min
Runoff coeff. = 0.71
Time of cone. (Tc) = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 299 cuft
2 - Rational -10 Yr - Qp = 1.00 cfs
Time (min)
/ Hyd. 2
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
DISCHARGE TO D-9 BOX
Hydrograph type = Rational Peak discharge = 1.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.2 ac Runoff coeff. = 0.71
Intensity = 7.876 in/hr Time of cone. (Tc) = 5 min
IDF Curve = Villa Paradisic 24-hr.idf Asc/Rec limb fact = 1/1
Hydrograph Volume = 299 cuft
Hydrograph Discharge Table
Time -Outflow
(hrs cfs)
0.02 0.20
0.03 0.40
0.05 0.60
0.07 0.80
0.08 1.00 «
0.10 0.80
0.12 0.60
0.13 0.40
0.15 0.20
...End
Hydrograph Plot
Hyd. No. 3
DISCHARGE TO PERVIOUS SURFACE AREAS
Hydraflow Hydrographs by intelisolve
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 10 yrs
= 0.3 ac
= 7.876 in/hr
= Villa Paradisic 24-hr.idf
Peak discharge
Time interval
Runoff coeff.
Time of cone. (Tc)
Asc/Rec limb fact
= 1.48 cfs
= 1 min
= 0.71
= 5 min
= 1/1
Hydrograph Volume = 445 cuft
o
a
3 - Rational -10 Yr - Qp = 1.48 cfs
Time (min)
/ Hyd. 3
Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
DISCHARGE TO PERVIOUS SURFACE AREAS
Hydrograph type = Rational Peak discharge = 1.48 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.3 ac Runoff coeff. = 0.71
Intensity = 7.876 in/hr Time of cone. (Tc) = 5 min
IDF Curve = Villa Paradisic 24-hr.idf Asc/Rec limb faet = 1/1
Hydrograph Volume = 445 cuft
Hydrograph Discharge Table
Time -Outflow
(hrs cfs)
0.02 0.30
0.03 0.59
0.05 0.89
0.07 1.19
0.08 1.48 «
0.10 1.19
0.12 0.89
0.13 0.59
0.15 0.30
.End