HomeMy WebLinkAboutCT 13-04; GOLDEN SURF; HYDROLOGY AND HYDRAULICS REPORT; DWG 496-4A, CDP 13-33; 2016-10-28HYDROLOGY AND HYDRAULICS REPORT
APN: 214-531-51
FOR
Golden Surf
CT 13-04
OWNER: ARZAN DEHMOUBED
6798 PASEO DEL NORTE
CARLSBAD, CA 92011
PHONE: (760) 688-9962
LOCATION: I 000 Camino De Las Ondas Carlsbad, CA 920 I I
PREPARED BY:
SPEAR & ASSOCIATES, INC.
CIVIL ENGINEERS AND LAND SURVEYORS
457 Production Street
San Marcos, CA 92078
PHONE: (760) 736-2040
FAX: (760) 736-4866
Date: I 0/28/16
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DECLARATION OF RESPONSIBLE CHARGE
I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS
PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE
DESIGN OF THIS PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS
AND PROFESSIONAL CODE AND THAT THE DESIGN IS CONSISTENT WITH
CURRENT DESIGN STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND
SPECIFICATIONS BY THE CITY IS CONFINED TO A REVIEW ONLY AND DOES
NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR
PROJECT DESIGN.
L
Danny Abada
Registered Civil Engineer
Spear & Associates Inc.
I 0/28/16
DATE
TABLE OF CONTENTS
I. INTRODUCTION
II. DISCUSSION/CONCLUSION
SUMMARY OF FLOW RATES
ATTACHMENTS
A. LOCATION MAP
B. HYDROLOGY CALCULATIONS
C. HYDRAULIC CALCULATIONS
D. DRAINAGE AREA MAP
2
3
6
22
30
I. INTRODUCTION
This hydrology report is prepared for Golden Surf, Located at 1000 Camino De Las
Ondas, Carlsbad, CA 92011. APN: 214-531 -51.
The site is zoned residential and the project consists of developing 5 single family
detached residential units in an approximate 0.77 acre site. (approx. 5.2 du/acre)
The site has been graded and disturbed from its natural condition. The ground is mostly
bare and is covered with a few patches of grass and a few trees. The existing topography
ranges from 175 to 158 and slopes in an easterly direction.
The existing site drainage flows east towards the adjacent residential development then
continues sheet flowing along Lands End Court until it is intercepted by an existing
stormdrain system which carries the flow south along Seascape Drive through a 42" RCP.
(Reference Grading Plan DWG No. 496-4A) The flow discharges directly into Batiquitos
Lagoon, approximately 1.3 miles south, and then continues 0.9 miles west to the Pacific
Ocean.
The proposed development wi II direct the proposed Areas A I, A2 and the offsite O I flow
towards Lands End Court. The proposed areas B and C will be directed to an existing
catch basin located approximately 120' east on Camino De Las Ondas. The entire site's
runoff confluences inside the existing underground public stormdrain system and is
directed to the 42" RCP described above. A post development capacity calculation of the
gutter flow and catch basin located at Camino De Las Ondas shows no impact as a result
of this development.
We have used the County of San Diego Hydrology Manual to determine the run-off from
the site for the 10 and I 00-year storm events. Based on the soil hydro logic group map in
Appendix A of the County Hydrology Manual, the project soil uniformly consists of type
D across all sub areas.
The Rational method was used, according to the latest San Diego County Hydrology
manual. The site was divided into tributary watersheds and the time of concentration for
each watershed was calculated using the longest run with average peak QI 00 flow rates.
The time of concentration was then used to calculate each runoff intensity. Then tributary
areas factored by runoff coefficients were applied to the rational equation to generate
peak flows. Hydraulic calculations were conducted using Hydraflow (as shown in
attachment C) to size the proposed pipes in areas A and B and also to analyze the post
development gutter flow on Camino De Las Ondas.
II. DISCUSSION/CONCLUSION
This project will not significantly alter existing drainage patterns along the site or divert
runoff from existing conditions. Total I 0-year and 100-year post development peak
runoffs from the site will not exceed pre-development rates. This was achieved with
lower onsite flow velocities and increased times of concentration.
Summary of pre and post development flow rates (cfs)
Storm Event JO-year JOO-year (cfs) (cfs)
Total Pre-Development to Lands 1.0 1.5 End Court
Total Pre-Development to Camino 0.7 1.0 De Las Ondas
Total Post-Development to Lands 1.0 1.5 End Court
Total Post-Development to Camino 0.7 1.0 De Las Ondas
2
ATTACHMENT A
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ATTACHMENT B
6
Post-Development Conditions 100-yr Event
REACH TC C A Q cfs
I
Offsite 01 Resid. 0.57 0.03 0.02
A1 0.5 0.57 0.29
Confluence A' 8.5 0.30 2.50 4.68 1.4
A2 8.7 0.5 0.03 0.02 0.02 2.50 4.61 0.07
(To Lands End Court)
Conf. 01 A1, A2, 8.7 I 0.32 2.50 4.61 1.5
(To Camino De Las Ondas)
B 9.9 0.5 0.12 0.06 0.06 2.50 4.24 0.3
C 7 0.5 0.05 0.03 0.03 2.50 5.30 0.1
Existing Catch Basin @ Camino De Las Ondas, Confluence Flow Analysi s
Offsite 02 5 0.85 0.18 0.15 0.15 2.50 6.59 1.0
Conf. B, C, 02 9.9 0.24 2.50 4.24 1.0
Pre-Development Conditions 100-yr Event
REACH TC C A Q cfs
Off site Res id. 0.57 0.03 0.02
Site 0.35 0.77 0.27 0.27
(Site To Lands End Court)
Confluence , 7.21 0.29 2.50 5.21 1.5
(To Camino De Las Ondas)
Offsite 02 I 5 I 0.85 I 0.18 0.15 0.15 2.50 6.59 1.0
(@ Existing Catch Basin @ Camino De Las Ondas)
*Rational Method Q crA
Soil Type D
Note: A runoff coefficient of 0.85 was used for offsite 02 (Camino De Las Ondas), which
consists of AC pavement, sidewalk and landscaping.
7
Post-Development Conditions 10-yr Event
REACH TC C A Q cfs
I
Offsite 01 Resid. 0.57 0.03 0.02
A1 0.5 0.57 0.29
Confluence A 1 8.5 0.30 1.70 3.18 1.0
A2 8.7 0.5 0.03 0.02 0.02 1.70 3.13 0.05
(To Lands End Court)
Conf. 01 A1, A218.7 I 0.32 1.70 3.13 1.0
(To Camino De Las Ondas)
B 9.9 0.5 0.12 0.06 0.06 1.70 2.88 0.2
C 7 0.5 0.05 0.03 0.03 1.70 3.61 0.1
Existing Catch Basin@ Camino De Las Ondas, Confluence Flow Analysis
Offsite 02 5 0.85 0.18 0.15 0.15 1.70 4.48 0.7
Conf. B, C, 02 9.9 0.24 1.70 2.88 0.7
Pre-Development Conditions 100-yr Event
REACH TC C A Q cfs
Offsite Resid. 0.57 0.03 0.02
Site 0.35 0.77 0.27 0.27
(Site To Lands End Court)
Confluence 17.21 0.29 1.70 3.54 1.0
(To Camino De Las Ondas)
Offsite 02 I 5 I o.85 I 0.18 0.15 0.15 1.70 4.48 0.7
(@ Existing Catch Basin @ Camino De Las Ondas)
*Rational Method (Q CIA)
Soil Type D
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= Intensity (in/hr)
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Minutes Hours
Duration
Intensity-Duration Design Chart -Template
Directions for Application:
{1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County 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 parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Form:
(a) Selected frequency_:..'.:.:_ year
2. 5 4 3 P 6 58
(b) P5 = ---in., P24 = _· __ 'P = %(2)
2 5 24 (c) Adjusted P6<2) = _·_ in.
(d) tx = __ min.
(e) I = __ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration I I I I I I I 1 I I I
5 263 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 15.81
7 2.12 3.18" 4.24 5.30 6.3s"7.42 8.48. 9.54 · 10.60.11.66 12.72
10 1.68 2.53,3.37 4.21 5.05.5.90 6.74 7.58 8.42. 9.27 10.11
15 1.30 '195'259' 324 389.4.54. 5.19 5.84 6.49 7.13 7.78
20 1 08 1:62. 2.15. 2.69 3.23. 3.77. 4.31 4.85 5.39 5.93 6.46
25 093 1.40 1.87 2.33 2.80 327' 3.73. 4.20 4.67 5.13 5.60
30 0.83 1.24 1.66 2.07 2.49 290·. 3.32 3.73 4.15 4.56 4.98
40 0.69 1.03 1.38 1.72. 2 07 2.4 ( 2.76 3.10 3.45 3.79 4.13
50 0.60 0.90 1.19 1.49 1.79 2.09. 2.39 2.69 2.98 3.28 3.58
60 0 53 0.80 1.06. 1.33. 1.59 1.86 2.12 2.39 2.65 2.92 3.18
90 0.41 0 61 0.82 1.02 1.23 1.43. 163 1 .84 2.04 2.25 2.45
120 0.34 0.51 0.68 0.85 1.021.19 1.36 1.53 1.70 1.87 2.04
150 029 ·0.44 0.59: 0.73 0.88· 1.03· 1.18 1.32 1.47 1.62 1.76
1so·o:2s·o.390.s2·0.s5·0.1so,91·1.04 1.18 1.31 1.44 1.57
240 0.22 . 0.33 0.43, 0.54. 0.65. 0.76. 0.87 0.98 1.08 1.19 1.30
300 0.19 ·o.2a·o.3s 047 o.ss·o.66· 0.1s o,es o.94 1.03 1.13
360 0 17 0.25 0.33. 0 42 0.50. 0.58. 0.67 0.75 0.84 0.92 1.00
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County of San Diego
Hydrology Manual
• Rairifall Isopluvials
100 Year Rainfall Event-6 Houn
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Intensity (in/hr)
6-Hour Precipitation (in)
Duration (min)
n 11 I , I , , r 1 1 r I I J 1 '1 I j 1 111,1· 1 ·11, 1 11.i1 5 1 I 'I I I I j ! : I' I jt I I j t 1-111 I I I I 11 1 I 11,1111
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Minutes Hours
Duration
2.0
1.5
Intensity-Duration Design Chart· Template
Directions for Application:
( 1) From precipitation maps determine 6 hr and 24 hr amounts
for the selected frequency. These maps are included in the
County 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 parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Form:
10 (a) Selected frequency ___ year
(b) P -1. 7 . p -3 . 0 p 6 - 5 7 0/ (2) 6 ---in., 24 ----•p -,o
(c) Adjusted p6<2l = ~ in.
24
(d) Ix = __ min.
(e) I = __ in./hr.
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6
Duration I I I I . 1 . I I I I I I
5 2 63 3.95 5.27 6.59 7.90 9.22 1054 11.86 13.17 14.49 15.81
7 212 3.18 4.24 5.30 6.36 7.42 8.48 . 9.54 . 10.60 11.66 12.72
10 1.68 2.s3·3.31· 4,21 ·s.os·5.90 6,74 7.58 a.42 · 9,27 10,11
15 1.30'195'259'324'3,9g'4_54'519 5.84,6.49.7.13.7,78
20 1.os · rn2, 2. 1s' 2.69 · 3.2a · 3.77 · 4.31 · 4.8s · 5.39 5.93 6.46
25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 -;i:20. 4.67 5.13 5.60
30 0.83 1.24 1.66 2.07 2.49 2.90 3.32 3.73 . 4.15 . 4.56 4.98
40 0.69 1.03 1.38 1.72 2.07 2.41, 2.76 . 3.10 3.45 3.79 4.13
50 0.60 0,90 1.19 1.49 1,79 2.09 2,39 2.69 2.98 3.28 , 3.58
so o.53 o.ao' 1.os 133 1.59 1.86 2.12 2.39 2.65 · 2.92 · 31a
90 0.41 0.61 0.82 1.02 123 1.43 163 1.84 2.04 2 25 2.45
120 0.34 0.51 0.68 0.85 · 1.02 1,19 1.36 1.53. 1.70. 1.87 2.04
150 029 ·o.44 0.59, 0.73 0.88103 U8 1.32, 1.47. 1.62 1 76
180 0.26 0.39 0.52 0.65 0.78 0.91, 1.04. 1.18 1.31 , 1.44 1.57
240 0.22 0.33'0.43' 0.54 0.65,0.76 0.87. 0.98. 1.08 1.19 1.30
300 o, 19 · 0.2a' o.38, 0.47 o.s6, o.66 o.75 · o.85 · o,94 1.03 · 1.13
360 0 17 . 0 25 0.33. 0.42 0.50. 0.58. 0.67 . 0,75 0.84 0.92 1.00
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County of San Diego
Hydrology Manual
• Rainfall lsopluvials
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San Diego Colmty Hydrology l\.lmmal
Ila.le: June 200}
Tahle3-l
Secti.oo:
Page:
RUNOFF OOEFFICIENTS FOR URBAN AREAS
Land!U!ie I RwmffCoefficimt "C''
Soil 'flw
NRCS EBD1!1115 ~ %IMPER. A B
Undi:stm:bed NallD'a] Teum (Nmural) Permmeot Open Space a-0.20 0.25
Low Density llesidemrial (IDB) Residential LO DU/A CIC less J 10 0.27 0.32
Low Density llesidemrial (IDR), ResicJe:nri:til 2.0 DU/A CIC less • 20 034 0.38
Low Density llesidetJrial (ID.RJ, ResideJlmill 29 DU/A CIC less J 25 03.8 0.4l
Medium Density ResicJentiaJ (MDR) Residential 4.1 DU/A CIC less 30 0.4] 0.45 J
Medium Density ResicJentiaJ (MDR) Residenti:111 7.1 DU/A CIC less J 40 0.48 0.51
Medium Density ResicJential (MDR) Residentull 10.9DU/AC1Cless • 45 0.52 0.54
Medium Density Fes:icJentiaJ (MDR) Residenti:1111 14.5 DU/A CIC less • 50 0.55 0.58
Hjgb Density Residential (HDR) Residenti:111 24.0 DU/A CIC less • 65 0.66 0.67
High Density Residential (HDR), Residential 4.i.O DU/A or less go 0.76 0.77 •
Comnecial/IDm2s (N. CAIID) N~Commarial go 0.76 0.77
Commm:ia1/Irldn5 (G. CAIID) General Cornrneftial 85 0..80 0.80
COIDllll!ICiallI (O.P. C.om) Office Pmfessiana.JfComme,tial 90 0.&3 0.84
C~(l..im:itedl) Li:mi1'ed! Indnstrial 90 0.&3 0.84
CornrnerciBl/fnrfu cttrial (Genl!nJl I.) General lmtDstrial 95 0..87 0.87
C
030
0.36
0.42
0.45
0.48
0..54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0..87
3.
6of26
D
0.35
0.41
0.46
0.49
0.52~
0 .57
0.60
0.63
0.71
0.19
0 .79
0.82
0..85
0•..85
Olt7
*'lbe values associated with ,Q% :impeivio1ls may be usl!d. fur dimer calallation of the aJil£Jff coefficiPD:t as dl!scribed. in Sectioo 3.1.2 (n!JD!~ ~ pelViam amoff
coefficient, Cp, fur ~ !ilill 'l)'pe), CIC fur sreas.1bu"Will :rema:in midistmbed. in peq,etuity. Justifiarimtmust be gi\ll!ll that die area "Will remain lllllUnl :fixeve£ (e.,g., the 8lH
is located in Clevelmd. Nmoml Forest).
DU/A= dweUiDg UDit5I pee 3ICB!
NR.CS = Ndi:ooal RJ!somces Coosenratio:n Senoce
u 16
Runoff Coefficient Adjustment
Post Development Area
Roof
Hardscape
Parking isle Pervious Pavers
Patio Pervious Pavers
Landscaping
Impervious Area 9274 27.62%
Area s.f.
8924
350
7520
740
16040
33574
C = 0.90 x (% Impervious)+ Cp x (1 -% Impervious)
% impervious = 27.62%
Cp = 0.35 (Table 3.1, soil type D, 0% impervious, County Hydrology Manual)
C = 0.50
17
Time of Concentration
Initial Additional TC
---Location slope% Initial L (ft) Initial T (min Add'I L (ft) slope% area (ac) Q (cfs) V (ft/s) Inc. T (min) total T (min)
(5 minutes mi1 n)
* Est.
Average Q
A1 1.9 65 7 210 1.3 0.63 0.8 2.4 1.5 8.5
A2 1 65 8.7 15 1 8.7
B 1 65 8.7 105 1 0.13 0.2 1.5 1.2 9.9
C 1.9 60 7 0 7.0
Pre-Dev. 9 100 6.5 80 6 Kirpish Formula 0.7 7.2
Offsite 02 6 100 2.5 180 6 5.0
!(Camino De Las Ondas)
Initial Initial TC 02 Pre-Dev A1 A2 B C
Overland Flow C= 0.85 0.35 0.5 0.5 0.5 0.5
(Figure 3-3) D ft= 100 100 65 65 65 65
T min= 1.8(1.1-C)D112 S%= 6 9 1.9 1 1 1.9
8113 T= 2.5 6.5 7.0 8.7 8.7 7.0
Pre-Development Overland Travel Time
Kirpish Formula Pre-Dev
Tc min= (11.9L3/t,E)°-385 t,E ft= 5
L Feet= 80
L miles= 0.015152
T hours= 0.011051
T min= 0.7
18
<.D
100
I-UJ UJ u.
?; 0
UJ t) z <C I-rn i5 w (/) a:: :::> 0 (.)
0: lU I-<( ~
30
(/)
I:: ::i z
20 ~ z
UJ :;
i=
~ u.
0 C-;;;j 10 z
:5 er w > 0
~ 0
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s) = 1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
C " T= 1.8(1.1-)VD
3Vs.
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
FIGURE --·-------·-
Rational Formula ~ Overland Time of Flow Nomograph 3.3
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Friday, Oct 28 2016
Area A 1 TC Longest Path Earthen Swale with Average Q
Triangular Highlighted
Side Slopes (z: 1) = 2.00, 2.00 Depth (ft) = 0.38
Total Depth (ft) = 0.50 Q (cfs) = 0.700
Area (sqft) = 0.29
Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.42
Slope(%) = 1.30 Wetted Perim (ft) = 1.70
N-Value = 0.020 Crit Depth, Ye (ft) = 0.38
Top Width (ft) = 1.52
Calculations EGL (ft) = 0.47
Compute by: Known Q
Known Q (cfs) = 0.70
Manning's n = 0.02 was used for the earthen swale per San Diego County Hydraulic
Design Manual.
Elev (ft)
101.00
100.75
100.50
100.25
100.00
0
The velocity was calculated using Hydraflow to estimate the time of concentration
using the average flow rate within area Al
Section Depth (ft)
1.00
.5 1.5 2 2.5 3
20
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Friday, Oct 28 2016
Area 8 TC Longest Path Earthen Swale with Average Q
Triangular Highlighted
Side Slopes (z: 1) = 2.00, 2.00 Depth (ft) = 0.22
Total Depth (ft) = 0.50 Q (cfs) = 0.150
Area (sqft) = 0.10
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.55
Slope(%) = 1.00 Wetted Perim (ft) = 0.98
N-Value = 0.020 Crit Depth, Ye (ft) = 0.21
Top Width (ft) = 0.88
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.15
Manning's n = 0.02 was used for the earthen swale per San Diego County Hydraulic
Design Manual.
Elev (ft)
101.00
100.75
100.25
100.00
0
The velocity was calculated using Hydraflow, to estimate the time of concentration
using the average flow rate within area B
Section Depth (ft)
0.50
.5 1.5 2 2.5 3
21
Reach (ft)
ATTACHMENT C
22
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Q100 Pipe Sizing for C.B. @ Area A2 To C.B. @ A 1
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope(%) = 9.40
N-Value = 0.009
Calculations
Compute by: Known Q
Known Q (cfs) = 0.07
Elev (ft)
100.75
100.50
100.25
100.00
0
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
=
=
=
=
=
= = =
Friday, Oct 28 2016
0.06
0.070
0.01
5.19
0.35
0.13
0.33
0.48
Section
23
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Friday, Oct 28 2016
Q100 Pipe Sizing For Conti. @ NE Corner of Area A 1 C.B. to South C.B. @A 1
Circular
Diameter (ft) = 0.67
Invert Elev (ft) = 100.00
Slope(%) = 2.90
N-Value = 0.009
Calculations
Compute by: Known Q
Known Q (cfs) = 1.40
Elev (ft)
101.00
100.75
100.50
100.25
100.00
0
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Grit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
=
=
=
=
=
=
=
=
0.32
1.400
0.17
8.38
1.03
0.56
0.67
1.41
Section
24
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Friday, Oct 28 2016
Q100 Pipe Sizing, Conti. 01, A 1 & A2 @ C.B. To Outlet@ Lands End Ct
Circular Highlighted
Diameter (ft) = 1.00 Depth (ft) = 0.25
Q (cfs) = 1.500
Area (sqft) = 0.15
Invert Elev (ft) = 100.00 Velocity (ft/s) = 9.70
Slope(%) = 5.20 Wetted Perim (ft) = 1.05
N-Value = 0.009 Crit Depth, Ye (ft) = 0.52
Top Width (ft) = 0.87
Calculations EGL (ft) = 1.71
Compute by: Known Q
Known Q (cfs) = 1.50
Elev (ft) Section Depth (ft
102.00
101.50
101.00
100.50
100.00
0 2 3
25
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc.
Q100 Pipe Sizing for C.B. @ Area B To Outlet
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope(%) = 2.00
N-Value = 0.009
Calculations
Compute by: Known Q
Known Q (cfs) = 0.30
Elev (ft)
101.00
100.75
100.25
100.00
0
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Grit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
1
Friday, Oct 28 2016
= 0.18
= 0.300
= 0.06
= 4.69
=
=
=
=
0.64
0.28
0.48
0.52
Section
26
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2009 by Autodesk, Inc. Tuesday, Sep 27 2016
Post Dev. Q100 Gutter Flow Analysis@ Camino De Las Ondas
Gutter Highlighted
Cross SI, Sx (fUft) = 0.02 Depth (ft) = 0.12
Cross SI, Sw (ft/ft) = 0.08 Q (cfs) = 1.000
Gutter Width (ft) = 1.50 Area (sqft) = 0.09
Invert Elev (ft) = 100.00 Velocity (fUs) = 11.11
Slope(%) = 6.00 Wetted Perim (ft) = 0.24
N-Value = 0.013 Crit Depth, Ye (ft) = 0.24
Spread Width (ft) = 1.50
Calculations EGL (ft) = 2.04
Compute by: Known Q
Known Q (cfs) = 1.00
Elev (ft) Section Depth (ft)
101.00 1.00
100.75 0.75
100.25
~ ~
_/
N7 ~ ~
100.50 0.50
0.25
100.00 V 0.00
99.75 -0.25
0 5 10 15 20 25 30 35
27
Reach (ft)
411 a=
Figure 2-4
0.01 -+-~~~~~~~~~~~--'-~~~-+--'-~~~~~~~~~~~~~---I
0.01 0.1
Depth of Approach Flow (ft)
Figure 2-4 Interception Capacity of Curb Opening Inlet on Continuous Grade
San Diego County Drainage Design Manual (July 2005)
Page 2-14
1
28
Interception Capacity of Curb Opening Inlet on Continuous Grade
Gutter Opening Total Capacity
Location Q cfs Slope Flow Depth Depression a *2Capacity cfs/ft Len!:lth cfs
Catch Basin @ Camino De Las Ondas Capacity Calculation
0.1 6 0.12 4" 0.21 5.00 0.11
*2 San Diego County Drainage Manual FIGURE 2-4
29
ATTACHMENT D
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PLANS PREPARED B~
SPEAR & ASSOCIATES, INC.
CIVIL ENGINEERING & LAND SURVEYING
475 PRODUCTION STREET, SAN MARCOS, CA 92078
PHONE (760) 736-2040 FAX (760) 736-4866
WWW.SPEARING.NET 20
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DRAINAGE AR~ SURFACE
BUILDING ROOFTOP
HARSCAPING/SIDEWALK
PARKING/DRIVE AISLE
{PERVIOUS PAVERS)
PATIO PERVIOUS HARDSCAPE
40 60
LANDSCAPING
TOTAL LOT AR~
SYMBOL SOIL TYPE DRAINAGE AR~ '.4.
1/'.HN TYPED 8,924 SQ FT
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-~ PHONE (760) 736-2040 FAX (760) 736-4866
~ 1 V WWW,SPEARINC.NET
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