HomeMy WebLinkAboutCT 90-03; Shelley Property Unit 4; Drainage Report; 2000-07-01DRAINAGE REPORT
FOR
SHELLEY RANCH - UNIT 4
CARLSBAD, CALIFORNIA
CT 90-3/PUD 90-4
JULY 2000 *W
Prepared For:
DANIEL T. SHELLEY
P.O. Box 230985
Encinitas, CA 92023-0985
Prepared By:
PROJECT DESIGN CONSULTANTS
701 B Street, Suite 800
San Diego, CA 92101
Document No. 1602.00
Registration Expires 06/30/04
Prepared By: DU
Checked By: DBR
TABLE OF CONTENTS
Section Page
1 INTRODUCTION 1
2 EXISTING CONDITIONS AND BACKGROUND 3
3 DEVELOPED CONDITIONS 4
4 HYDROLOGY METHODOLOGY 5
5 FLOOD ROUTING CALCULATIONS 17
6 INLET AND OUTLET DESIGN 23
7 BROW DITCH CAPACITY CALCULATIONS 25
8 WSPG COMPUTATIONS 26
9 REFERENCES 78
10 APPENDIX-HYDROLOGY DESIGN CHARTS 79
Runoff Coefficients (Rational Method) A-l
Rainfall Intensity - Duration - Frequency Curves A-2
Nomograph - Time of Concentration for Natural Watersheds A-3.1
Urban Areas Overland Time of Flow Curves A-3.2
Gutter and Roadway Discharge Velocity Chart A-4
Capacity of Curb Inlets A-5
Nomograph - Capacity, Curb Inlet at Sag A-6
Selection of Riprap and Filter Blanket Material A-7
Design Charts of Riprap Outlet Protection A-8
REP/1602DR-U4.DOC jj
LIST OF FIGURES
Figure Description Page
1 Vicinity Map 2
LIST OF TABLES
able
1
9
^
4
5
Description
Hydrology Summary
Predevelopment Hydrology Calculations
Postdevelopment Hydrology Calculations ,
Postdevelopment Flood Routing Calculations ,
Inlet Location and Size Table
Page
4
10
13
19
24
ATTACHMENTS
Exhibit A Drainage Area Map - Predeveloped Conditions
Exhibit B Drainage Area Map - Developed Conditions
REP71602DR-U4.DOC jjj
SECTION 1
INTRODUCTION
This drainage report has been prepared to document the design procedures and calculations for
the storm drain system associated with Unit 4 of Tentative Map CT 90-3/PUD 90-4. The
development is located in the portion of Lots 13 and 14 of the subdivision of Rancho Las
Encinitas in the City of Carlsbad, east of Rancho Santa Fe Road. The development site is also
known as Parcel 'C' in the Certificate of Compliance No. CE-863 (Document No. 1999-
0046065) recorded January 27, 1999. Please refer to the vicinity map on Page 2.
The objective of this drainage report is to determine pipe, catch basin, and curb inlet sizes under
the developed conditions to carry the 100-year frequency storm water volume.
The project is located within the City of Carlsbad limits and is subject to City standards. The
drainage subbasin layout and the storm drainage system are shown on Exhibit B.
REP/1602DR-U4.DOC
Olivenhain Road
itv of tricmttas
Encinias 1
' " " "
Figure 1. Vicinity Map
REP/1602DR-U4.DOC
SECTION 2
EXISTING CONDITIONS AND BACKGROUND
The project currently is a 32.27-acre site with natural terrain draining to the south. The project
consists of 7 sub-basins (see Exhibit 'A') which drain towards the creek traversing the side. The
project will be mass-graded per Drawing No. 380-1B.
The site, after being mass-graded, will consist of various desiltation basins, (see Exhibit 'A'.)
The desiltation basins collect all of the surface runoff throughout the site before being discharged
into the open space located within the property, near the midsection of the subdivision. Once the
surface runoff is discharged into the open space, it runs to the west and is collected in a low point
before entering a culvert located in Rancho Santa Fe Road, about 700 feet south of Olivenhain
Road.
REP/1602DR-U4.DOC
SECTION 3
DEVELOPED CONDITIONS
The proposed project consists of regrading the site (approximately 33.27 acres) for the
construction of internal roads and residential lots per Tentative Map CT 90-3/PUD 90-4.
Drainage from the developed areas will be conveyed via an existing underground storm drain
system built in its majority by the improvement plans Dwg. No. 380-U, and the improvement
plans associated with this report, Dwg. No. 380-IE.
The storm drain water will be discharged into the existing open space (wetland area) located near
the midsection of the property. From there, drainage runs to the west and is collected in a low
point before entering a culvert located in Rancho Santa Fe Road, about 700 feet south of
Olivenhain Road.
Table 1. Hydrology Summary
Existing
Basin
E
Total
0;00(CFS)
38.7
38.7
Developed
Basin
A
B
C
Total
enters)
4.0
15.2
15.5
34.7
REP71602DR-U4.DOC
SECTION 4
HYDROLOGY METHODOLOGY
This drainage system has been designed in general conformance with the County of San Diego
Hydrology Manual. Drainage basins are less than 0.5 square mile; therefore, the Rational and
Modified Rational Methods were utilized to calculate storm runoff. The underground storm drain
system is designed to convey the 100-year-frequency storm water. Pipes are sized for
nonpressurized flow. The underground systems outlet to detention basin via energy dissipators.
The hydrological analysis utilized to determine the runoff at each design point was the Rational
Method (Q = C x 7 x A). The following pages describe the methods used to determine each
component of the Rational Method equation, in which
Q = Runoff (CFS),
C = Runoff coefficient,
Id - Rainfall intensity (in/hr), and
A = Area (acres).
4.1 Determination of Runoff Coefficient
Runoff coefficients are dependent on the proposed land use of the basin. Coefficients for this
project were obtained from the County of San Diego Design and Procedure Manual (see
Appendix A-l). Soil Group D has been assumed for this area. Based on these criteria, the
following runoff coefficients were used:
Natural Undisturbed Area = 0.45
Single-Family Units = 0.55
Multifamily Units = 0.70
Paved Areas = 0.90.
REP71602DR-U4.DOC
4.2 Determination of Intensity
Rainfall intensity (I) is based on the "Intensity-Duration-Frequency" curves in the County of San
Diego Drainage Design Manual (see Appendix A-2).
4.3 Time of Concentration
Time of concentration is the time required for runoff to flow from the most remote part of the
watershed to the outlet point or design point under consideration. The time of concentration (Tc)
at any point within the drainage area is given by:
Tc = Ti + Tt,
where
TI = Inlet time and
TI = Travel time.
Inlet time is broken down into two components: overland time (T0) and gutter time (TV):
Ti = T0 + Tg;
therefore,
Tc = T0 + Tg+Tt.
The following paragraphs further define the individual components of the time of concentration
and the methods used to quantify those components.
4.3.1 Overland Time (T0)
Overland time is the period required for runoff to travel from the farthest edge of a drainage
basin to the street gutter. The method of determining overland time is dependent on the type of
watershed. For natural watersheds, overland time is determined using the Appendix A-3.1 (taken
from the San Diego County Design Manual).
REP/1602DR-U4.DOC
4.3.2 Gutter Time (Tg)
The gutter time is determined by assuming an initial time of concentration, 7/ (may use To for
the parkway or a lot) and calculating an initial Qi. To determine the velocity in the gutter, divide
Qi by 2 to obtain an average flow. Use this average flow with the graph in the Appendix to
determine an average velocity, V, for this gutter length, L.
Tg = L/(Vx60).
Add this gutter time to T0 to obtain a new time of concentration, Tc. Use this new Tc to calculate
a new Q/2 and determine a new Vave, in order to calculate a new To. Repeat procedure until
assumed Tc = T0 + Tg.
4.3.3 Travel Time (7,)
Travel time is the time required for flow to travel the length of the storm drain to the point in
question. Travel time is calculated by using the following formula:
Travel Time = L/(Vx 60),
where
L = Pipe length (feet) and
V = Velocity of flow in pipe (ft/sec).
4.4 Determination of Areas
The area (A} of each drainage basin was determined from the Drainage Area Map. See the
Developed Drainage Basins Exhibit (Exhibit B).
4.5 Modified Rational Method
The Modified Rational Method was utilized to calculate peak storm water flows and route the
calculated flows through the proposed drainage system.
REP/1602DR-U4.DOC
When two flows combine at a junction point, the smaller of the flows has been decreased by
using the Modified Rational Method. This procedure accounts for the differing times of
concentration for the flows upstream of the junction point. The smaller Q is reduced by either the
ratio of the intensities or the ratio of the times of concentration, according to the following
procedure:
• Let Q, T, and / correspond to the tributary with the largest discharge.
• Let q, t, and i correspond to the tributary with the smallest discharge.
• Let Q and T correspond to the peak discharge and the time of concentration
when peak flow occurs.
lfT>t, the peak discharge is corrected by the ratio of the intensities:
Q = Q + q(Hf) and T - T.
lfT<t, the peak discharge is corrected by the ratio of the times of concentration:
Q = Q + q(Tlf) and T = T.
4.6 Hydrology Calculations
Consider that the existing condition of the project site is undeveloped, and all runoff as natural
overland flow will be concentrated and deposited in a desilting basin. Therefore, the
predevelopment hydrology calculation is based on the assumption that the whole drainage area is
one basin with natural overland flow, to determine the time of concentration and peak discharge.
The calculations are shown in Table 1.
The hydrology calculations for the developed condition are shown in Table 2. Each basin is
identified relative to the pipe system used to collect runoff from it. Basin areas, C-factors, lengths
of flow paths, slopes of flow paths, times of concentration, intensities, and total flows are also
listed.
The basins are analyzed as urban overland flow and gutter flow.
REP/1602DR-U4.DOC
4.7 Conclusion
Per this Drainage Report, it is concluded that the proposed development of Shelley Ranch Unit 4
(Tentative Map CT 90-3/PUD 90-4) will not result in any significant changes to the drainage
patterns and storm water discharge volume in the area of the project.
REP/1602DR-U4.DOC
Table 2. Predevelopment Hydrology Calculations
Surface Runoff for 100-Year/6-Hour Storm
REP71602DR-U4.DOC J Q
ii tt » * i ft i t t. i t i t i 1 * i (I fc * t. S 4 » i
21-Jul-OO
Proj.Name: SHELLEY PROPERTY - EXISTING CONDITIONS - UNITS 2, 3, AND A
Proj. Num: 1602.00-20-204 Frequency 100 yrs. DSND by: JCG
File Name: T:\ENGR\1424\MG\HYD-CALCS\07-21-00\MG-EX.XLS P6= 2.6 CHKD by: DR
From
Node
To
Node
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
Type of
Travel
E1
Natural Ovrlnd
E2
Natural Ovrlnd
E3
Natural Ovrlnd
Drainage Ditch
Dn=
E4
Natural Ovrlnd
Drainage Ditch
Dn=
E5
Natural Ovrlnd
E6
Natural Ovrlnd
E7
Natural Ovrlnd
E8
Natural Ovrlnd
L
(ft)
1500
870
400
760
0.81
80
490
0.61
303
390
1230
168
H
(ft)
120
118
68
50.9
ft.
30
13.4
ft.
8.2
13.6
47.6
20
Pipe
Dia(in)
Slope
(ft/ft)
0.080
0.136
0.170
0.067
0.375
0.027
0.027
0.035
0.039
0.119
Velocity
(ft/s)
11.1
5.9
Tc
(min)
5.8
3.1
1.6
1.14
0.3
1.39
2.6
2.8
6.5
0.9
Revised
Tc
15.8
13.1
11.6
12.74
10.3
11.69
12.6
12.8
16.5
10.9
Intensity
(in/hr)
3.26
3.68
3.98
3.75
4.3
3.96
3.77
3.74
3.17
4.14
C
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
A
(ac)
21.4
5.8
4.1
4.4
1.2
3.4
1.5
1.9
4.1
1.6
CA
9.6
2.6
1.8
2
0.5
1.5
0.7
0.9
1.8
0.7
Sum
Ca
9.6
2.6
1.8
3.8
0.5
2
0.7
0.9
1.8
0.7
Total Q
(cfs)
31.3
9.6
7.2
14.3
2.2
7.9
2.6
3.4
5.7
2.9
i . k i i < t i t, t
21-Jul-OO
Proj.Name: SHELLEY PROPERTY - EXISTING CONDITIONS - UNITS 2, 3
Proj. Num; 1602.00-20-204
File Name: T:\ENGR\1424\MG\HYD-CALCS\07-21-00\MG-EX.XLS
From
Node
To
Node
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
Type of
Travel
E9
Natural Ovrlnd
Drainage Ditch
Dn=
E10
Natural Ovrlnd
E11
Natural Ovrlnd
E12
Natural Ovrlnd
E13
Natural Ovrlnd
E14
Natural Ovrlnd
E15
Natural Ovrlnd
E16
Natural Ovrlnd
L
(ft)
73
584
0.25
545
325
516
207
559.5
420
408
H
(ft)
27
58.4
ft.
34
41
40
29.5
36
32
35.6
Pipe
Dia(in)
Slo
(M
I
AND 4
Frequency 100 yrs. DSND by: JCG
P6= 2.6 CHKDby: DR
36
t)
0.370
0.100
0.062
0.126
0.078
0.143
0.064
0.076
0.087
Velocity
(ft/s)
6.26
Tc
(min)
0.3
1.55
2.9
1.5
2.6
1
2.9
2.2
2
Revised
Tc
10.3
11.85
12.9
11.5
12.6
11
12.9
12.2
12
Intensity
(in/hr)
4.3
3.93
3.72
4
3.77
4.12
3.72
3.85
3.89
C
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
0.45
A
(ac)
0.2
4
3.1
2.7
3.2
2.1
5.6
2.3
2
CA
0.1
1.8
1.4
1.2
1.4
0.9
2.5
1
0.9
Sum
Ca
0.1
1.9
1.4
1.2
1.4
0.9
2.5
1
0.9
Total Q
(cfs)
0.4
7.5
5.2
4.8
5.3
3.7
9.3
3.9
3.5
Table 3. Postdevelopment Hydrology Calculations
Surface Runoff for 1 OO-Year/6-Hour Storm
REP/1602DR-U4.DOC J 3
22-Oct-99
Prqj.Name: SHELLEY PROPERTY - UNIT 4
Proj. Num: 1424.4
File Name: HYD-u4-2.wgi
DETAILED DRAINAGE CALCULATIONS
Frequency 100 yrs.
P6= 2.6
DSND by: DU
CHKDby: MC
From
Node
To
Node
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
Type of
Travel
Al
Urban Overland
Gutter
(Avg flow depth =
A2
Urban Overland
Gutter
(Avg flow depth =
Bl
Urban Overland
Gutter
(Avg flow depth =
B2
Urban Overland
Gutter
(Avg flow depth =
L
(ft)
120
310
0.25
120
290
0.24
120
524
0.25
120
471
0.22
H
(ft)
1.2
3.2
ft.
1.2
3.2
ft.
1.2
16
ft.
1.2
18
ft.
Pipe
Dia(in)
Avg Flo
Avg Flo
Avg Flo
Avg Flo
Slope
(ft/ft)
0.010
0.010
w Widt
0.010
0.011
w Widt
0.010
0.031
w Widt
0.010
0.038
w Widt
Velocity
(ft/s)
2.0
7.5
2.0
7.0
3.5
7.5
3.7
6.0
Tc
(min)
10.8
2.6
ft.)
10.8
2.4
ft.)
10.8
2.5
ft.)
10.8
2.1
ft.)
Revised
Tc
10.8
13.4
10.8
13.2
10.8
13.3
10.8
12.9
Intensity
(in/hr)
4.17
3.63
4.17
3.66
4.17
3.64
4.17
3.72
C
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
A
(ac)
1.1
1.1
0.95
0.95
2
2
1.4
1.4
CA
0.6
0.6
0.5
0.5
1.1
1.1
0.8
0.8
Sum
Ca
0.6
0.6
0.5
0.5
1.1
1.1
0.8
0.8
Total Q
(cfs)
2.2
1.8
4.0
3.0
22-Oct-99 DETAILED DRAINAGE CALCULATIONS
Proj .Name: SHELLEY PROPERTY - UNIT 4
Proj. Num: 1424.4 Frequency 100 yrs. DSND by: DU
File Name: HYD-U«.WQI P6= 2.6 CHKD by: MC
From
Node
To
Node
SUBBASIN
SUBBASIN
SUBBASIN
SUBBASIN
Type of
Travel
B3
Urban Overland
Gutter
(Avg flow depth =
B4
Urban Overland
Gutter
(Avg flow depth =
Cl
Urban Overland
Gutter
(Avg flow depth =
C2
Urban Overland
Gutter
(Avg flow depth =
L
(ft)
110
560
0.24
130
719
0.31
120
714
0.24
130
625
0.22
H
(ft)
1.1
18
ft.
1.3
10
ft.
1.2
20
ft.
1.3
20
ft.
Pipe
Dia(in)
Avg Flo
Avg Flo
Avg Flo
Avg Flo
Slope
(ft/ft)
0.010
0.032
w Widt
0.010
0.014
w Widt
0.010
0.028
w Widt
0.010
0.032
w Widt
Velocity
(ft/s)
3.5
7
2.6
10.5
3.3
7
3.4
6
Tc
(min)
10.4
2.7
ft.)
11.3
4.6
ft.)
10.8
3.6
ft.)
11.3
3.1
ft.)
Revised
Tc
10.4
13.1
11.3
15.9
10.8
14.4
11.3
14.4
Intensity
(in/hr)
4.27
3.68
4.05
3.25
4.17
3.46
4.05
3.46
C
0.55
0.55
0.55
0.55
0.55
0.55
0.55
0.55
A
(ac)
1.7
1.7
2.7
2.7
1.7
1.7
1.3
1.3
CA
0.9
0.9
1.5
1.5
0.9
0.9
0.7
0.7
Sum
Ca
0.9
0.9
1.5
1.5
0.9
0.9
0.7
0.7
Total Q
(cfs)
3.3
4.9
3.1
2.4
22-Oct-99 DETAILED DRAINAGE CALCULATIONS
Proj.Name: SHELLEY PROPERTY - UNIT 4
Proj. Num: 1424.4 Frequency 100 yrs. DSND by: DU
File Name: HYD-U^.WQI P6= 2.6 CHKD by: MC
From
Node
To
Node
SUBBASIN
SUBBASIN
SUBBASIN
Type of
Travel
C3
Urban Overland
Gutter
(Avg flow depth =
C4
Urban Overland
Gutter
(Avg flow depth =
C5
Urban Overland
Gutter
(Avg flow depth =
L
(ft)
120
471
0.22
120
626
0.29
120
513
0.23
H
(ft)
1.2
6
ft.
1.2
15.5
ft.
1.2
15.5
ft.
Pipe
Dia(in)
Avg Flo
Avg Flo
Avg Flo
Slope
(ft/ft)
0.010
0.013
w Widt
0.010
0.025
w Widt
0.010
0.030
w Widt
Velocity
(ft/s)
2.1
6
3.4
9.5
3.3
6.5
Tc
(min)
10.8
3.7
ft.)
10.8
3.1
ft.)
10.8
2.6
ft.)
Revised
Tc
10.8
14.5
10.8
13.9
10.8
13.4
Intensity
(in/hr)
4.17
3.45
4.17
3.54
4.17
3.63
C
0.55
0.55
0.55
0.55
0.55
0.55
A
(ac)
0.8
0.8
2.9
2.9
1.5
1.5
CA
0.4
0.4
1.6
1.6
0.8
0.8
Sum
Ca
0.4
0.4
1.6
1.6
0.8
0.8
Total Q
(cfs)
1.4
5.7
2.9
SECTION 5
FLOOD ROUTING CALCULATIONS
The storm drainpipes for the proposed systems were designed based on Manning's equation:
where
n = Roughness coefficient,
A = Cross-sectional area of flow,
r = Hydraulic radius, and
5 = Slope of culvert.
5.1 Flood Routing Method
The Modified Rational Method was utilized to calculate peak storm water flows and route the
calculated flows through the drainage system.
When two major basins combine at a junction point, the smaller of the flows has been decreased
by using the Modified Rational Method. This procedure accounts for the differing times of
concentration for the flows upstream of the junction point. The smaller Q is reduced by either the
ratio of the intensities or the ratio of the times of concentration, according to the following
procedure:
• Let Q, T, and 7 correspond to the tributary with the largest discharge.
• Let q, t, and i correspond to the tributary with the smallest discharge.
• Let Q and T correspond to the peak discharge and the time of concentration
when peak flow occurs.
REP/1602DR-U4.DOC 17
If T> t, the peak discharge is corrected by the ratio of the intensities:
Q = Q + q(Ui) and T = T.
HT<t, the peak discharge is corrected by the ratio of the times of concentration:
Q = Q + q(Tlt) and 1 = T.
5.2 Pipe Flow
Travel time has been considered between the nodes of the flood-routed system. Travel time is
calculated by using the following formula:
Travel Time = L/(Vx 60),
where
L = Pipe length (feet) and
V — Velocity of flow in pipe (ft/sec).
5.3 Flood Routing Tables
A flood routing table for each pipe system has been prepared, using a hydrology program which
consists of a system of macros developed within the QuattroPro software. A printout for each
pipe system for the developed condition has been included in Table 3.
REP/1602DR-U4.DOC 18
Table 4. Postdevelopment Flood Routing Calculations
Flood Routing For 1 OO-Year/6-Hour Storm
REP/1602DR-U4.DOC 19
t I i «
Proj.Name:
Proj. Num:
File Name:
1 t fc i * i i i *
22-Oct-99
SHELLEY PROPERTY - UNIT 4
1424.4
HYD-U4-A.WQ1
»-i.jiii.iiiii
DETAILED DRAINAGE CALCULATIONS
Frequency 100 yrs.
P6= 2.6
i i ft i i i ft
DSND by:
CHKD by:
i 1 i
DU
MC
fe •
From
Node
To
Node
Node to Node
Input Flow
1A 2A
Type of
Travel
1A 2A
Pipe Flow
D/d Calculated =
L
(ft)
30.12
0.33
H
(ft)
0.8
Pipe
Dia(in)
18
Slope
(ft/ft)
0.025
Velocity
(ft/s)
7.7
Tc
(min)
Tc=
0.1
Revised
Tc
13.4
13.5
Intensity
(in/hr)
3.63
3.61
C A
(ac)
CA
0
Sum
Ca
0
Total Q
(cfs)
4
4.0
i i
2 1 -May-99 DETAILED DRAINAGE CALCULATIONS
Proj . Name: SHELLEY PROPERTY - UNIT 4
Proj. Num: 1424.4 Frequency 100 yrs. DSND by: DU
File Name: HYD-IM-B.WQI P6= 2.6 CHKD by: MC
From
Node
To
Node
Node to Node
Input Flow
IB 2B
2B 3B
3B 4B
Node to Node
Input Flow
4B1 4B
Node to Node
Flood Route
4B 5B
5B 6B
Type of
Travel
IB 4B
Pipe Flow
D/d Calculated =
Pipe Flow
D/d Calculated =
Pipe Flow
D/d Calculated =
4B1_4B
Pipe Flow
D/d Calculated =
4B 6B
IB 4B
Pipe Flow
D/d Calculated =
Pipe Flow
D/d Calculated =
L
(ft)
5.25
0.18
155.8
0.43
168.9
0.41
5.25
0.28
and
31.25
0.75
145.9
'0.49
H
(ft)
1.4
1.6
2
0.6
4B1 4B
0.3
1.2
Pipe
Dia(in)
18
18
18
18
18
24
Slope
(ft/ft)
0.269
0.010
0.012
0.124
0.011
0.008
Velocity
(ft/s)
18.0
5.5
5.9
15.6
7.1
6.5
Tc
(min)
Tc=
0
0.5
0.5
Tc =
0
0.1
0.4
Revised
Tc
13.3
13.3
13.8
14.3
13.1
13.1
13.1
13.2
13.6
Intensity
(in/hr)
3.64
3.64
3.56
3.48
3.68
3.68
3.68
3.66
3.59
C
0.55
A
(ac)
2.7
CA
0
0
0
0
0
1.5
Sum
Ca
0
0
0
0
0
1.5
Total Q
(cfs)
4
4.0
4.0
4.0
6.3
6.3
10.0
10.0
15.4
t I ij 11. li ft t fci ii ll
28-Oct-99 DETAILED DRAINAGE CALCULATIONS
Proj .Name: SHELLEY PROPERTY - UNIT 4
Proj. Num: 1424.4 Frequency 100 yrs. DSND by: DU
File Name: HYD-U^C.WQI P6= 2.6 CHKD by: MC
From
Node
To
Node
Node to Node
Input Flow
1C 2C
2C 3C
3C 4C
Type of
Travel
1C 4C
Pipe Flow
D/d Calculated =
Pipe Flow
D/d Calculated =
Pipe Flow
D/d Calculated =
L
(ft)
153.2
0.48
56.5
0.46
17.91
0.63
H
(ft)
4.6
0.5
0.1
Pipe
Dia(in)
18
24
24
Slope
(ft/ft)
0.030
0.008
0.008
Velocity
(ft/s)
10.2
6.2
7.0
Tc
(min)
Tc=
0.3
0.2
0
Revised
Tc
13.9
14.2
14.4
14.4
Intensity
(in/hr)
3.54
3.49
3.46
3.46
C
0.55
0.55
A
(ac)
3
0.8
CA
0
1.7
0.4
Sum
Ca
0
1.7
2.1
Total Q
(cfs)
8.6
8.6
14.5
15.9
SECTION 6
INLET AND OUTLET DESIGN
6.1 Curb Inlet at Continuous Grade
Use the results of surface runoff calculations (100-year/6-hour storm) to determine the length of
curb inlet.
Formula:
Q = 0.7L(A + Y)3'2
from the City of San Diego Drainage Design Manual, Chart 1-103.6A (refer to Appendix A-5).
6.2 Curb Inlet at Sag
From the City of San Diego Drainage Design Manual, Nomogram Chart 1-103.6C (refer to
Appendix A-6):
Assume
H = 0.73 foot (measured from bottom of the opening
to 0.1 foot below top of curb) and
h = 0.50 foot (height of the opening of curb inlet).
Hlh = 0.73 foot/0.5 foot = 1.46.
Therefore,
0/Z=1.5CFS/foot.
The City of Carlsbad allows the use of 1.7 CFS/foot for curb inlet design.
Use the results of surface runoff calculations (100-year/6-hour storm) to determine the length of
curb inlet.
REP/1602DR-U4.DOC 23
Table 4. Inlet Location and Size Table
Curb Inlets on Grade
Basin Name
Bl
B2&B3
B4
C1&C2
C3
Street
Station
10+48.89 N
7+08.81 N
7+08.81 S
2+25.78 N
2+25.78 S
Street Name
Avenida Aragon
Avenida Aragon
Avenida Aragon
Avenida Aragon
Avenida Aragon
Q
(CFS)
4.0
6.3
4.9
5.5
1.4
D
(Feet)
0.30
0.34
0.36
0.33
0.25
Opening
(Feet)
11.42
16.4
12.2
14.9
4.53
Length
(Feet)
13
18
14
16
6
Curb Inlets in Sag Location
Basin Name
Al &A2
C4&C5
Street
Station
16+93.16
(cul-de-sac)
0+57.96
(cul-de-sac)
Street Name
Avenida Aragon
Avenida Seville
Q
(CFS)
4.0
7.2
D
(Feet)
1.5
1.5
Opening
(Feet)
4.0
5.0
Length
(Feet)
5.0
6.0
REP/1602DR-U4.DOC 24
SECTION 7*
BROW DITCH CAPACITY CALCULATIONS
m
" Brow ditches in the south portion of the development are to collect overland storm water from
* the slope, and carry it into an underground drainage system or detention basin.
«•
The brow ditch design is based on City of San Diego Standard Drawing D-75, Type B.
*
M
Capacity of Brow Ditches
m
Ditch Width = 2 feet. Maximum Depth = 1.5 feet. Slope = 1.0%.
m
Maximum Capacity:*t
m From King's Handbook, Table 7- 14:
where
D = Depth of water =1.5 feet (when carrying Qmax),
d - Diameter of channel = 3 feet,
S = 0.01,
D/d= 0.5,
1C = 0.232, and
n = 0.013.
Q = (0.232/0.013)(2)8/3(0.01)1/2 = 1 1.3 CFS.
The discharges collected by the brow ditch in Basin A3. Qp = 3.3 CFS, which is less than
1 1.3 CFS. Therefore, the brow ditch size is appropriate.
REP/1602DR-U4.DOC 25
SECTION 8
WSPG COMPUTATIONS
REP/1602DR-U4.DOC 26
N:
SHELLEY PROPERTY - UNIT 4
LINE A
WSPGU403.dwn 7/27/00 11:14:12 am P.Sf
DATE: 10/22/1999
TIME: 11:20
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL ZR INV Yd)
DROP
Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CD
CD
CD 0.00
1.50
2.50
1.50 0.00 0.00 0.00 0.00
SECTION NUMBER INVALID OR MISSING, DATA CAN NOT BEWRITTEN TO THE OUTPUT FILE
F 0 5 1 5 P PAGE NO 3m
WATER SURFACE PROFILE - TITLE CARD LISTING
«• HEADING LINE NO 1 IS -
'"" SHELLEY PROPERTY - UNIT 4
**
HEADING LINE NO 2 IS -
<*t
STORM DRAIN LINEA1
.*
HEADING LINE NO 3 IS -m
«i 1424.40
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 123.00 1
W S ELEV
0.00
ELEMENT NO 2 IS A REACH * * *
U/S DATA STATION INVERT SECT
130.12 123.75 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
131.12 123.83 1 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV + DC
LICENSEE: Project Design Consultants FOS1SP
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEA1
1424.40
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGT/
DIA
BASE/
ID NO.
ZL NO AVBPR
PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 123.00 0.525 123.525 4.0 7.26 0.818 124.343 0.00 0.766 1.50 0.00 0.00 0 0.00
5.15 0.02490 .020382 0.10 0.500 0.00
105.15 123.13 0.532 123.660 4.0 7.10 0.784 124.444 0.00 0.766 1.50 0.00 0.00 0 0.00
8.28 0.02490 .018576 0.15 0.500 0.00
113.43 123.33 0.551 123.885 4.0 6.78 0.714 124.599 0.00 0.766 1.50 0.00 0.00 0 0.00
5.21 0.02490 .016290 0.08 0.500 0.00
118.64 123.46 0.571 124.035 4.0 6.46 0.648 124.683 0.00 0.766 1.50 0.00 0.00 0 0.00
3.58 0.02490 .014295 0.05 0.500 0.00
122.22 123.55 0.592 124.145 4.0 6.16 0.590 124.735 0.00 0.766 1.50 0.00 0.00 0 0.00
2.56 0.02490 .012552 0.03 0.500 0.00
124.78 123.62 0.614 124.231 4.0 5.87 O.S36 124.767 0.00 0.766 1.50 0.00 0.00 0 0.00
1.93 0.02490 .011019 0.02 0.500 0.00
126.71 123.67 0.636 124.301 4.0 5.60 0.487 124.788 0.00 0.766 1.50 0.00 0.00 0 0.00
1.40 0.02490 .009673 0.01 0.500 0.00
128.11 123.70 0.659 124.359 4.0 5.34 0.443 124.802 0.00 0.766 1.50 0.00 0.00 0 0.00
0.93 0.02490 .008500 0.01 0.500 0.00
129.04 123.72 0.684 124.407 4.0 5.10 0.403 124.810 0.00 0.766 1.50 0.00 0.00 0 0.00
0.61 0.02490 .007477 0.00 0.500 0.00
129.65 123.74 0.710 124.448 .0 4.85 0.366 124.814 0.00 0.766 1.50 0.00 0.00 0 0.00
0.40 0.02490 .006576 0.00 0.500 0.00
130.05 123.75 0.736 124.484 4.0 4.63 0.333 124.817 0.00 0.766 1.50 0.00 0.00 0 0.00
0.07 0.02490 .005777 0.00 0.500 0.00
LICENSEE: Project Design Consultants F051SP PAGE 2
** WATER SURFACE PROFILE LISTING
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEA1
-« 1424.40
"* STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
,, L/ELEM SO SF AVE HF NORM DEPTH ZR
«•
130.12 123.75 0.766 124.516 4.0 4.41 0.301 124.817 0.00 0.766 1.50 0.00 0.00 0 0.00
u 131.12 123.83 0.766 124.596 4.0 4.41 0.301 124.897 0.00 0.766 1.50 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEA1
1424.40
100.00 .1 WC
100.64
101.27
101.91
102.54
103.18
103.81
104.45
105.08
105.72 . I W
106.35
106.99
107.62
108.26
108.89
109.53
110.16
110.80
111.43
112.07
112.70
113.34
113.97 . I
114.61
115.24
115.88
116.51
117.15
117.78
118.42
119.05 . I
119.69
120.32
120.96
121.59
122.23 . I
122.86
123.50
124.13
124.77
125.40 . I
126.04
126.67
127.31 . I
127.94
128.58 . I
129.21 . I
129.85 . I
130.48 . I
131.12 . I
123.00 123.23 123.47 123.70 123.93 124.17 124.40 124.63 124.86 125.10 125.33
w c
W C
w c
WC
X
E
E
E
E
E
H
H
H
H
H
R
R
R
R
R
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X . CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
LINE B-3
LINE B-2
0=6.3 cfs
1+06.25
SHELLEY PROPERTY - UNIT 4
LINE B 0=4.0 cfs
4+38.99
IE 120.58 SH
4+37.99
IE 115.60 SH
1+05.25
IE 115.52 R
1+00.00
IE 114.87 SO
IE 114.88 SO
0=10.0 cfs
1+32.25
IE 119.09 JS
4+31.74IE 114.62 SH
1+31.25
IE 119.01 R
4+29.74IE 114.54 R
1+00.00
IE 118.84 TS
4+28.74IE 114.20 SO
IE 118.76 R
LINE B-1IE 117.20 TS
2+71.92
0=15.4 cfs
2+37.63
IE 117.12 R
2+69.92
IE 113.78 SH
IE 115.63 R
A =32'20'IE 116.95 TS
2+68.92
IE 113.70 R
IE 116.87 R
IE 1 2.50 SO
LINE B-4
ocr
DATE: 6/30/1999
TIME: 9:48
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 1.50
CD 4 3 0 0.00 10.00 4.00 0.00 0.00 0.00
F 0 5 1 5 P PAGE NO 3
HEADING LINE NO 1 IS -
WATER SURFACE PROFILE - TITLE CARD LISTING
SHELLEY PROPERTY - UNIT 4
HEADING LINE NO 2 IS -
STORM DRAIN LINEB1
HEADING LINE NO 3 IS -
1424.40
F 0 5 1 5 P PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 114.88 1
W S ELEV
0.00
ELEMENT NO 2 IS A REACH * * *
U/S DATA STATION INVERT SECT
163.38 115.63 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 32.20 0.00 0
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT
268.92 116.87 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 4 IS A TRANSITION » * *
U/S DATA STATION INVERT SECT
269.92 116.95 4
N
0.013
ELEMENT NO 5 IS A REACH * * *
U/S DATA STATION INVERT SECT
271.92 117.12 4
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 6 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
272.92 117.20 1
N
0.013
ELEMENT NO 7 IS A REACH * * *
U/S DATA STATION INVERT SECT
428.74 118.76 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 8 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
429.74 118.84 4
N
0.013
ELEMENT NO 9 IS A REACH * * *
U/S DATA STATION INVERT SECT
431.74 119.01 4
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 10 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
432.74 119.09 1
N
0.013
ELEMENT NO 11 IS A REACH * * *
U/S DATA STATION INVERT SECT
437.99 120.50 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 12 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
438.99 120.58 1 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
ERROR MESSAGE NO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF
AREA = 0.000 WETTED PERIMETER » 0.000
DATE: 6/30/1999
TIME: 10: 8
FOS15P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 1.50
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
i HEADING LINE NO 1 IS -
SHELLEY PROPERTY - UNIT 4
I
HEADING LINE NO 2 IS -
STORM DRAIN LINEB2
ill
HEADING LINE NO 3 IS -
,i 1424.40
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 114.87 1
W S ELEV
0.00
ELEMENT NO 2 IS A REACH * * *
U/S DATA STATION INVERT SECT
105.25 115.52 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
106.25 115.60 1 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB2
1424.40
PAGE
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGT/
DIA
BASE/
ID NO.
2L NO AVBPR
PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 114.87 0.615 115.485 6.3 9.24 1.325 116.810 0.00 0.970 1.50 0.00 0.00 0 0.00
1.01 0.12381 .027222 0.03 0.420 0.00
101.01 115.00 0.637 115.632 6.3 8.81 1.206 116.838 0.00 0.970 1.50 0.00 0.00 0 0.00
0.87 0.12381 .023933 0.02 0.420 0.00
101.88 115.10 0.660 115.762 6.3 8.40 1.096 116.858 0.00 0.970 1.50 0.00 0.00 0 0.00
0.72 0.12381 .021031 0.02 0.420 0.00
102.60 115.19 0.685 115.877 6.3 8.02 0.998 116.875 0.00 0.970 1.50 0.00 0.00 0 0.00
0.63 0.12381 .018490 0.01 0.420 0.00
103.23 115.27 0.710 115.979 6.3 7.64 0.905 116.884 0.00 0.970 1.50 0.00 0.00 0 0.00
0.51 0.12381 .016262 0.01 0.420 0.00
103.74 115.33 0.737 116.070 6.3 7.28 0.824 116.894 0.00 0.970 1.50 0.00 0.00 0 0.00
0.43 0.12381 .014316 0.01 0.420 0.00
104.17 115.39 0.765 116.151 6.3 6.95 0.749 116.900 0.00 0.970 1.50 0.00 0.00 0 0.00
0.34 0.12381 .012615 0.00 0.420 0.00
104.51 115.43 0.795 116.224 6,3 6.62 0.681 116.905 0.00 0.970 1.50 0.00 0.00 0 0.00
0.28 0.12381 .011127 0.00 0.420 0.00
104.79 115.46 0.826 116.289 6.3 6.31 0.619 116.908 0.00 0.970 1.50 0.00 0.00 0 0.00
0.20 0.12381 .009822 0.00 0.420 0.00
104.99 115.49 0.859 116.347 6.3 6.02 0.562 116.909 0.00 0.970 1.50 0.00 0.00 0 0.00
0.15 0.12381 .008678 0.00 0.420 0.00
105.14 115.51 0.893 116.399 6.3 5.74 0.511 116.910 0.00 0.970 1.50 0.00 0.00 0 0.00
0.08 0.12381 .007678 0.00 0.420 0.00
LICENSEE: Project Design Consultants F0515P PAGE 2
WATER SURFACE PROFILE LISTING
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB2
1424.40
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
105.22 115.52 0.930 116.446 6.3 5.47 0.465 116.911 0.00 0.970 1.50 0.00 0.00 0 0.00
0.03 0.12381 .006797 0.00 0.420 0.00
105.25 115.52 0.970 116.490 6.3 5.21 0.422 116.912 0.00 0.970 1.50 0.00 0.00 0 0.00
106.25 115.60 0.970 116.570 6.3 5.21 0.422 116.992 0.00 0.970 1.50 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB2
1424.40
100.00 .1 « <-
100.13
100.26
100.38
100.51
100.64
100.77
100.89
101.02 .1 WC HE
101.15
101.28
101.40
101.53
101.66
101.79
101.91 .1 W C HE
102.04
102.17
102.30
102.42
102.55
102.68 .1 W C HE
102.81
102.93
103.06
103.19
103.32 .1 W C HE
103.44
103.57
103.70
103.83 . I W C HE
103.95
104.08
104.21 . I W C HE
104.34
104.46
104.59 . I W C EH
104.72
104.85 . I W C EH
104.97
105.10 . I
105.23 . I
105.36 . I
105.48 . I
105.61
105.74
105.87
105.99
106.12
106.25 . I X E H. R
114.87 115.09 115.32 115.54 115.76 115.99 116.21 116.43 116.65 116.88 117.10
W C
W C
W C
X
E
E
E
E
H
H
H
H
R
R
R
R
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
DATE: 6/30/1999
TIME: 10:18
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 1.50
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SHELLEY PROPERTY - UNIT 4
HEADING LINE NO 2 IS -
STORM DRAIN LINEB3
HEADING LINE NO 3 IS -
1424.40
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 114.20 1
W S ELEV
0.00
ELEMENT NO 2 IS A REACH * * *
U/S DATA STATION INVERT SECT
131.25 114.54 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
^ 132.25 114.62 1 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
"" ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB3
1424.40
STATION INVERT DEPTH
ELEV OF FLOW
w.s.
ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 114.20 1.130 115.330 10.0 7.00 0.761 116.091 0.00 1.219 1.50 0.00 0.00 0 0.00
2.23 0.01088 .010788 0.02 1.130 0.00
102.23 114.22 1.130 115.354 10.0 7.00 0.761 116.115 0.00 1.219 1.50 0.00 0.00 0 0.00
23.20 0.01088 .010489 0.24 1.130 0.00
125.43 114.48 1.159 115.636 10.0 6.83 0.724 116.360 0.00 1.219 1.50 0.00 0.00 0 0.00
5.82 0.01088 .009697 0.06 1.130 0.00
131.25 114.54 1.219 115.759 10.0 6.50 0.656 116.415 0.00 1.219 1.50 0.00 0.00 0 0.00
132.25 114.62 1.219 115.839 10.0 6.50 0.656 116.495 0.00 1.219 1.50 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB3
1424.40
100.00
100.66
101.32
101.97
102.63
103.29
103.95
104.61
105.27
105.92
106.58
107.24
107.90
108.56
109.21
109.87
110.53
111.19
111.85
112.51
113.16
113.82
114.48
115.14
115.80
116.45
117.11
117.77
118.43
119.09
119.74
120.40
121.06
121.72
122.38
123.04
123.69
124.35
125.01
125.67
126.33
126.98
127.64
128.30
128.96
129.62
130.28
130.93
131.59
132.25
W C
W C
W C
X H
X H
E . R
E. R
114.20 114.43 114.66 114.89 115.12 115.35 115.58 115.81 116.04 116.27 116.50
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W « WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X - CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
DATE: 6/30/1999
TIME: 10:30
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 2 4 2.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LIME NO 1 IS -
SHELLEY PROPERTY - UNIT 4
HEADING LINE NO 2 IS -
STORM DRAIN LINEB4
HEADING LINE NO 3 IS -
1424.40
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
100.00 112.50 2
W S ELEV
0.00
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT
245.90 113.70 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
246.90 113.78 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB4
1424.40
STATION INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 112.50 1.291 113.791 15.4 7.18 0.801 114.592 0.00 1.415 2.00 0.00 0.00 0 0.00
4.11 0.00822 .008262 0.03 1.291 0.00
104.11 112.53 1.291 113.825 15.4 7.18 0.801 114.626 0.00 1.415 2.00 0.00 0.00 0 0.00
109.03 0.00822 .008194 0.89 1.291 0.00
213.14 113.43 1.298 114.729 15.4 7.13 0.790 115.519 0.00 1.415 2.00 0.00 0.00 0 0.00
28.87 0.00822 .007676 0.22 1.291 0.00
242.01 113.67 1.354 115.022 15.4 6.80 0.718 115.740 0.00 1.415 2.00 0.00 0.00 0 0.00
3.89 0.00822 .006828 0.03 1.291 0.00
245.90 113.70 1.415 115.115 15.4 6.48 0.652 115.767 0.00 1.415 2.00 0.00 0.00 0 0.00
246.90 113.78 1.415 115.195 15.4 6.48 0.652 115.847 0.00 1.415 2.00 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEB4
1424.40
100.00 .1 W C H E . R
103.00
106.00 .1 W C H E . R
108.99
111.99
114.99
117.99
120.99
123.98
126.98
129.98
132.98
135.98
138.97
141.97
144.97
147.97
150.97
153.96
156.96
159.96
162.96
165.96
168.95
171.95
174.95
177.95
180.94
183.94
186.94
189.94
192.94
195.93
198.93
201.93
204.93
207.93
210.92
213.92 . I WC H E . R
216.92
219.92
222.92
225.91
228.91
231.91
234.91
237.91
240.90
243.90 . I «C H E . R
246.90 . I X H E . R
112.50 112.83 113.17 113.50 113.84 114.17 114.51 114.84 115.18 115.51 115.85
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C - CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H - HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
1
n
••1
/£ 709.00 SH
1+56.50
IE 108.22 SH
1+09.64
IE 108.00 SO
LINE C-3
SHELLEY PROPERTY - UNIT 4
LINE C
WSPGU401 Hwa 7/27/(in 11: Ofi: 2,1 nm
DATE: 10/28/1999
TIME: 13:14
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 14 1.50
CD 2 4 2.00
F 0 5 1 5 P PAGE NO 3
«* HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
WATER SURFACE PROFILE - TITLE CARD LISTING
SHELLEY PROPERTY - UNIT4
STORM DRAIN LINEC1
1424.40
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 109.42 1
W S ELEV
0.00
ELEMENT NO 2 IS A REACH * * *
U/S DATA STATION INVERT SECT
253.21 114.09 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
™ U/S DATA STATION INVERT SECT W S ELEV
— 254.21 114.17 1 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
*• ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT4
STORM DRAIN LINEC1
1424.40
STATION INVERT DEPTH
ELEV OF FLOW
w.s.
ELEV
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGT/
DIA
BASE/
ID NO.
ZL NO AVBPR
PIER
. L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 109.42 0.723 110.143 3.6 10.20 1.616 111.759 0.00 1.136 1.50 0.00 0.00 0 0.00
56.27 0.03048 .030108 1.69 0.720 0.00
156.27 111.14 0.727 111.862 8.6 10.13 1.593 113.455 0.00 1.136 1.50 0.00 0.00 0 0.00
47.60 0.03048 .028008 1.33 0.720 0.00
203.87 112.59 0.754 113.340 .6 9.65 1.447 114.787 0.00 1.136 1.50 0.00 0.00 0 0.00
17.62 0.03048 .024659 0.43 0.720 0.00
221.49 113.12 0.783 113.906 8.6 9.21 1.316 115.222 0.00 1.136 1.50 0.00 0.00 0 0.00
10.14 0.03048 .021743 0.22 0.720 0.00
231.63 113.43 0.814 114.246 .6 8.78 1.196 115.442 0.00 1.136 1.50 0.00 0.00 0 0.00
6.80 0.03048 .019189 0.13 0.720 0.00
238.43 113.64 0.846 114.486 8.6 8.37 1.087 115.573 0.00 1.136 1.50 0.00 0.00 0 0.00
4.79 0.03048 .016950 0.08 0.720 0.00
243.22 113.79 0.880 114.666 8.6 7.98 0.988 115.654 0.00 1.136 1.50 0.00 0.00 0 0.00
3.55 0.03048 .014986 0.05 0.720 0.00
246.77 113.89 0.915 114.809 i.6 7.61 0.899 115.708 0.00 1.136 1.50 0.00 0.00 0 0.00
2.53 0.03048 .013267 0.03 0.720 0.00
249.30 113.97 0.953 114.924 !.6 7.25 0.816 115.740 0.00 1.136 1.50 0.00 0.00 0 0.00
1.78 0.03048 .011775 0.02 0.720 0.00
251.08 114.03 0.994 115.019 8.6 6.92 0.743 115.762 0.00 1.136 1.50 0.00 0.00 0 0.00
1.23 0.03048 .010471 0.01 0.720 0.00
252.31 114.06 1.037 115.100 S.6 6.60 0.675 115.775 0.00 1.136 1.50 0.00 0.00 0 0.00
0.68 0.03048 .009334 0.01 0.720 0.00
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT4
STORM DRAIN LINEC1
1424.40
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
252.99 114.08 1.084 115.167 J.6 6.29 0.614 115.781 0.00 1.136 1.50 0.00 0.00 0 0.00
0.22 0.03048 .008345 0.00 0.720 0.00
253.21 114.09 1.136 115.226 8.6 5.99 0.557 115.783 0.00 1.136 1.50 0.00 0.00 0 0.00
254.21 114.17 1.136 115.306 8.6 5.99 0.557 115.863 0.00 1.136 1.50 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT4
STORM DRAIN LINEC1
1424.40
100.00
103.15
106.29
109.44
112.59
115.74
118.88
122.03
125.18
128.32
131.47
134.62
137.77
140.91
144.06
147.21
150.35
153.50
156.65
159.80
162.94
166.09
169.24
172.38
175.53
178.68
181.83
184.97
188.12
191.27
194.41
197.56
200.71
203.86
207.00
210.15
213.30
216.44
219.59
222.74
225.89
229.03
232.18
235.33
238.47
241.62
244.77
247.92
251.06
254.21
I
I
I
I
w c
w c
w c
w c
H E
H E
H E .
H E .
R
R
R
R
109.42 110.06 110.71 111.35 112.00 112.64 113.29 113.93 114.57 115.22 115.86
NOTES
1. GLOSSARY
"* I = INVERT ELEVATION
C = CRITICAL DEPTH
W - WATER SURFACE ELEVATION
m H = HEIGHT OF CHANNEL
E - ENERGY GRADE LINE
'«• X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
itii Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
DATE: 10/28/1999
* TIME: 13:21
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
*a
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
*
CD 24 2.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
SHELLEY PROPERTY - UNIT 4
HEADING LINE NO 2 IS -
STORM DRAIN LINEC2
HEADING LINE NO 3 IS -
1424.40
F 0 5 1 5 P PAGE NO 2
m
WATER SURFACE PROFILE - ELEMENT CARD LISTING-4H
a ELEMENT NO 1 IS A SYSTEM OUTLET * ' * «
U/S DATA STATION INVERT SECT W S ELEV
"* 100.00 108.47 2 0.00
m
ELEMENT NO 2 IS A REACH * * *
„ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
156.50 108.92 2 0.013 0.00 0.00 0.00 0
m
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
KM
U/S DATA STATION INVERT SECT W S ELEV
M 157.50 109.00 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
*" ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV - INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEC2
1424.40
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/
DIA ID NO.
ZL NO AVBPR
PIER
«k L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 108.47 1.256 109.726 14.5 6.98 0.757 110.483 0.00 1.372 2.00 0.00 0.00 0 0.00
27.75 0.00796 .007887 0.22 1.252 0.00
127.75 108.69 1.260 109.951 14.5 6.95 0.750 110.701 0.00 1.372 2.00 0.00 0.00 0 0.00
25.10 0.00796 .007401 0.19 1.252 0.00
152.85 108.89 1.314 110.205 14.5 6.62 0.681 110.886 0.00 1.372 2.00 0.00 0.00 0 0.00
3.65 0.00796 .006573 0.02 1.252 0.00
156.50 108.92 1.372 110.292 14.5 6.31 0.619 110.911 0.00 1.372 2.00 0.00 0.00 0 0.00
157.50 109.00 1.372 110.372 14.5 6.31 0.619 110.991 0.00 1.372 2.00 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEC2
1424.40
100.00 .1 W C X
101.17
102.35
103.52
104.69
105.87
107.04
108.21
109.39
110.56
111.73
112.91
114.08
115.26
116.43
117.60
118.78
119.95
121.12
122.30
123.47
124.64
125.82
126.99
128.16 .1 WC HE
129.34
130.51
131.68
132.86
134.03
135.20
136.38
137.55
138.72
139.90
141.07
142.24
143.42
144.59
145.77
146.94
148.11
149.29
150.46
151.63
152.81
153.98 I W C
155.15
156.33
157.50 . I X
108.47 108.72 108.98 109.23 109.48 109.73 109.99 110.24 110.49 110.75 111.00
10
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W - WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
7!
DATE: 10/28/1999
TIME: 13:27
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 2 4 2.00
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEC3
F 0 5 1 5 P PAGE NO 2
•a*
WATER SURFACE PROFILE - ELEMENT CARD LISTING
-« ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT W S ELEV
100.00 108.00 2 0.00
*4
ELEMENT NO 2 IS A REACH * * *
-» U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
117.91 108.14 2 0.013 0.00 0.00 0.00 0
Ml
ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
* 118.91 108.22 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
"" ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
LICENSEE: Project Design Consultants F0515P
WATER SURFACE PROFILE LISTING
PAGE
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEC3
1424.40
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HOT/
DIA
BASE/
ID NO.
ZL NO AVBPR
PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
100.00 108.00 1.359 109.359 15.9 7.00 0.760 110.119 0.00 1.438 2.00 0.00 0.00 0 0.00
11.47 0.00782 .007506 0.09 1.350 0.00
111.47 108.09 1.375 109.465 15.9 6.90 0.740 110.205 0.00 1.438 2.00 0.00 0.00 0 0.00
6.44 0.00782 .006981 0.04 1.350 0.00
117.91 108.14 1.438 109.578 15.9 6.58 0.671 110.249 0.00 1.438 2.00 0.00 0.00 0 0.00
118.91 108.22 1.438 109.658 15.9 6.58 0.671 110.329 0.00 1.438 2.00 0.00 0.00 0 0.00
SHELLEY PROPERTY - UNIT 4
STORM DRAIN LINEC3
1424.40
100.00
100.39
100.77
101.16
101.54
101.93
102.32
102.70
103.09
103.47
103.86
104.25
104.63
105.02
105.40
105.79
106.17
106.56
106.95
107.33
107.72
108.10
108.49
108.88
109.26
109.65
110.03
110.42
110.81
111.19
111.58
111.96
112.35
112.74
113.12
113.51
113.89
114.28
114.66
115.05
115.44
115.82
116.21
116.59
116.98
117.37
117.75
118.14
118.52
118.91
.1 w c H E
W C H E
H E
HE. R
108.00 108.23 108.47 108.70 108.93 109.16 109.40 109.63 109.86 110.10 110.33
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
77
SECTION 9
REFERENCES
• Standards for Design and Construction of Public Works Improvements in the City of
Carlsbad, dated April 1993.
• County of San Diego, Department of Public Works Flood Control Design: Hydrology
Manual, October 1973, revised April 1993.
• City of San Diego: Drainage Design Manual, April 1984, revised March 1989.
REP/1602DR-U4.DOC 78
APPENDIX
HYDROLOGY DESIGN CHARTS
REP/1602DR-U4.DOC 79
TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Land Use Soil Type
Residential: £
Single Family -55
Multi-Units -70
Mobile Homes -65
Rural (lots greater than 1/2 acre) •**
Commercial (2)
80% Impervious -w
Industrial (2) ' '•-•....
90% Impervious . ' *" •"
NOTES: . ,.,....
•'- -.'.Mi' -.\ • " •!•• • ' '. ' " £
•D coll.to.be ijsed for all.areasrjrxHfr **"
"'the tabulated
„ _;amperviousness valuer of .8Q%:,or50%ittHel^ue$'glveh'for<»effklent C,
'C(V> may "be revised by multiplying 80% or 90% by,,. the ratio of actual
Imperviousness to the tabulated Impervlousnesi fidwever, In no case shall
the final coefficient be less than 0.50. For example: Consider commercial
^property on D soll.,.r - - :• •- \- •' • »'«" b *>' "'
Tabufated Imperviousness = 80%
Revised C = ^ x 0.85 = 0.53
82 APPENDIX A-1
JNTEMSITT-DURAT; DtSIGN. CHART
iT~ !7r~TiTrtTiiiiiUtl'''''|4ri1*
Equation:
TTh
iiiitos-Win
Iu.l Li-
I •••» 7.44 P, D""'645
rnrnnlir,!
Intensity (In,/Hr.)
Pfi « 6 Hr. Precipitation (In.)
10 15 20 5 6
Directions for Application:
1) From precipitation maps determine 6 hr.
24 hr. amounts for the selected frequenc
These maps are printed in the County Hyd
Manual (10, 50 And 100 yr. maps -included
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessan
that 1t is within the range of 457, to 6!
the 24 hr. precipitation. (Not r.pplical
to Desert)
3) Plot 6 hr. precipitation on the right s
of the chart.
4) Dray; a line through the point parallel
plotted lines.
5) This line is the intensity-duration cur
the location being analyzed.
Application Form:
0) Selected Frequency' /OO yr.
2) Adjusted *Pg
3) tc"
4) I «
in.
min.
1n/hr.
*Not Applicable to Desert Regie
APPENDi;
IV-A-14
Revised
^~soo
- BOO
- 704
- too \
•SOO3OO \
— 300
200
• Lcny//i or -tvi'C'j'i
r
\
\\\
\
\— sro
\—30 nTO" I20 \ ADO TEN MINUTES TO
COMPUTED TIME OF CON-
^-/o
L-s
\ .
\^4Q00
\-3OOO v
-2000
\—/SOO \t
— 900— •800— roo
— £00
\-300
2CO
M/'nt/rct
— 240
— /SO
/oo
-so
• BO
7O
-£0
-50
• 40
\—30
-SO
/e
/£
•/*
/o• s
£
7
f
UJ
H /
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN MANUAL^
APPROVED ••"*• '* 'r^-'S..-,* »TTV,
NOMOGRAPH FOR DETERMINATION
OF TIME OF CONCENTRATION- ( .c)
FOR NATURAL WATERSHEDS
APPENDIX A-3.1
(J [ \ LJ/ V / M / U \
TIME. OF FLOW CURVES
ffT::rr^' Ust Formulo ForLiil-;..: __ nijtoncei in FICI
Scrfoc* Flow T1»« C«rv«
FLD\A/
O
86
FT.
C - .7(9
APPENDIX A-3.2
I I I II « T • fl C
DISCHARGE (cry
ONE SIDE
CXAMPLC:
Civtn. Q« «0 S« Z.SV,
s Ckpm » tt4 ,
GUTTER AND ROADWAY
DISCHARGE-VELOCITY CHART APPENDIX A-4
70A
J
CHART .1-103.6 A
CAPACITY OF CURB OPENING INLETS
ASSUMED 2% CROWN.
m.j
."j
"j
m
-J
m
J
-**
J
Q « 0.7L
*A «= 0,33
Y = HEIGHT OF HATER AT CURB FACE (0,4' MAXIMUM)
REFER TO CHART 1-104.12 •
L'?= LENGTH OF CLEAR OPENING OF INLET • ,
'"' '
*0se A=0 when the Inlet Is adjacent to traffic;.
i:e., for a Type "J" median inlet or where the
parking lane is removed.
REV.CITY QKSAK=D!IEGO - DESIGN •SHT: NO,
"J
'J
CAPACITY OF CURB OPENING
APPENDIX A-5
:r i[
3•r
]
v4* L _
:r ]
]
j
CHART M03.6C
-J-
^
«••*«' <«»«•«•»•« «>
ELEVATION
REV.CITY OF CAMniFGQ ^ DESIGN SO IDE
NOMOGR AM - CAPACITY., CURB
iNLEf AT SAG
HT. NO.
Vd.
FVScc
(0
6-7
7-1
W.5
9.5-11
11/13
13-15
15-17
17-20
Rock
CUu
(?)
No. 3
Back-
No. 2
Back-
F»c-
Lfcbt
1/4
TON
Vi
TON
1
TON
2
TON
Tklct-
BOU
'T*
.6
1.0
1.4
.2.0
2.7
3.4
4.3
5.4
E&«J&buJb*niJJ«v*J
Opel
Sec. 200
(4)
vie*
1/4-
3/T
V4*
V4-
r
M/2'
2*
Opel
Sec.400
(4)
C2
B3
—
—
-
-
^
OpO
(5)
D.O.
D.O.
D.O.
1-1/2'
P.B.
V4«
1-1/2*
P.B.
3/4'
1-1/2'
P.B.
TYPE
B
TYPE
B
Lo^cr
L«jxr
(<S)_
__
—
-—
SAND
SAND
SAND
SAND
See 200-1.6 See also 200-1. 6(A)
Practical use of this table is limited to situations
where "I" is less than inside diameter.
(1) Average velocity in pipe or bottom velocity in
energy dissipater, whichever is greater.
(2) If desired riprap and filter blanket class is not
available, use next larger class.
(3) Filter blanket thickness = 1 Foot or "T", whichever
is less.
(4) Standard Specifications for Public Works
Construction.
(5) O.G. = Disintegrated Granite, 1 MM to 10 MM.
P.B. = Processed Miscellaneous Base.
Type B = Type B bedding material, (minimum 75%
crushed particles, 100X passing 2V sieve, 10X
passing 1" sieve).
(6) Sand 75% retained on #200 sieve.
APPENPIX A-7
iiifcjiiillliialifti
7.5-1 Eroiion and Sediment Control Handbook
10 JO 50 100 200
O'»«n»'7t. I:1
500 1000
01 0.2 0.3 0.4 0 6 0.8 I 2 3 4 S 6 7 8 10 IS 20 25
e. m' »*c
Fig. 7.45 Design of riprap outlet protection from » round pipe flowing full; minimum
iiiU-iicr conditions. (6. 14)
Water Conveyance and Energy Dissipation
OuCltt I
plot ==C_S
diwntttf I r ~-
O.I «-,
/ .«/ ' ////](/. r>i.?U3 ?\:"v;_
5- *\~y'~fi//'•/// 11. ./////////10
0-0
X
i i ; S'£^v$r?s*~'&*>.'* a^-wc?'^— \i^-<^ \v^3-6*-t*^*-C^^AX^Xti*-TizZ^^Z^^^S/Ass ' ' " '
10 20 50 100
. ft1 »»c
' f°
5H? -o
ro
-c
200 500 1000
.2 .3 .4 .5.5.7.8-91 2 3 * 5 6 7 3 :C !5 20 25
l j«c
Fig. 7^16 Deiign of riprap outlet protection t'rom i round pipe flowint full; mni/
uilwtter conditions. (6. U)
to find the riprap size and apron length. The apron width at the pipe end should
be 3 limes the pipe diameter. Where there is a well-defined channel immediately
downstream from the apron, the width of the downstream end of the apron
should be equal 10 the width of the channel. Where there is no well-defined chan-
nel immediately downstream from the apron, minimum Uilwater conditions
apply and the width of the downstream end of the apron should be equal to the
pipe diameter plus the length of the apron.
»
EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum
Tailwater Condition
f Given: A flow of 6 dv'sec (0.17 mVsec) discharges from a 12-in (30-cm) pipe onto a 2
percent grassy slope with no defined channel.
' Find: Thr required length, width, and median stone size rf« for a riprap apron.
Solutions Since the pipe discharges onto a flat area with no defined ch»nn«l. t ,
mum tailwater condition can b« assumed.
By Flf. 7.45, the apron length L, and median stone site dM are 10 ft (3 m) ind <
(9 cml. respectively. The upstream apron width VV, equals 3 times th« pipe diimeu
IP. -3X0.
- 3(1 fti - 3 ft [3(0.3 ml - 0.9 m|
The downstream apron width Wt tquais the apron lenjth plus the pipe diimtt<
W. - D, * L,
- 1 ft •*• 10 ft - It ft «0..1 m - :j.O m • 3.:J mi
<Vof«; When a concentrated flow is discharged onto a slope us in thii eairaplf i.
lying can occur downhill from the outlet protection. The spreading of conc«ntMtfd