HomeMy WebLinkAboutCT 90-03; SHELLEY PROPERTY UNIT 1; DRAINAGE REPORT; 2000-11-01-0
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DRAINAGE REPORT
FOR
SHELLEY RANCH ~ UNIT 1
CARLSBAD, CALIFORNIA
CT 90-031PUD 90-4 O't. ... 0 J e:(q 0'" J
NOVEMBER 2000
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. 1424.10
l~/tl-oo
Prepared By: DU
Checked By: DBR
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TABLE OF CONTENTS
Section Page
1 IN'TRODUCTION ..................................................... ' ... '.................................... 1
2 EXISTING CONDITIONS AND BACKGROUND ....................................... 3
3 DEVELOPED CONDITIONS ........... ; ..................................... ,....................... 4
4 HYDROLOGY METHODOLOGY ........................................................... :.... 5
5 FLOOD ROUTIN'G CALCULATIONS .................................... ;..................... 15
6 INLET AND OUTLET DESIGN..................................................................... 21
7 BROW DITCH CAPACITY CALCULATIONS ............................................ 24
8 WSPG COMPUTATIONS .............................................................................. 26
9 REFERENCES ........................ '........................................................................ 64
10 APPENDIX -HYDROLOGY DESIGN CHARTS
Runoff Coefficients (Rational Method) .................................... ........... A-I
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-S
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
REPIJ424IDR2,DOC ii
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Figure
1
Table
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2
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4
5
6
REP/1424IDR2,DOC
LIST OF FIGURES
Description
Vicinity Map ...................................................................................... , ................ .
LIST OF TABLES
Description
Predevelopment Hydrology Calculations ......................................................... .
PQstdevelopment Hydrology Calculations ....................................................... .
Flood Routing Calculations ............................................................................. .
Inlet Location Table .......................................... ; .............................................. .
Inlet Sizing Calculations ............................................................................ ; .... ..
Summary of Brow Ditch Flows ...•....................................................................
ATTACHMENTS
Exhibit A Drainage Area Map -Predeveloped Conditions
Exhibit B Drainage Area Map -Developed Conditions
iii
Page
1O~
12
17
25
23
25
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SECTION 1
INTRODUCTION
This drainage report has been prepared to document the design procedures and calculations for
the stann drain system associated with UIiit l of Tentative Map CT 90-03/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 and south of Calle Acervo. The
development site is also known as Parcel 'A' in the Certificate of Compliance No. CE-861
(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, Gatc~ basin, and curb inlet sizes under
the developed conditions to carry the iOO-year frequency stonn water volume.
The project is located within the City of Carlsbad limits and is subject to City standards. The
drainage subbasin layout and the stonn drainage system are shown on Exhibit B.
REP/14241I;lR2.DOC 1
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Figure 1. Vicinity Map
REP/14241DR2.DOC 2
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SECTION 2
EXISTING CONDITIONS AND BACKGROUND
The project area currently consists of generally undeveloped land.
The existing natural drainage runoff drains overland into an existing open area located to the .
south of the project. This parcel is currently owned by the Olivenhain Municipal Water District.
From there, drainage collects in two local low points before entering one of several inJets located
on the parcel, or flowing overland to the west and into an exi$ting drainage system in Rancho
Santa Fe Road per Drawing No. 331-2.
REP/1424IDR2.DOC 3
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SECTION 3
DEVELOPED CONDITIONS
The proposed project consists of regrading the site (approximately 9.47 acres) for the
construction of internal roads and, residential lots per Tentative Map CT 90-03/PUD 90-4.
Drainage from the developed areas will be conveyed via underground storm drain pipes. Storm
drain water outlets into existing stonn drain pipes in existing Rancho Santa Fe Road.
As a result of the regrading of the site and construction of the underground storm drain system,
there will be a significant reduction in overland flow to the existing open parcel south of the
project.
REPI1424lDR2.DOC 4
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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-ftequency 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 I x A). The following pages describe the methods used to det~rmine ~ach
component of the Rational Method equation, in which
Q = Runoff (CFS),
C = Runoff coefficient,
IA = Rainfall intensity On/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 ana Procedure Manual (see'
Appendix A-I). Soil Group D has been assumed for this area. Based on these critetja, the
following runoff coefficients were used:
REP/14241DR2.DOC
Natural Undisturbed Area = 0.45
Single-Family Units
Multifamily Units
Paved Areas
5
=0.55
=0.70
=0.90.
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4.2 Determination of Intensity
Rainfall intensity (1) 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:
where
Ti = Inlet time and
Tt = Travel time.
Inlet time is broken down into two components: overland time (To) and gutter time (Tg):
therefore,
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 (To)
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).
REPI!424IDR2.DOC 6
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4.3.2 Gutter Time (Tg)
The gutter time is determined by assuming an initial time of concentration, Ti (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 obtftin 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 = LI(Vx 60).
Add this gutter time to To to obtain a new time of concentration, Te. Use this new Te to calculate
a new Q/2 and determine a new Vave, in order to calculate a new Tg• Repeat procedure until
assumed Te = To + Tg•
4.3.3 Travel Time (Tt)
Travel time is the time required for flow to travel the len,gth of the storm drain to the point in
question. Travel time is calculated by using the following formula:
Travel Time = LI(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 b~si~ was determined from the Drainage Area Map. S'ee the
Developed Drainage Basins Exhibit (Exhibit BY.
4.5 Modified Rational Method
The Modified Rational Method was utilized to calculate peak stopn water flows and route the
calculated flows through the proposed drainage system.
REPI14241DR2.DOC. 7
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When two flows combine at a junction point, the smaller of the flows .\las 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 I 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.
If T> t, the peak discharge is corrected by the ratio of the intensities:
Q = Q + q(I1i) and T:::;T.
If T < t, the peak discharge is corrected by the ratio of the times of concentration:
Q = Q +q(Tlt) 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 develuped 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.
4.7 Conclusion
Per this Drainage Report, it is concluded that the proposed development of Shelley Ranch Unit 1
(Tentative Map CT 90.-03/PUD 90-4) will not result in any significant changes to the drainage
. ,
REP/1424IDR2.DOC 8
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patterns and stonn water discharge volume in the area of the project. There will be a reductiQIi in
overland flow to the open parcel 'south of the project, as the majority of the drainage from the
project will be directed into the proposed stonn drain system.
The existing private 24.,inch RCP per Drawing No. 331-2A, Sheet 3 was analyzed (see
Exhibit 'B' and Table 3 -Flood Routing Calculations). It is the finding of this drainage report
that the private drainage system is adequate to handle the stonn water flows from the project.
REPIl424JDR2:DOC 9
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I REP/1424JDR2:DOC
Table 1. Predevelopment Hydrology Calculations
Surface Runoff for 100-Y ear/6-Hour StOrrrl
10
- --' - - --, - - - - - - --' - --' -12-Feb-99 DETAILED DRAINAGE CALCULATIONS
Proj.Name: KELLEY RANCH -UNIT 1
Proj. Num: 1424.1 Frequency 100 yrs. DSND by: ])U
File Name: 1424Ul-3.WQl P6= 2.6 CHKD by: MC
From To Type of L H Pipe Slope Velocity Tc Revised Intensity C A CA ' Sum Total Q
Node Node Travel (ft) (ft) Dia(in) (ft/ft) (ft/s) (min.) Ty (in/hr) (ac) Ca (cfs)
SUBBASIN El
Natural Ovrlnd 520 31 0.060 2.9 12.9 3.72 O.4~_ ,9 ___ l 4.2 4.2 15.6
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I REP/1424IDR2.DOC
Table 2. Postdevelopment Hydrology Calculations
Surface Runoff for 1 OO~ Y ear/6-Hour Stann,
12
---------~---------09-"Nov-2000 DETAILED DRAINAGE CALCULATIONS
Proj.Name: SHELLEY PROPERTY -UNIT 1
Proj. Num: 1424.1 Frequency 100 yrs. DSND by: DU
File Name: 1424U1-1.WQl P6= 2.6 CHKD by: MC,
From To Type of L H . Pipe Slope Velocity Tc . ReviSed Intensity C A, CA Sum Total Q
Node Nod~ Travel (ft) (ft) Dia(in) (ft/ft) (ftls) (min) Tc (in/hr) (ac) Ca (cfs)
SUBBJ\SJN Al
{J rban Overland . 140 1.4 0.010 . 11.7 11.7 3.96 0.55 4.23 2.3 Z.3
Gutte.r 691 18 0.026 3.7 . 3.1 14.8 3.4 0.55 4.2~ 2.3 2.J 7~8 !
(Avg flow depth= 0.32 ft. Avg Flo wWidt 11.0 ft.) •
-
SUBBASIN A2
Urban Overland 120 1.2 0.010 10.8 10.8 4.17 0.55 4.4 2.4 2.4
Gutter 747 21 0.028 3.8 3.3 14.1 3.51 0.55 4.4 2..4 2.4 8.4
(Avg flow depth= 0.32 ft. Avg Flo wWidt 11.0' ft.)
.: SUBBASIN A3
Urban Overland 18.5 ,0.37 0.020 1.2 1.2 17.Z 0.9 0.1 0.1 0.1
Gutter 101~ 32 0.032 3.2 5.3 6.5 5.78 , 0.9 0.1 0.1 0.1 0.6
," (Avg flow depth = 0.19 ft. , Avg Flo w Widt, 4.5 ft.) :
SUBBASIN A4
. Urban· Overland 20 10 0.500 . 1.2 1.2 ' 17.2 .0.55 0.26 0.1 0.1
. Gutter 370 5.5 0.015 2.J 2.7 3~9 8.04 0.55 0.26 . 0.1 0.1 0.8
(Avg flow depth= 0.21 'ft. Avg Flo wWid~ 5.5 ft) . . .
-----',. ....... --~---~'----------
------'--,-------
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------ --- --- -- -- ---09-Nov-2000 DETAILED DRAINAGE CALCULATIONS
Proj, Name: SHELLEY PROPERTY -UNIT 1
Proj. Num: 1424.1 Frequency 100 yrs. DSNDby: DU
File Name: 1424Ul-1.WQl P6= 2.6 CHKDby: Me
From To Type of L H Pipe Slope Velocity Tc Revised Intensity C A CA Sum Total Q
Node Node Travel (ft) (ft) ,niaCin) (ft/ft) (ftls) (min) Tc (in/hr) (ac) Ca (cfs)
SUBBASIN IA5
310 I 3.4 I I 0.011 I I 12.3 J +2.3 1 3.83 1 0.7 11.85 1 1.3 1 1.3 1 ' 5.0 Urban Overland
SUBBASIN IA6
. Urban Overland 23 9 0.391 1.4 1.4 . 15.57 0.55 0.12 0.1 0.1
Gutter 200 2 0.010 ; 1.9 1.8 3.2 9.14 . b.S5 0.12 0.1 0.1 I 0.9
(Avg flow depth = 0.22 ft. 'Avg Flo wWidt 6 ft.)
SUBBASIN I A 7
Urban Overland 160 4 0.025 9.2 9.2 4.62 I 0.55 I 0.3 I 0.2 I 0.2 0.9
SUBBASIN A8
NatufCJ.l Ovrlnd 30 14 I. I 0.467 0.1 J 10.1 4.35 I 0.45 10.45 0.2 1 0.2
Qutter I 690' 38 J 1 0.055 3.91 2·.9 1 13 3.7 I 0.45 10.45 0.2. I . 0.2 0.7
(Avg flow depth = I 0.14 1ft. A vg Fiol w Widt 2 I ft.)
SU~I3ASIN IA9
Natural Ovrlnd 22 8 ': 0.364 0.1 10.1 4.35 1 OA5 1 0.251 0.1 1 0.1
Gutter 320 ' ,20 ' 0.063 ' 3.4 1.9 11~7 :t9Q 1 0.45 10.25 1 0.1 1 0.1 1 0.4
(Avg flow depth = O,U ft. Avg Flo w Widt. 1.3 ft.)
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SECTION 5
FLOOD ROUTING CALCULATIONS
The stonn drainpipes for the proposed systems were designed based on Manning's equation:
where
Q = (1.486In) xA x r2/3 x sJl2,
n = Roughness coeffiGient,
A = Cross-sectional area of ,flow,
r = Hydraulic .radius, and
s = Slope of culvert.
5.1 Flood Routing Method
The Modified Rational Method was utilized to calculate peak stonn water flows ano 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 I 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.
REPII424IDR2,DOC 15
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If T> t, the peak discharge is corrected by the ratio of the intensities:
Q =Q + q(l/i) and T=T.
If T < t, the peak discharge is corrected by the ratio of the times of concentration:
Q ;:: Q + q(Tlt) and T=T.
5.2 Pipe Flow
Travel time has been considered between the nodes of the flo()d-routed system. Travel time is
calculated by using the fo1lowing formula:
Travel Time = L/(V x 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 devdoped within the QuattroPro software. A printout for each
pipe system for the developed condition has been included in Table 3.
REPI14241DR2.DOC 16
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II REPIl424IDR2,DOC
Table 3. Flood Routing Calculations
Flood Routing for 100-Y ear/6-Hour Stonn
17
----------- -'----- - -lS-Jun-99 DETAILED DRAINAGE CALCULATIONS
ProJ.Name: SHELLEY RANCH -UNIT 1
Proj. Num: 1424.1 Frequency 100 yrs. DSNDhy: DU
File Name: .1424Ul-2.WQl P6= 2.6 CHKD by~ MC
From To Type of L H Pipe Slope Velocity Tc Revised Intensity C A CA Sum 'Total Q
Node Node Travel (ft) (ft) Dia(in) (ftlft) (ftls) (min) Tc (in/hr) , (ac) Ca (cfs) i
Node to Node 1A 2A
Input Flow Tc= 14.8 3.4 1.8
)A 2A Pipe Flow 62.55 1.6 18 0.025 9.3 0.1 14.9 3.39 0 0 7.8
Did Calculated= 0.48
Node to Node 'JA ,3A
Input. Flow Tc= 14.1 ' 3.51 9.0
2A 3A Pipe Flow 47.77 1 24 0.020 8.7 0.1 14.2 3.49 0 0 9.0
DI d Calculated'= 0.36 ,
Node to Node 3;\ 6A
Flood Route 1A 2A and '},A 3A 14.2 3.49 16.4
3A 4A Pipe Flow 189,.7 3.8 2,4 0.020 10.2 0.3 14.5 ' 3.45 0 0 16.4
Did Calculated= 0.51
'4A 5A Pipe Flow 26.48 2.6 24 0.097 18.3 0 14.5 3.45 0.5S 0.4 0.2 0.2 17.1
Did Calculated·= 0.33
5A 6A Pipe Flow 324.7 2185.4 ' 24 6.730 ' 82.8 ' 0.1 14.6 ' 3.43 0 0.2 " 17.1
DId Calculated = 0.~2
,-- - --. -------, ------ -
I 09-Nov-2000 DETAILED DRA1NAGE CALCULATIONS I
Iproj.Name: SHELLEY RANCH -UNIT 1
Proj. Num: 1424.1 Frequency 100 yrs. DSND by: DU
File Name: 1424Ul-2.WQl P6= 2.6 CHKD by: MC
From To Type of L H Pipe Slope Velocity Tc Revised Intensity C A CA Sum Total Q
Node Node Travel (ft) (ft) Dia(in) (ft/ft) (ft/s) (min) Tc (in/hr) (ac) Ca (cfs)
Node to Node 6A16A
Input FIQw Tc= . 12), 3.83 5.0
Pipe Flow 40 17.7 18 0.442 22.9 0 12.3 3.83 0 0 5.0
Did Calculated= 0.18
Node to Node 6A 7A -
" ,
Flood Route 3A 6A and 6A16A 14.8. 3.4 21.5
6A 7A Pipe Flow 76.11 2.7 24 0.035 13.5 0.1 14.9 3.39 0.45 0.25 0.1 0.1 21.8
Did Calculated= 0.5
r' ____________ . _____ ' __ .
09-Nov-2000 DETAILED DRAINAGE CALCULATIONS
Proj.Name: SHELLEY PROPERTY UNIT 1
Proj. Num:. 1424.1 Frequency 100 yrs. DSND by: DU
File Name: 1424Ul-4.WQl P6= 2.6 CHKDby: DM
From To Type of L H Pipe Slope Velocity Tc Revised Intensity C A CA Sum TotalQI
Node Node Tr;:tvel (ft) (ft) Dia(in) (ftlft) (ft/s) (min) T¢ (in/hr) (ac)' Ca (cfs)
Node to NQde IB 2B
Inpllt Flow Tc= 2.9 9.73 17.1
IB 2B Pipe Flow 22 0.1 24 0.006 6.4 0.1 3 9.52 0 0 17.1
, Did Calculated= 0.8
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SECTION 6
INLET AND OUTLET DESIGN
6.1 Curb Inlet at Continuous Grade
Use the results of surface runoff calculations (100-year/6-hour stOrin) todetennine the length of
curb inlet.
Formula:
Q = 0.7L(A + Y)312
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
Therefore,
R = 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).
Rlh = 0.73 footlO.5 foot = 1.46.
QIL= 1.5 CFS/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/1424IDR2.DOC 21
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6.3 F Type Catch Basin
The maximum allowable flow rate is determined using the orifice flow equation,as follows:
where
Therefore,
C = Coefficient of discharge (0.74) from Table 4-9,
King's Handbook of Hydraulics;
A = Area of clean opening (3 feet x 0.65 foot =
1.95 ft2 per opening);
g = Gravitational acceleration (32.2 ftlsec2); and
h = Allowable height of ponded water (1.0 foot).
Ql7lax = (0.74)1.95"(2)(32.2)(1) = 11.5 CFS per opening.
The required numb~r of openings for
Basin A6 is 1. (Q100 = 0.9 CFS)
REPIJ424IDR2.DOC 22
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Table 4. Inlet Location Table
Basin Name Street Name Street Station
Al Calle Catalonia 8+54.87 N
A2&A3 Calle Catalonia 8+66.44 S
Table 5. Inlet Sizing Calculations
Basin Design Q + Street Flow Flow Opening
Name Bypass Slope(l) Depth Velocity V. Length
(CFS) (%) (feet) (fUsee) (feet)
Al 7.8 Sump QIL= 1.5 -6
A2&A3 9.0 Sump QIL= 1.5 -6
(1)Use average street slope.
REPII424IDR2.DOC 23
Total Bypass
Length Q
(feet) (CFS)
7 0
7 0
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SECTION 7
BROW DITCH CAPACITY CALCULATIONS
Brow ditches in the south portion of the development are to collect overland stonn water from
the slope and from the existing 24" Rep 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 Band D
(refer to Drawing 380-1).
7.1 Capacity of Brow Ditches
Ditch Width = 3 feet. M~ximum Depth = 1.5 feet. Slope = 1.0%.
Maximum Capacity:
From King's Handbook, Table 7-14:
where
D = Depth of water = 1.25 feet (when carrying Qmax),
d = Diameter of channel = 3 feet,
S = 0.01,
Did = 0.5,
K' = 0.232, and
11-= 0.015.
Qmax = (0.232/0;013)(3l/3(0.01)I12 = 20.98 CFS.
The discharges collected by the brow ditch in Basin A4, A8 and from existing 24-inch Rep
Qp = 16.2 CFS, which is less than 20.98 CPS. Therefore, the brow ditch size is appropriate.
REPII4241DR2.DOC 24
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7.2 Summary of Brow Ditch Flows
These flows are shown in Table 7.
Table 7. Summary of Brow Ditch Flows
Flow Qp Depth Velocity
From (CFS) (Feet) (FPS)
A4, A8 and Exisfing 16.2 1.09 14.5
24-inch RCP
REPI1424IDR2.DOC 25
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:1
I SECTIONS
I WSPG COMPUTATIONS .
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I REP/14241DR2.DOC 26
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II UNE A-5
II (j) 1+00.00 1+77.11
1£ 185.65 SO I I 1£ 188.41 R (J
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I W5PGul01.dwg 11/9/00 3: 15: 03 pm PST
b It)
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SHELLEY PROPERTY -UNff 1
UNE A
~ --= ..........
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UNE A-i
,
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)2+89.42
3 1£ 217.52 5H
2+88.42
2 )/£ 217.44 R
0= 16. 4cfs I
UfJ.ChJ / II
/ II I~ I 1+00.00
4+33.94
IE 210.60 T5( 6
4+32.94
.-210.52 R ~
1£ 210.35 T5 \ 4
4+29.94
1£ 210.27 R (3
4+30.94
1£ 213.10 50,1
--
4+58.55
1£ 212.85 SH' B
4+57.55
1£ 212.77 R (7
0=17.1 cfs
0=7.8 cfs
1+63.55 V 1£ 220.78 SH
(:;\ 1+62.55 o 1£ 220.7'-~
(j) 1+00.00
1 IE 219.13 SO
UNE A-l
-t-
0=16.4 cfs
1+43.51
1£ 218.71 SH,3
1+42.51
1£ 218.63 R (2
1+00.00
1£ 217.77 50' 1
UNE A-2
8+00
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D,ATE: 6/ 9/1999
TIME: 10:23
F0515P
WATER S~FACE PROFILE -C~L 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)
DROP CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 1 4 1.50
I F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE -TITLE CARD LISTING I HEADING LINE NO 1 IS -
I SHELLEY PROPERTY -UNIT 1
HEADING LINE NO 2 IS -
I STORM DRAIN LINEAl
HEADING LINE NO 3 IS
I 1424.10
-I'
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ELEMENT NO
ELEMENT NO
ELEMENT NO
F051'5P
WATER SURFACE PROFILE -ELEMENT CARD LISTING
1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 219.13 1
2 IS A REACH * *
u/s DATA STATION INVERT SECT
162.55 220.70 1
3 IS A SYSTEM HEADWORKS
u/S DATA STATION
163.55
*
INVERT SECT
220.78 1
N
0.013
NO.ED~T ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
W S ELEV
0.00
RADIUS
0.00-
*
W S ELEV
0.60
** WARNING NO.2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W-.S.ELEV
PAGE NO 2
ANGLE ANG PT MAN H
0.00 0.00 0
INV + DC
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LICENSEE: Project Design Consultants
STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEAl
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
FQ515P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID·NO.
PAGE 1
ZL NO AVBPR
PIER
ZR
************************************************************************,**********************************-**"-,!******************~*,**
100,00 219.13 0.739 219.869 7.8 9.01 1.260 221.129 '0.00 1.082 LSD 0.00 0.00 o 0 .. 00
17.40 0.02510 .022492 0.39 0.720
117.40 219.57 0.752 220.319 7.8 8.78 1.198 221. 517 0.00 L082 1.50 o O. PO .
17.22 0.02510 .020457 0.35 0.720 0.00
134.62 220.00 0.781 220.780 7.8 8.38 1. 090 221.81'0 0.00 1.982 1.50 0.00 0.00 0.00
9.64 0.0?510 .Oi8039 0.17 0.720 o.ob
144.26 220.24 0.S12 221.053 7.8 7.98 0.990 222.043 0.00 1.082 1.50 0.00 0.00 o 0.00
'6.32 0.02510 .015922 0.10 0.720 0.00
150.58 220.40 0.844 221. 244 7.8 7.62 0.901 222.145 1.082 1.50 0,.00 9.00 o 0.00
\
4.42 0.02510 ,014058 0.06 0.720 0.00
155.00 0.877 221. 388 7.8 7.26 0.819 222.207 0.00 1. 082 1. 50 0.00 0.00 o 0.00
3.03 0.02510 .012428 0.04 0.720 0,.00'
158.03 220.59 0.913 221. 500 7.8 6.92 0.744 222.244 0.00 1.082 0.0:0 0.00 o 0.00
2.11 0.02510 . 011009 '0.720 . 0.00
160 •. 14 220.64 0.951 221.590 7.8 6.60 222.266 0.00 1.082 1.50 0.00 0.00 o 0.00,
1.40 0.02510 .009766 0.01 0.72.0 0.00
161.54 220.68 0.991 221.666 7.8 6.30 0.615 222.281 0.00 L082 1,.50 o 0.00
0.78 0.02510 .008680 0.01 0.720 O.QO
162.32 220.69 1.034 221.728 7.8 6.00 0.559 222.287 0.00 1. 082 ' 1.50 0.00 0.00 o 0 .. 00
0.23 0.02510 .007730 0.00 0.720' 0;'00
162.55 220.70 1. 082 221.782 7.8 5.71 0.507 222.289 0.00 1. 082 1..50 0.00 0.00 o 0 •. 00
163.55 220.78 1.082 221. 862 7.8 5.71 0.507 222.369 0.00 1. 082 1.50 0 ... 60 0.00 o 0.09
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LICENSEE: Project Design Consultants
STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEAl
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
SO
F,0515P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 2
ZL NO AVBPR
P:i:ER
ZR
1t*****************************************************************************************.****_******~**************************~***
I SHELLEY PROPERTY -UNIT 1
I STORM DRAIN LINEAl
1424.l0
I 100.00 . I W e H E R
101.30
I 102.59
103.89
105.19
I 106.48
107.78
109.08
110.3&
I 111.67
112.97
114.21
I' US.56
116.86
118.16 I W e H E R
119.45 I 120.75
122.05
123.34
I 124.64
125.94
127.24
I 128.53
129.83
131.13
132.42
I 133'.72
135.02 I W e H E R
136.31
I 137'.61
138.91
140.21
I 141.50
142.80
'144.10
145.39 I W e H E R
I 146.69
147.99
149.28
I 150.58 I W e ~ E R
151. 88
153.17
I 154.47
155.77 I W e H' E R
157.07
1?8.36 I W C H E ,R
I 159.66
160.96 I Ii e H E R
162.25 I W e H E R
I 163.55 I we H E R
219.13 219.45 219.78 220.10 220.43 220.75 221.'07 221.40 221.72 222.05 222.37
I
I
I NOT E S
1. GLOSSARY
I INVERT ELEVATION
C CRITICAL DEPTH
I ~W WATER SURFACE ELEVATION
H HEIGHT OF CHANNEL
E ENERGY GRADE LINE
I X = CUR,~S CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY ~OT BE PLOTTED EXACTLY
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DATE: 6/ 9/1999
TIME: 11:11
-FOS1SP
WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1
CARD SECT eHN NO OF AVE PI-ER HEiGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(S) Y(6) Y(7) Y'(8) 'Y(9) Y'(10)
DROP CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 2 4 2.00
I F051-SP PAGE NO 3'
I HEADING LINE NO 1 IS -
WATER SURFACE PROFILE -TITLE CARD LISTING
I SHELLEY PROPERTY -UNIT 1
HEADING LINE NO 2 IS -
I-STORM DRAIN LINEA2
I HEADING LINE NO 3 IS -
1424.10
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I F o 5 1 5 P PAGE NO 2
I WATER SURFACE PROFILE -ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT W S ELEV
I 100.00 217.67 2 0.00
ELEMENT NO 2 IS A REACH * * *
I u/S DATA STATION INVERT SECT N
147.77 218.63 2 0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
I ELEMENT NO 3 IS A SYSTEM HEADWORKS * *
u/s DATA STATION INVERT SECT
148.77 418 .71 2
W S ELEV
'0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
I ** WARNING NO. ,2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV INV + DC'
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II L~CENSEE: Project Design Consultants
I
I STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA2
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F0515P
WATER SURFACE PROFI-LE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER
ELEV
CRITICAL
DEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 1
ZL NO AVBPR
PIER
ZR I *******************************************************************~*************~***************************************~*********
I 100.00 217.67
9.04 0.02010
1.077 218.747 16--4' 9.50 1.402
.015984
220.149
0.14
0.00 1.460
1.011
2.00 0.00 0.00 o 0.00
0.00
I 109.04 217.85 1.094-218.94"6 16.4 9.32 1.350 220.296 0.00 1.460 2.00 0 .. 00 0.00 o
14.69 0 .. 02010 .014669 0.22 1.011 0.00
II 123 .. 73 218.15 1.137 219.284 16.4 8.B9 1.227 220.511 0.00 1.4"60 2.00 0.00 o.ob o O. DO,
9.18 0.02010 .012960 0.12 1.011 0.00
132.91 218.33 1.183 219.514 16.4 8.48 1.115 220.629 0.00 1.460 2.00 0.00 0.00 o 0.00
6.19 0.02010 .011465 0.07 1.011 0.00
139.10 2J:8.46 1.231 219.687 16.4 8.08 1.014 220.701 0.00 1.460 2.00 0.00 0.00 a 0.00
I 4.15 0.02010 .010155 1.011 0.00
143.25 218.54 1.282 219.82'1 16.4 7.71 0.922 220.743 0.00 1.460 2.00 0.00 0.00 o '0. 00'
2.60 0.02010 .009014 0.02 1.0:n 0.00
I 145.85 218.59
1. 51 0.02010
1.337 21.9.928 16.4 7.35 0.838
.008018
220.766
0.01
'0.00 1,,460
1.011
2.00 0.06 0.00 a 0.00
0.00
I 147.36 218.62 1.395 220.017 16.4 7.01 0.762 2;a0.779 0.00 2.00 0.00 0'.00 o 0.00
0.41 0.02010 .007147 0.00 1.011 0.00
I 147.77 218.63 1.460 220.090 16.4 6,,67 0.692 220.782 0.00 1.460 2.00 0,,00 0.00· a 0.00
I· 148.77 218.71 1.460 220.170 16.4 6.67 0.692 220.862 0.00 1.460 2.00 0.00 0.00 a· 0.00
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1
·1 SHELLEY PROPERTY -UNIT 1
I STORM DRAIN ~INEA2
1424.10
I 100.00 . I W C H E R
1:01. 00
I 101.99
102.99
103.98
1 104.98
105.97
106.97
107.96
I 108.96
109·.95 I W C H E )'I.
1io.95
I 111.94
112.94
113.93
114,. 93
I 115·.92
116.92
117.92
1 118.91
119.91
1:20.90
I 1:21. 90
122.89
123.89 I W C H E R
124.88
I 125.88
126 .. 87
127.87
I 128.86
129.86
130.85
I 131.85
132.85
133.84 I W C H-E R
134.84
1 135.83
136.83
137.82
1 138.82
139.81 I W C H E R
140.81
1n.80 1 14~.80
143.79 I W C H E R
144.79
I 145.78
146.78 I W C H E R
147.77 I we H E R
I· 148.77 I X H E R
217.67 217,·99 218.31 218.63 218.95 219.27 219,59 219.90 220.22 220.54 220·.86
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N PTE S
1. GLOSSARY
I INVERT ELEvATION
C CRITICAL DEPTH
W WATER SURFACE ELEVATION
H HEIGHT OF CHANNEL
-E ?NERGY GRADE LiNE
X CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. $TATIONS FOR POINTS AT A JUMP MAY-NOT BE PLOTTED EXACTLY
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DATE: 6/ 9/1999
TIME: 3:1:31
F0515P
WATER SURFACE PROFILE ~ CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(-6) Y(?) Y(8) Y(9") Y(10)
DROP CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 2 4 2.06
I F 0 5 1 5 P PAG];! NO' 3
I HEADING LINE NO 1 IS -
WATER SURFACE PRQFILE -TITLE CARD LISTING
I SHELLEY PROPERTY -UNIT 1
HEADING LI~ NO 2 IS -
I STORM DRAIN LINEA3
I HEADING LINE NO 3 IS -
1424.10
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F0515P
WATER SURFACE PROFILE -ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * *
u/S DATA STATION INVERT SECT
100.00 213 .50
ELEMENT NO 2 IS A REACH * * *
u/s DATA STATION INVERT SECT N
289,68 217.34 2 0.013
ELEMENT NO 3 IS A SYSTEM HEADWORKS
u/s DATA STATION INVERT SECT
290.68 217.42 2
NO -EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
*
W S ELEV
0.00
_W S ELEV
0.00
PAGE NO 2
RADIUS ANGliE ANG PT MAN H
0.00 0.00 0.00 o
** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION ,IN HDWKDS, W.S.ELEV INV + DC
.11 LICENSEE: Project Design Consultants
II
1 STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA3
14:?4.19
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
F0515P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
ENERGY SUPER CRITICAL
GRD . EL . ELEV DEPTH
SF AVE HF NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 1
ZL NO AVBPR
PIER
ZR I ****************************************************************~*****************************************************~************
I 100,.00 213 . .50
46.99 0.02024
1.012 214.512 16.4 10.28 1.640
.020103
216.152
0.94
0.00 1.460
1.010
2.00 0:00 0.00 o 0.00
0.00
I 146.99 214.45 1.014 215.465 16.4 10.26 1.633 217.098 0.00 1.460' 2.00 0.00 0.00 0' 0.00
78.81 0.02024 .018856 1.49 1.010 0.00
I 225.80 2115.05 1.053 217.+00 16.4 9.78 1.485 218.585 0.00 1.460 2 •. 00 0.00 0.00 a 0.00
25.95 0.02024 .016623 0.43 1.oio 0.00
251.75 216.57 1.094 217.666 16.4 9.32 1.350 219.016 0.00 1.460 2.00 0.00 0.00 o 0.00
I 14.30 0.02024 .0146'69 0.21 1.010 0.00
266.05 216.86 1.137 217.999 16.4 8.89 1.227 219.226 0.00 1.460 :Loo 0.00 0.00 o 0.06
I, 9.00 0.02024 .012960 0.12 1. 010 0.00
275.05 217.04 1.183 218.227 16.4 8.48 1.115 219.342 0.00 1.460 2 .. 09 0.00 0.00 o 0.00
I 6.08 0.02024 .011465 0.07 :1..010' 0.00
I 281.1'3 217.17 1.231 218.398 16.4 8.08 1. 014 219.412 0.00 1..460 2'.00 0.00 0.'00 o
4.09 0.02024 .010155 0.04 1. 010 0.00
I 285.22 217.25 1.282 218.532 16.4 7.71 0.922 219.454 0.00 1.460 2.00. 0.00 0.00 o 0.00
2.56 0.02024 .009014 0.02 1.010 0.00
I 287.78 217.30 1.337 218.639 16.4. 7.35 0.838 219.477 0.00 1.46'0 2.00 D.-DO 0.00 .0 0.00
I 1.49 0.02024 .008018 0.01 1. 010 0.00
289.·27 217.33 1.395 218.727 16.4 7.01 0.762 219.489 0.00 1. 460, 2.00 0.00 0.00 0.00
0.41 0.02024 .007147 0.00 0.00
289.68 217.34 1.460 218.800 16.4 6.67 0.692 219.492 0.00 1.460 2.00 0·.00 0.00 o 0.00
I 290.68 217.42 1.460 . 218.880 16.4 6.67 0.692 219.572 0.00 1.460 2 .. 00 0.00 0.00 o 0.00
I
I
II LICENSEE: Project Design Consultants
II
I STATIOl-l
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA3
1424. io
INVERT DEPTH
ELEV OF FLOW
SO
'W.S.
j;:LEV
Q
FOS1SP
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
E;NERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
:HGTI
DIA
BASEl
1D NO.
PAGE 2
ZL NO AVBPR
PIER
ZR I * * * ** * ** * * ** ** *** ******************** * ** * **** ***** ***** * * * * ** * * * ** ** * * ** * * * * * * * ******* * *** * * * ** ** * * "Ii * * * * * * * * ** * * * * ** ** **-*-* * *" * ** **,* *
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SHELLEY PROPERTY -UNIT 1
I STORM DR1\IN LINEA3
1424.10
I 100.00 .1 W C H E R
103.89
I 107.78
111.67
115.57
I 119.46
123.35
127.;24
131.13
I 135.02
138.91
142.81
I 146.70
150.59 I W C H E R
154.48
I 158.37
162.26
166.15
170.05
I 173.94
177.83
181. 72
I 185.61
189.50
193.39
197'.29'
I 201.18
205. en
208.96
I 212.85
216.74
220.63
I 224.53
228.42 I W C H E R
232.31
236.20
I 240.09
243.98
247,87
I 251. 77 I W C H E R
255.66
259.55
I 263.44
267.33 I W C H E R
271.22
275.11 I W C H E R
I 279 .. 01
282.90 I W C H E R
286.79 I W C H E R
I 290.68 I we H E R
213.50 214.11 214.71 215.3;2 215.93 216.54 217.14 217.75 218.36 218.96 219.57
I
I
I NOTE S
l. GLOSSARY
I INVERT ELEVATION
C CRITICAJ;. DEPTH
I W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E ENERGY GRADE LINE
I X CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
I 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
I
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I·
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.1
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I DATE:
TIME:
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6/]:6/1999
7:53
F0515P
WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE 1
CARD S~CT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV y{l) Y(2) Y(3) Y(4) Y(5) Y(6) ¥[7.) Y(8) Y(9) Y(lO)
DROP I CODE NO
'CD 2
I CD 3
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TYPE prERS
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3 0
WIDTH
0.00
DIAMETER WIDTH
2.00
10.0.0 2.00 ~.OO 0.00 0.00
I F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE -TITLE CARD LISTING
I HEADING LINE NO 1 IS -
I SHELLEY PROPERTY -UNIT 1
HEADING LINE NO 2 IS -
I SrORM DRAIN LlNEA4
HEADING LINE NO 3 IS -
I 1424.10
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I F 0 515 P PAGE NO 2
I WATER SURFACE PROFILE -ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT W S ELEV
I 100.00 188.43 2 0.00
ELEMENT NO 2 IS A REACH *
I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT "MAN H
400.23" 208.64 2 0.013 31.10 o.Ob 0.00 0
ELEMENT NO 3 IS A REACH * "* * I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT "MAN H
424.72 210.27 2 0.013 0.00 0.00 0.00 0
I ELEMENT NO 4 IS A TRANSITION * * .,
U/S DATA STATION INVERT SECT N
425.72 210.35 3 0.013
I ELEMENT NO 5 IS A REACH * * *
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
427.72 210.52 ~ 0.01.3 0.00 0.00 0.00 0
I ELEMENT NO 6 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT N
I 4"28.72 210.60 2 0.013
ELEMENT NO 7 IS A REACH * * *
I U/S DATA STATION INVERT SECT N RAPIUS ANGLE ANG PT MAN ~
455.20 213.1'1 2 0.013 0.00 0.,00 0.00 "0
ELEMENT NO 8 IS A SYSTEM HEADWORKS * *
I U/S DATA STATION INVERT SECT W S ELEV
456.20 213.25 2 O~OO
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
I ** WARNING NO,. 2' ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HbWKDS, W.S.ELEV INV + DC
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II, LICENSEE: Project Design Consultants
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I STATION
t,/ELEM
SHELLEY PROPERTY -UNIT 1
ST9RMDRAIN LINEA4
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F0515P
WATER SURF~CE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
~ORM DEPTH
HGT/
DIA
BASE!
ID NO.
PAGE 1
ZL NO AVBPR
PIER
ZR I *************************************************************~***********************~*********************************************
I
~OO.OO 188.43
182.91 0'.06731
I 282.n 200.74
72.22 0.06731
I 355.n 205.60.
45.10 0.06731
I 400.23 208.64
I 5.73 0.06656
405.96 209.02
I 18,.76 0,06656
424.72
I TRANS STR
210.27
0.08000
I 425.72 210.35
2.00 0.08500
427.72 210 .. 52
TRANS STR 0.08000
I 42S:72 210.60
I 2.86 0.09705
431.58 210.88
I 4.38 0.Q9705
435.96 211.30
I 3.61 0.09705
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0.740 189.170
0.740 201.483
0.749 206.353
0.777 209.417
0.782 209'.803
0.811 211.081
0.573 210.923
0.577 211.097
0.811 211.411
0.827 211.704
0.858 212.161
17.1 16.18 4.064 193.234
,067102 12.27
17.1 16.18 4.064 205.547
.065511 4.73
17.1 15.91 3.929 210.282
.060011 2.71
17.1 15.16 3.569 212.986
.055292 0,32
17 .. 1 15.00 3.494 213.297
.051165 0.96
17.1 14.31 3.180 214.261
.056616 0.06
17.1 14.91 3.451 214 .. 374
.064840 0.13
17.1 14.82 3.410 214.507
.056072 0.Q6
17.1 14.31 3.180 214.591
.046124 0.13
17.1 13.93 3.011 214.715
.OH708 0.18
17.1 13.28 2.737 214.898
.036639 0.13
0.00 2.00 0:00 0,.00 o 0.00
0.740
0 .• 00 1.491 2.00 o.ob 0.00 o 0 .. 00
0.740 0.00
0.00 1.491 0.00 0.00 o 0.00
0.740 0.'00
0.00 1.49:1 2.00 0.00 0:00 0.00
0.740 0.00
0.00 1.491 2.00' 0.00 0.00 o 0.00
0.740 0.00
0.00 2.00 0.00 0.00 o 0.00
0.09
0.00 1.315 10.00 2 .. 00 0.00 o 0.00
0.520 0 .. 00
0.00 1.315 10.00 2.00 0.00 o 0.00
9·00
0.00 1.491 2.00 0.00 0.00 o 0.00
0.670 0.00
0.00 1.491 2.00 0.00 0.00 o 0.00
0.67.0 0'.00
0.00 1.491 2.00 0.00 0·,00 o 0.00
0.670 0.00
II LICENSEE: Project Design Consultants
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I STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA4
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F0515P
WATER SURFACE PROFI'LE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 2
ZL NO AVBPR
PIER
ZR I ********************************************************************************************************************************~**
439.57 211.65 0.889 212.542 17.1 12.66 2.488 215.030 0.00 1.491 2.00 0.00 o.do a 0.00 I 2.97 0.09705 .032189 0.10 0.670 0.00
I 442.54 211.94 0.922 212.864 17.1 12.07 2.261 215.125' 0.00 1.491 2.00 0.00 0.00 o 0.00
,2.49 0.09705 .028310 0.07 0.670 0.00
I 445.03 212.18 0.957 213.140 17.1 11.51 2.056 215,,196 0.00 2.00 0.00 0.00 o 0.00
2.09 '0.09705 .024912 0.05 0.670 0.0.0
I 447.12 212.39 0.993 213 .379 17.1 10.97 1. 868 2i5.247 0.00 1.491 2.00 0.00 0.00 a 0.00
I 1.75 0.09705 .021933 0.04 0.670 0.00
448.87 212.56 1.031 213.587 17.1 i0..46 1.699 215.286 o.od 1.491 2.00 0.00 0·.00 o 0.00
I 1.48 0.09705 .019329 0.03 0.670 0.00
450.35, 212.70 1.071 213.770 17.1 9.98 1.546 215.316 0.00 1.491 2.00 0.,00 0.00 a 0.00
I 1. 23 0.09705 .017050 0.02 0.670 0,,00
I 451.58 212,.82
1. 01 0.09705
1.:113, 213.931 17.1 9.51 1.405
.015057
215.336
0.02
0.00 1.491
0.670
2.00 0.00 0,,00
0.00
o o. 00'
I 45~L59 212.92 1.158 214.074 17.1 9.07, ;1..277 215.351 0.00 1.491 2.00 0.00 0.00 o ,0. 00
0.83 0.09705 .013310 0.01 0.670 0.00
453.42 213.00 1.204 214.:?02 17.1 8.65 1.161 215.363 0.00 1.491 2.00 o .od 0.,00 o 0.00
I 0.65 0.09705
454.07 213.06 1.254 214.315 17.1
.011780
8.24 1.056
0.01
215.371 0.00 1.491
0.670
2.00
0.00
0.00 0,00 o 0.00
I 0.50 0.09705 .010448 0.01 0.670 0.00
454.57 213.11 1.307 214.416 17.1 7.86 0.959 215.375 0.00 1.491 2.00 0.00 0.00 o 0.00
I 0.36 0.09705 .009281 0.00 0.670 0.00
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I LICENSEE: Project Design Consultants
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I STATION
L/EL~M
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA4
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F0515P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 3
ZL NO AVBPR
PIER
ZR
I ** ** ** * * * * * * * * * ,**** * ** * * * * ** * ** ** * * * * * * * *** ** ** * ***** * * *** * ** * * * ** * ** ** * * * ** * * ** *** *-* * * * * * * * * * * * * * * *' * * * * ** * * *** * ** * * * * * * ** ***-* * * * **
454.93' 213 .14 1.363 214.506 17.1 7.49 0.872 215.378 0.00 1.491 2.0!) 0.00 0.00 0 0.00
I 0.20 0.09705 .008266 0.00 0.'670 0.00
455.13 213.16 1.424 214.587 17.1 7.15 0.793 215.380 0.00 1.491 2.00 0.0.0 0.00 0 0.00
0.07 0.09705 .007383 0.00 0.670 0.00 I
I. 455.20 213.17 1.491 214.661 17.1 6.81 0.720 215.381 0.00 1.491 2 .. 00 0.00 0.00 0 0.00
456.20 213.25 1.491 214.741 17.1 6.81 0.720 215.461 0.00 1.491 2.00 0.00 0.00 0 0.00
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II LICENSEE: Project Design Consultants
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I STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM URAIN LINEA4
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F0515P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGT/
DIA
BASE/
ID NO.
PAGE 3
ZL NO AVBPR
PIER
ZR I ********************************************************************************~**************************************************
I 454.93 213 .14 1.363 214.506 17.1 7.49 0.872 215.378 0.00 1.491 2.00 0.00 0.00 0 0.00
'0.20 0.09705 :008266 0.00 0.-670 0.00
I 455.13 213 .16 1.424 214.587 17.1 7.15 0.793 215.380 0.00 1.491 2.00 0.00 0.00 0 0.00
0.07 0.09705 .007383 0.00 0.670 0.00
I 455.20 213.17 1.491 214.661 17.1 6.81 0.720 215_.381 0.00 1.491 2.00 0.00 0.00 0 0.-00
I 456.20 213 .25 1.491 214.741 17.1 -6.81 0.720 215.461 0.00 1.491 2.00 0.00 0.00 0 0.00
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I 100.00
106.98
I 113.97
120.95
127.94
I 134.92
141.91
148.89
155.87
I 162.86
169.84
176.83
I 183,.81
190.80
197.78
204.76 I 211.75
218.73
225.72
I 232.70
239.69
246 .. 67
I 253.65
260.64
26:7.62
274.61
I 281.59
288.58
295.56
I 302.55
309.53
316.51
I 323.50
330.48
337.47
344.45
I 351.44
358.42
365.40
I 372.39
379.37
386.36
I 393.34
400.33
407.31
414.29
I 421. 28
428.26
435.25
I 442.23
449.22
456.20
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.I W C H
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEA4
1424.10
E
IW CH E
I W CH E
I W C H E
I W C Ii: E
I W C If E
I W G E
I W C E
I W C H E
I W tHE
R
R
R
R
R,
TX
H R
H. Tx
R
R
I 198.06 201.27 188.43 191. 6'4 194 .. 85 204.47' 207.68 210.89 214.10' 217.31 '220.52
I NOT E S
1. GLOSSARY
I I INVERT ELEVATION
C' CRITICAL DEPTH
W WATER SURFACE ELEVATION
I H HEIGHT OF,CHANNEL
E ENERGY GRADE LINE
X CURVES CROSSING OVER
I B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
2. STATIONS fOR POINTS AT A JUMP MAY NOT BE PLOTTED ~XACTLY
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·1
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DATE: H/ 9/2000
TIME: 17: 2
FOS1SP
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(S) Y(6) Y(7) Y(8) Y(9) Y{lO.l
DROP CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 2 4 2.00
I F 0 515 P PAGE' 'NO 3
I HEADING LINE NO 1. IS -
WATER SURFACE PROFILE -TI.TLE CARD LISTING
I SHELLEY PROPERTY -UNIT 1.
HEADING LINE NO 2 IS -
I STORM DRAIN LrNEAS
I HEADING LINE NO 3 IS -
1.424.1.0
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F 0 5 1 5 P
WATER SURFACE PROFIL~ -ELEMENT CARD LISTING
ELEl'1ENT NO
ELEME:NT NO
ELEMENT NO
1 IS A SYSTEM OUTLET *
U/S DATA STATION
100.00
2 IS A REACH *
U/S DATA STATION
1,76.11
3 IS A SYSTEM HEADWORKS
U/S DATA STATION
177.11
INVERT SECT
185.65 2
*
INVERT SECT
188.33 2
INVERT SECT
I88.41 2
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
*
*
*
N
0.013
*
W S ELEV
0.00
W S ELEV
0.00
PAGE NO 2
RADIUS ·ANGLE ANG PT MAN H
0 .. 00 0.00 0.00 Q
** WARNING NO. 2 ** -WATER 'SURFACE ELEVATION GIVEN IS ~ESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INv + DC
II' LICENSEE: Project Design Consultants
I STATION
t/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LIN$A5
1424.10
INvERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
F051'5P
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEVDEPTH
NORM DEPTH
HGTI
DIA
BASEl
ID NO.
PAGE 1
ZL NO AVBPR
PIER
ZR I **************************w****************************~************************************************************~******~*******
I 100.00 185.65
9.53 0.03521
1.071 186.721 21.8 12.7.3 2.515
.028.954
189.236
0.28
0.00 1.669
1.013
2.00 0.00 0.00
0.00
o 0.00
I 109.53, 185.99 1. 083 187.069 21.8 12.54 2.443 189.512 0.00 1. 669 2.00 0.,00 0.00 0' 0.00
21.11 0.,03521 .026729 0.56 1.013 0.00
I 130.64 186.73 1.126 187.855 21. 8 11.96 2.221 190.076 0.00 1.,669 2.00 0.00 0.00 a 0.00
I' 13.52 0.03521
144.;16 187.21 1.171 188.376 21.8
.023611
11.40 2.019
0.32
190.395 0.00 1,669
1.<h3
2.00 0.00 9.,0.0 0
0.00'
0 .. 90
1 9.46 0.03521 .020882 0.20 1.013 0.00
153.62 187.54 1.219 1,88.757 21.8 10.87 1.'836 190.593 0.00 1.,669 '2.00 0.00 0.00 o 0.00
I 6.99 0.03521 .018493 0.13 1.013 0.00
I 160.61 187.78
5.19 0.03521
1.269 189.053, 21.8 10.;n 1.669
.016404
190.722
0.09
0.00 1.669
1.013
2.00 0.00 0,00
0.00
o 0.00
I 165.80 187.97 1.323 189.290 21. 8 9.88 1.516 190.806 0.00 1.669 2.00 0.00 0.00 o. 0.00
3.92 0.03521 .014582 0.06 1.013 0.00
I 169.72 188.10 1.380 189.485 21.8 9.42 190.863 0.00 1.669 2.00 0.00 0.00 o 0.00
2.85 0.03521 .012996 0.04 1.0l3 0,.00
I i72.57 188.21 1.442 189.647 21.8 8.99 1.254 190.901 0.'00 1. 6'69 2.00 0.00 0.00 o 0.,00
I 1. 95 0.03521 .011628 0.02 1.013 0.00
174.52 188.27 1.510 189.784 21.8 8.57 1.139 190.923 0.00 1.669 0.00 0.90 a 0.00
I 1.19 0.03521 .010452 0.01 1.013 0.00
175.71 188.32 1.584 189.900 21.8 8.17 1.036 190 .. 936 0.00 1.669 2.00 0.00 0.00 o 0.00
I 0..4 0 0.0352'1. .009456 0.60 1.0l3 0.00
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II LICENSEE: Proje~t Design Consultants
I STATION
L/ELEM
SHELLEY PROPERTY -UNIT 1
STORM DRAIN LINEAS
1424.10
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q
SO
FOS1SP
WATER SURFACE PROFILE LISTING
VEL VEL
HEAD
SF AVE
ENERGY
GRD.EL.
HF
SUPER CRITICAL
ELEV DEPTH
NORM DEPTH
HGT/
DI·A
BASEl
ID NO.
PAGE 2
ZL NO AvBPR
PIER
ZR I *********************************************************************************************~*~***~***********************~*****~*
176.11 I 177.11
190.940
191. 020
0.00 1.669 2.00 0.00 0.00 188.33 1.669 189.999 21.8 7.78 0.941
0.00 1.669 2.00 0.00 O.po 188.41 1. 669 7.78 0:941
o 0.00
o ·0.00
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I SHELLEY PROPERTY -UNIT 1
I STORM DRAIN LINEA5
1424.10
I 100.00 .1 W e H E R
101.57
I 103.15
104.72
106.29
I 107.87
109.44
111.02 I W e H E R
112.59
I 114.16
115.7,4
117.J1
I 118.88
120.46
122.03
I 123.61
125.18
1,26.75
128.33
I 1:29.90
131.47 I W e H E R
133.05
I 134.62
136.19
137.77
139.34
I 140.92
142.49
144.06
I 145.64 I W e H E R
147.21
148.78
I 150.36
151.93
153.50
155._08 I W e H E R
I 156.65
158.23
159.80
I 161.37 I W e H E R
162.95
164.52
I 166.09 I W e H E R
167.67
169.24
170.82 I W e H E R
I 172.39
173.96 I W C H E 'R
175.54 I W e H E R
I 177.11 I we H E R
185.65 186.19 186.72 187.26 187.80 188.34 188.87 18,9.41 189.95 190-.48 191.02
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NOT E S
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
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SECTION 9
REFERENCES
• Standards for Design and Construction of Public Works Improvements in the City of
Carlsbad, dated Apri11993.
• 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/14241DR2.DOC 64
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I APPENDIX
I HYDROLOGY DESIGN CHARTS
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I REP/1424lDR2.DOC A-I
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TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Land Use Coefficientt C
5011 Type 1)
Residentia,1: .
Single FamUy
Multi-Units
Mobile Homes
Rural (lots greater than 1/2 acre)
Commercial (2)
80% Impervious
-Industrial (2)
90% Itnper~lous
I :". •
NOTES: ... "": ..... 'i· '. ~ : . '"!".. ", .. I ~\ "_0 '": 'i) ~
Q
.55
.70
.65
.45
.;95
~~)~!)r~;~)Y::J?. ~n ~o:~.~e.d tor al1.~t~~;·~i.~·1,·~~·n ~.~.r~~:-:,' ";:
'(~~1 :p~~ :··~.hctUa]'~ '~fi(fit1ons:·!· Je~ra~~r.;i~i~fiY~~r~m· ':\he tabul~ted
;·C. 1\6; i::l~pe.~l~~n~s. x~~ ·qf .8.Q~:~Of::20~~t~~Ues "gIveh "for;-.c:oefflclent ·C ..
may be revised by multiplying' 8Q%or 90%~ .bY._.the .'ratio of actual Impervl~sness t~. the tabulated lrt}pervl~~~o ltdviever;' fu no case shall,
the final coefficient be less than 0.50. For :example: Conslderoorrtmerclal
.: ,,"":'t-J~~ope.rty o,n 0 JOll~.,,,,, ."' ~; :" .... ~, '{. .-' .:i.-Jn ~ •. ~:. ':.:' . "
....... 11 _ •• :,"" .. ,If. . Actuat=t~fVl~s'?rl: ;-ff\.') ~l~ >; 50% ~
• .iQ:i .. ·f ...... ·~ :"", .. ;;:, ~(I: ''.'0:'-: :~ '.:"~" :
TalSulated ImpervlQUsness . =80%
Revised C :: ~ X 0.85 = O.S3
.~ .
82 APPENDIX A-1
---------------~---IHn:NSITY.-DUMT~ DES!G~ CHI\RT
»
t
rJ
~4-t-+4-I+H-I+I-4 ,.,-
:tlj1tt.ttli~fHffiJllHmml+tt-rU~lllmmmllllllllll=ttttH--I+t+1+rn ...
.1 1~lj~ttliittltI1jttlHfttfllllllttH11fftI11mllllllllll!IIIIH-tlll H ttJtttJtl1111UIIII
I 0 15 20 30· 4.0 50: 1 2 .. 3 4 56
\'I.! -..... """'I't HOurs
Directions for Application:
1) From precipitation r:1aps detennine 5 hr. arid
24 hr. amounts for the selected freCluency.
These maps are printed in the County Hydrol(
Manual (10, 50 nnd 100 yr. maps included in
Design and Protedure Manual).
2) Adjust 6 hr. precipitation (if necessary) s
that ft is within the range of 451 to 6St 0
the 2~ hr. precipitation. (Not urr1i cable
to Desert)
3) Pl~t 6 hr. precipitation on the rinr.t $ide of the chart.
4) Ora\>l a 11 ne through the poi nt para 11 el to t
plotted lines.
5) T.his l1ne is the intensity-duration curve
the location being nnalyz~d.
. 3)
.. '--yr .
* p :: 6
,-PZ4
in .. _~?~.~fb~ __
t D 'min. c .
65 %;
4) I c ,in/hr.
*Not Applicable to Desert Region
...
APPENDIX Xl
IV-A-14
Revised liS
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SotJtJ Je. \ rr / 7im~ 0/ ccnccnlra/,.on
L • 1/.
Lc:n~';/; 01· wa/,:-r.rh,:-a
£),.//crcI7Ct:: //7 ~/,:-vahJdn a/(J/19 ~//cclk~ S/CD<:: /in~ (Sa //I'f'~ncltx )'·8) ;;.
:JtJtJo < L ~
It)
"
as
~'-::'~-=-I::S a:::.n:.-=;J (NOTE: _
I ADO TEN MINUTES TO ~' .PUTEO TIME:::JF CON-CENTRATION. <
<Z:Z
" .S~~t)
'¢~()
JOO)~
h'ovrs M/,.,vlc:s
4----'~ blO
,
"
-~/$()
1iJ
-1-< -1--G() .
" "
S()
tt)
H L
SAN 01 EqO COUNTY
DEPARTMENT OF SPECI·AL DISTRICT SERVICES
DE$IGN MANUAL
APP RovE 0 . ........ 'r: .. 'l",. "~ ,,-ri"" '-,
84
o
NOMOGRA.?H fOR DETERMINATION
OF TIMe; OF. CCNCENTRATIOfl:(7c)
FOR NATURAL WATERSHEDS
A.PPEN·DIX A-3.1
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UR.BAN AREAS
TIME OF FLOW
OVERLAN'D
CURVES
0
t; w ...
~
t1 z < ... '" Ci
E.XAt-A ?L.E-:
GIVE.N
~
R.~AD .
LE.NGIH OF FLO",,", Co 400
SLOP E:... -, .0 <Yo
COE-f f , c....i SN T OF-
pLDWrlmE.. ....
86
OV~LAND
~
...
FTo.
C:--==.70
15" N\ IN U-rE:-5
APPENDIX A--3.2
I CHART 1-104.12
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I 0., -
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Q.S -I
t"-r........ I
04 -'
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I 1 ,I I .1'1 I I ~
I. "I ,T.tlO 10 Jo 10 ~
OJS()<AftGE (C. f. $:)
ONE SlOE
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-
EXAMPLE:
I Giwan. Q. 10 S. 1.5-4
CharI 'I.": OcPU\ ca. ... YlIocif)' • ..... -ts(&.
I
I REV.
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GUTT ER AND ROADWAY
DISCHARGE-VELOCITY CHAR1 APPENDIX A-4
W-_.-...L-----..J.-..-----------------. ......,,-----~~. ----,~-.-.
70A ell ~RT I-/oL!,/2 .
, ~ ~"" I /I/·,c-r:;n
CITY OF SAN D\EGO -DESIGN ~GUIDE SHT-NO.
IJ
I]
IJ
IJ
I J
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I J
I-J
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IJ
1:1
II J
REV. I A-j .
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I
CHART .1-103.6 A
CAPACITY OF CURB OPENING INLETS
ASSUMED 2% CROWN.
Q ~ 0.7l (A+y)3/2
.t. ~ tP/ ",1 (~tY/31v
*A ~ 0.33 .'
y ~ HEIGHT OF WATER At CURB FACE (0.;4' MAXIMUM)
REFER TO CHART 1-104.12 .
L'~ t:ENGTH 'OF' CLEAR OPENING OF INLET· . '. i of .... ; .•.
*U~e AcQ when the inlet is adjacent to tra(fici. i~e •• for a Type -J" median inlet or where the par~ing lane is removed. ~
.. ~ .. ~,.:.,:
t '. • ,
:..-....
: .. -..
, .
• '{" .: i..;;" • • ." f .•
••• .". 4', ~
~. " '. \.,.:,
~,
.. . .' ...... -. .. . .-
eo ~ .... -: ~ " "!., ~"~··\'f :' ·/':' ' .
,.
I
-• .&. -c ::
0::' w . 0-o
"" o
.z
... ,
,
/1-; '(j .t7~ .
CHART 1-I03.6C
i' h o;.~!ti "" -=V 1/ /h ~ /1 ft?'-
. -
j -t '~ ~ tw,ll ef-i-J' :"'J l«frit ef " "" __ Lt3LE __ t--I: \ f: ~{!i.~~~~:.":;:.~., "~.
I -I-"" Lee,e 4e~ (CJ " ___ .!.. ~
ELEVATION " ~EqI9~
REV. ,CITY:OF SAN"'OIEGO ..;~,:: OE'SIGt{:GU"IDE:SHT. ~O.
NOMOGRAM~CAPACITY ",CUR'S
INLET' AT " SAG
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lOO-lor SeleCt/Of! VI'\lVUW ".,"
Material
Table 200-' 7 .
51tc.: Bbolccl (J) Ilppc..c I :a¥t'~)
Vd. Rod:: JOrnp
FtlSec CbA thid:-
(1) (l) -()p{.1 Op<..Z ()p{.) ~r
·T· Sec. :200 Sec. 400 (5) layu
«() «() it»
6-7 Ho.3 .6 3116' C2 D.O. -.
Bad:-
jar: -
7·1 Ho.~ 1.0 1/"" B) 0.0. ~
Back-
jar:
1-9.5 Fac-1." 311" D.p. -inr:
9.5-11 1lIbt ·Z.O M.· -31"" -1-112" ' .
P.B.
Ull) '1/" 2.7 3/(" -3/4" SAND
TON 1-112"
P.B.
13-15 M 3.4 I" 3/1," SAND
TON : 1-1/2"
P.B •
15-17 1 4.3 1-112" -TYPE SANP TON B -
17-20 Z. 5.4 Z· -TYPE SAND
TON B
See 200-1. 6' See a1 so 200-1.6(A)
Practical use of this table is limited to situations
where "PI is less than inside diameter.
(1) Average velQc.ity in pipe or bottom velocity in
energy diss'ipater, whichever is greater.
(Z) If desired riprap and fH tel" blanket class is not
I. available, use next larger class"
(3) Filter blanket thickness = 1 Foot or ItTII, whichever
is less.
(4) Standard Specifications
COl1Struction.
for Plbtic \lorks·
(S)D.G. = Disintegrated Granite, 1 MH to 10 MH •.
P.B. = Processed k·iscellaneous Base.
Type B = Type 8 bedding material, (mininun 15X-
crushed particles, 100X passing 2Yz" sieve, lOX
passing 1" ~ieve).
(6) Sand 7SX retai:ned on '200 sieve.
APPEN Dl X A-7 ,
- - --- --- - -
!.54 Erosion and Sediment Control Handbook
30.
~: ", • I
• ,~W.
I ~ l'
Outlet : t
• D •• L •
;).;)f --L.--l-
c • .amtttt O.
(C'
',of' \.,' , 0' a9 25 ~ , .. f'~~f'
~07'/ ,
~-
j
0,1
\o."('\'(C"~
1.5
1.<
1.3 .-
30/ .d/-.£L.<.'l1..":: ~ ~ "'lLL ~ r1•2
1.1
3
1.0
3 t -= 0.9 J
~~~'-'A S 1-0.8 ~
, ~ 0.7';; .~+-><-+-M~~~2 ,; +0.6, [
:1. !O 5 .;. g~ ;i'\I:
f'< :10 ~. -;: to.4
::,...o;,...""""t;..oC~.c,..c;.,,,c..~c;13 ..... , '; • ! -= _. 1 +0.3
e· . -_ ": "; ~ -~0.2
": . ": ': :: -. j I •• 0 to. 1
50 100 200 500 1000 I
p,sc:'II'ge. t: 1 uc
10 20
0,2 ,0,30,4 06 0.8 1 2' 3 4 5 6 7 8 10 15 20 25
D,SCh"ge. ml \tC
Fig·. ;.45 Design of riprap outlet protection, from a round pipe flowing (ull; minimum
, tailwater condilions. !6. 141
lofind.the riprapsize and apron length. The ,apron width at the pipe end should
be 3 times the pipe diameter. Where there is a well·defined channel immediateJy
downstream from the apron. the width of the downstream end' of the apron
should be equal to the width of the channel. Where'there is no well·defined chap-
. nel immediately downstreaJU from the apron. minimum tailwater conditions
'apply and the width of the downstream end of the apron should be eqlJal to the
pipe diameter plus tne length of the ap'ron. (;1 ,
~ EXA!'>lPLE 7.4 Riprap Outlet Protection Design Calculation (or Minimum
~ Tailwater Condition
" C i "en: ,.\,t\uwo{ 6 (t,"isec \0 .. 1; mJ/sec) discharges from a 12.in (36.c~) pipe onto a 2
, " percent grassy slupe With no ,defined channet l> Fihd: The' required length. width. ,and median'storie size d!tO for a riprap apron. f .
~
I i . i I
- - -- ---.. -Water Conveyance and Energy Dissipation i.55
30,.
Outlet 11' JT pipe ~. 5 1 w •• D. ·0.4L.
di,meter t t, --:-. ~ o ~L.--l
• 35
~I,O
3 ~0.9
.!. 0,8 = 1.07. _
/ I. I II Ij2 JiO'6-;' (. I '" I, " )' r J r rr r ~: %I • .~ I, I I J ' r r r :: ;,\ 0 5 ~ 7 }. ~ _
:. "'0,4 ,. ~ : ': 1 ::'-0,3 =
':';'0,2 c:
-0.\
I rr=: I II " 10
3 5 10 20 ' 50 100 200 500 1000
D,sc""ge. 'ltl \tc
.1 '.2 .3.4 .5.6.7.8.91 2 J .t 5 6 7 a :c !5 20 25
DiscII"ge. ml \tC
Fig. ;.46 Design of riprap outll!t 'protection from a round pipe t\owin, full; maximum
tail,water conditions. (6. 14)
So(utlon: Since thl! pipe di~eharres onto a flat area '!'lith, no defined cilln('lel. 4 mini.
mum tailwater condition can be assumed.
By FiC: ':.43.,the apron lenrth L. and median stone size d .. \ are to (t 13 m) and 0.3 ft
(9 cml. respectively. The upstream apron width W~ equals;) times the pipe diameter D.:,
W~ .,3 X D .•
-3(1 rti -3 ft (,3(0.3 ml -0.9 mJ
The downstream aprQn 'width W .. equalj,the apron Il!nrth plus the pipe diameter:
W .. -D, .... L.
- 1 ft +10 t't -11 ,'t 10.:1 m -;J;O,m • :U m)
Note: When a concentrated ftllw·is discharted onto a ~Iope las in this uample). ¥ul.
lying can occur downhillfrom .. the uutlet pr,otl1ctiun. TlJe, spread in" ,of cO/'lcentratt,d; rlow