HomeMy WebLinkAboutAMEND 2017-0020; GRAND PACIFIC PALISADES HOTEL EXPANSION; HYDROLOGY AND HYDRAULIC STUDY; 2018-10-22f ee-Q.--c1 eo1~
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HYDROLOGY/ HYDRAULICS STUDY
(Priority Development Project)
FOR THE:
PRECISE GRADING PLAN FOR
GRAND PACIFIC PAUSADES HOTEL EXPANSION
APN 211-022-3200
5803 Armada Dr, Carlsbad, CA
AMEND2017-0020/GR2018-0028/DWG356-7C
PREPARED FOR:
GRAND PACIFIC PALISADES HOTEL, LP
5900 Pasteur Court, Suite 200
Carlsbad, CA 92008
PREPARED BY:
1#.1344 !NGINWllNG
440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 17-040
2 09.13.2018
REVISION DATE
Initial Submittal
DESCRIPTION
RFrr .. ~ rvn
" • Ii ~. • .>
OCT 2 2 2018
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ISSUED BY
TABLE OF CONTENTS
1. Project Description
1.1 Project Purpose
1.2 Project Propose facilities
2. Vicinity Map
3. Description of Watershed
3.1 Pre-Development Topography
3.2 Post-Development Topography
3.3 Hydrologic Unit Contribution
4. Methodology
4.1 Hydrology Software
4.2 Routing Software
4.3 Hydraulics Software
5. Calculations
5.1 Determine the Watershed that affects the project
5.2 Calculate Runoff Coefficient
5.3 Calculate Storm Flows using the Rational Method
6. Other Studies
6.1 Storm Water Quality Management Plan (SWQMP)
7. Conclusion
8. References
9. Declaration Of Responsible Charge
Attachments
Attachment 1 -Figures & Tables from the SD Hydrology Manual 2003
Attachment 2 -Watershed Information
Pre & Post Development Topographic Maps
Rainfall lsopluvial maps
Soils Group Map
Proposed DMA map
Attachment 3 -Pre-Development QlOO Calculations
Attachment 4 -Post-Development QlOO Calculations
Attachment 5 -Hydraflow Hydrograph Results
Attachment 6-Post-Development QlOO Calculations (total flow after mitigation)
Attachment 7 -Storm drain sizing analysis
2
1. PROJECT DESCRIPTION
1.1 Project Purpose
The project involves the demolition of existing ballroom building and proposed
extension of 3-storey hotel located at 5803 Armada Dr, Carlsbad. The total area of
0.436 acre will be disturbed by the project.
1.2 Project Proposed Drainage Facilities
The project proposes to attenuate the 100-year storm event by a detention basin
located within the boundary of the property. The flows will be conveyed via
multiple area drains throughout the site to the basin and finally discharges into the
outlet drain.
Calculations for the drainage facilities can be found in the following report and
attachments.
2. VICINITY MAP
VICINITY AIAP NOT To SCALE
CITY Of'
PACIFIC
OCEAN
3
3. DESCRIPTION OF WATERSHED
3.1 Pre-Development Topography
The current site topography contains 2: 1 slopes to the east and south of the pad.
There is a single 4490 SQFf building with a concrete walkway, well-maintained
grass and landscaping. The site drains at ~0.5 to 2% to several area drains within
the project boundary. The area drains are connected to an onsite drainage system
which discharges to a public storm drain system to the East.
Please see Attachment 2 for the Pre-Development Topographic Map.
3.2 Post-Development Topography
The existing slopes on the East and South of the project is extended and the level
pad will be re-graded to accommodate a new 9725 SQFf building. Site runoff is
directed to various area drains and conveyed to an onsite retention basin near the
northern boundary of the property.
Runoff collected within the basin is gradually discharged to a proposed onsite
drainage system which discharges to a public storm drain system to the east.
Please see Attachment 2 for the Post-Development Topographic Map
3.3 Hydrologic Unit Contribution
The project lays within the Encinas Hydraulic Area of the Carlsbad Hydrologic
Unit. Encinas HA outfalls to the Pacific Ocean (904.40).
4
4. METHODOLOGY
This study complies with the 2003 San Diego Hydrology Manual. The rational
method as presented in section 3 and workbook examples were followed.
4.1 Hydrology Software
The "Rational Hydrology Method, San Diego County (2003 Manual)" module of
the CIVILCADD/CIVIL DESIGN Engineering software version 7.4 is used in
this study. Referred to as CivilD within this report.
To generate rational method hydrographs to be use in the routing software, the
software provided by the County of San Diego and made by Rick Engineering
was is use in this study. This procedure also complies with the 2003 San Diego
Hydrology Manual as presented in Section 6.
4.2 Routing Software
AutoCad 2015 Hydraflow Hydrograph extension is used in this step. The
hydrograph developed from the rational method is then manually entered into this
software and routed into a detention pond.
4.3 Hydraulics Software
AutoCad 2015 Hydraflow Storm Sewer extension is used in this step. Runoffs
calculated from the rational method are entered into this software to design and
size the storm drain systems.
5
5. CALCULATIONS
5.1 Determine the Watershed that affects the project
Please see the Attachment 2 for the Pre & Post Development Topographic Maps
To determine if the proposed design will have a negative impact to the
downstream facilities, the design ensured that the Pre & Post Development
condition areas were approximately identical and thus making it easier to see
increases or decrease of storm water within the watershed.
5.2 Calculate Runoff Coefficient
Please see "Watershed Soils Group Map" in Attachment 2 for determination of
project soil type.
The proposed project site was found to lay within Hydraulic Soil Group "D".
To determine the runoff coefficient "C" for the pre-development conditions,
Tabel 3-1 of the San Diego Hydrology Manual was utilized. Per section 3.1.2, in
the second paragraph, "impervious percentage(% Impervious) as given in Table
3-1 for any area, shall govern the selected value for C." Thus, the C value was
determined using the percent of impervious and soil type "C". Please see table
below.
PRE-DEVELOPMENT CALCS FOR DETERMINING "C"
POC Node Area Impervious Impervious Soil C (ac) Area (ac) (%) Group
POC-A 3 0.436 0.225 52% D 0.63
Determination of post-development C-value was solved by using the following
equation, found in section 3.1.2:
C = 0.90 *(%Impervious)+ Cp * (1 -%Impervious)
A generalized C value was determined for each individual Drainage Management
Area (DMA) and can be found in the table below. CivilD requires a selection of
land use from Table 3-1 to determine the C value within the initial area. For each
inlet, the initial C value was chosen based on the percent impervious and
underlying soil type. C values for the inlets can be found within the 100-year
storm event calculations found in attachment 4.
POST-DEVELOPMENT CALCS FOR DETERMINING "C" FOR INDIVIDUAL DMAs
DMAID TOTAL %IMP OMA
(ACRE) C-value
DMA-1 0.071 0% 0.35
DMA-2 0.364 69% 0.73
6
5.3 Calculate Storm Flows using the Rational Method
The 100-year 6 hour duration storm is analyzed in this section. The runoff values
from this calculation will be used to design/analyzed the onsite detention & storm
drain pipe sizes.
Please see "Pre-Development QIO0 Calculations" in Attachment 3 for the pre-
development conditions. See "Post-Development QI 00 Calculations" in
Attachment 4 for the post-development conditions.
SUMMARY OF THE PEAK 100-YEAR STORM RUNOFF
Pre-development Post-development Post-development Runoff
POC (Unmitigated) (Mitigated) reduction
(cfs) (cfs) (cfs) (cfs)
POC-A 1.358 1.335 1.241 0.094
5.4 Storm drain size calculation
The storm drain sizing is determined utilizing AutoCAD extension called Storm
Sewer. Through this analysis it is determined that a 12" PVC pipe would be
adequate to convey the 1.185 cfs produced by the site.
Please refer to attachment 7 for input and results.
6. OTHER STUDIES
6.1 Storm Water Quality Management Plan
Please see the Storm water quality management plan report that was submitted
with the Precise Grading Plan and this report.
7. CONCLUSION
As presented in this study, we have shown that this project due to the implementation of
on-site detention will not negatively impact the existing downstream storm drain
facilities.
8. REFERENCES
County of San Diego, Department of Public Works, Flood Control Section, June2003 San
Diego County Hydrology Manual
7
9. DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the engineer of work for this project. That I have exercised
responsible charge over the design of the project as defined in section 6703 of the
business and professions codes, and that the design is consistent with current design.
I understand that the check of the project drawings and specifications by the City of San
Marcos is confined to a review only and does not relieve me, as engineer of work, of my
responsibilities for project design.
ENGINEER OF WORK
Excel Engineering
440 State Place
Escondido, CA 92029
Tel -(760)745-8118
Fax -(760)745-1890
Project Number: 16-058
Robert D. Mtino,RCE45629
Registration Expire: December 31, 2018
1o/,zz)e
Date
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I P5 -6-Hour Precipt..ation (In)
D = Durc1lion (llrn)
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Intensity-Duration Design Chart. Template
DINtctlons for Appllcatlon:
(1) From precipiteraon maps determine 6 hr and 24 hr amounts
for the se:ected frequency. These maps are included in the
County Hydrology Manual {10, 50, arid 100 yr maps ioc'uced
in the Design and Procedure Manual).
(2) Ad:ust 6 nr orecipi1atio11 (ri necessary} so that it 1s within
the range oi 45% to 65% of the 24 hr precipitation (not
applicaple 10 Desert;.
(3) Plot 6 hr precipitation on the right side of the char..
(4) Draw a line through the po nt parallel to the plotled lines.
(5) This I ne 1s the intensity-duration curve for the location
being analyzed.
Appllcatlon Form:
100 (a) Se st-1.ed frequency __ yeBr
p
(b) Pfi = ~ in., P24 = ~ ·r = 24
(c) Adjusted p6'.21 = __ in .
(d) 1x = __ min.
(e} I = ___ in..'h
56.4 %\2/
Nots· This nhart replaces ITTA lntensity-Dura.1an•FrAquency
curves used slnce 1955.
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San Diego County Hydrology 1vlanual
Dato:. June ~IJ03
Table3-1
Section·
Page.
RUNOFF COF.FFICIENTS FOR URBAN AREAS
Land Use I Runoff Co~fficient "C"
Soil TrJ2t>
'.TRC'S Elements CoWlt Elements %1\.iPER A B
Cndrsturt-cd'-."aturnl Terrain (Natural) Permanent Open Space 0"' 0.20 O 25
Low Density Res1de.nt1al (T .DR) Residentiat l.0Dl11Aor less in 0.~7 ()3~
Low Density Residential (l .DR) Resid,mtial, 2.0 DU,'A or les.5 :o 0.34 O.J8
Low Density Residential (LDR) Residential. 2,9 DU1A or les.5 25 0.38 0 41
~iedium Den.~ity R~1dent1al 0,'lDR) Residential. 4,3 DU A or less 30 041 0 45
Medium DcllSlly R1.-s1d1."lltml p.11DR) Rcs1clentml 7.3 DlJlA or less 40 0.48 0.51
Medium Dcns1ty Rcs1dcnlml ~1fDR} Res1clent1:al. I0.9 DU/A or less 45 0.52 054
Medium Dcn.stty Rcs1dent1al (\.mR) Res1denlial, 145 DU/A or less 50 0.55 058
H igh Density Residential (T-IDR) Res1dent1a 1. 24.0 DU/ A or les,,; 65 0,66 067
H igh Density Res1dentrnl (HDR) Residentml. 43.0 DUI,\ or (t!.~ 80 0.76 077
Cnmmerc1a 1/Industrial (N Com) Neighborhood Commercial 80 0.76 0 77
C<immcrcIBr'l:ndustrial (G. Com) Gcm:ral Commercial 85 0.80 0.80
CommcrciaHmlustnal (O.P. Corn) Office ProfossionallComm L".TCial 90 0.&3 0.84
CommcrcrnHndustnnl (Lm11kd L) L1m1tcd lnclustnal 90 0.83 0.8-1
Commcrcml/Tndustnal (General I.) General Jndustnal 95 0.87 0.R7
C
0.3D
1).36
0.42
0 45
I) 48
0.54
0.57
0.60
0,69
0.78
0.78
0.81
0.84
0.8.4
0.87
3
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D
0.35
0 41
0 46
0 49
0 5:2
Cl.57
0.60
0,6;,
0. 71
0.79
079
O.lC
0.85
0.85
0.87
"'The values associntcJ with fl% 1mpcn•mus may be used for direct -ealculat1on or the runoff coeffic1ent as de!;Cflbcd m Sectmn 3 1 2 (representmg tl,e perv,ous runoff
coefficient. Cp. for the soil typeJ. or for area.,; that will r~majn undisturbed in perpetuity Justification must be given that the area will remain naturnl forever (e.g .. the area
1s local~d m Ch:vdancl :\!ational Forest).
Dl liA = dwell mg umts per acre
!\"RCS =National Resources Conservation Servic~
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EXAMPLE:
Given: Watercourse Distance (0) "" 70 Feet
Slope (s) = 1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
T = 1.8 (1 .1-C)\/o
3'Js
SOURCE: Airport Drainage. Federal Aviation Administration, 1965
FIGURE
Rational Formula -Overland Time of Flow Nomograph 3.3
•
San 11,ego C'ounty Hydrology l\fanual
Oat~ June :rnJ3
Section·
Page
-~
12 of 26
J ote th at the lnitiaJ Time of Concentration should he reflecti\"e of the general land-use at the
upstream end of a drainage has in. A single lot with an area of two or less acres: does not have
a significant effect where the drainage basin a re a is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (L).-1)) of sheet no" to he used in
hydrology studies. Initial 1', values based on average C v alues for the Land Use Element are
also included. T11ese rnlues can be used in planning and design applications as described
bdow. Exceptions may he approved by the "R egula ting Agency"' when s ubmitted with a
detailed study.
Table 3-2
MAXIMUM OVERLAND FLOW LE GTH (L 1)
& INITIAL TIME OF CONCENTRATION (T1) ---------~ T Element* Dl 11 .5\lo JOo 2°0 JOo 5°0 l()Oo . I
.\ere L,-1 T1 LM T1 LM T; I.M Ti LM T1 I 'l\1 T,
Narural 50 13.2 70 12.5 85 10.9 JOO 10.3 100 8.7 100 6.9
I 70 I 11.5 I
LOR I 50 12.2 85 10.0 100 9.5 ]00 , 8.0 LOO 6.4
I LDR 2 50 I J.J 70 I 10.5 85 9.2 JOO 8.8 100 I 7.4
1
100 5.8 -
LOR 2.9 50 10.7 70 10.0 85 1 8.8 95 8.1 100 7.0 100 5.6 .
MDR 4.3 50 10.2 70 9.6 80 8. J 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 lOO 4.5
MOR 14.5 50 8.2 65 7.4 80 I 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 I 95 4.] 100 3.5 -
,HDR 43 50 5.3 65 4.7 ~-0 85 3.8 95 3.4 100 2.7
N.Com 50 5.3 60 4.5 4.0 85 3.8 95 3.-t JOO 2.7
O.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P.1Com I 50 4.2 60 3.7 70 I 3.1 80 2.9 90 2.6 100 2.2
Limit~d L 50 4.2 60 I 3.7 70 3.J 80 2.9 90 2.6 100 2.2 1---·-I 7 --
G~n!!ral l. 50 3.7 60 3.2 2.7 80 2.6 90 2.3 100 1.9 .
* s~e Tab It.> 3-1 for mor~ delail~d dl!si:ription
3-12
6E
Feet
5000
4000
EQUATION
Tc ,. (1~t)°·385
Tc
L
6.E
s: Tfmo or conconlrathm (hounl
• Wat&rcoorso Distance {n'llle•)
,. Chal\ge In elevatJon along
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Nomograph fa De1ermlnatlon o1
Tim$ of Concen1rotlon (Tc) 01 Travel Time (TfJ ·ror Natural Wolersh&ds
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Watershed Divide , -------..... ' ---..-------.t
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-----1-----------------L------------------'1
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L -------~ ------i
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Design
Point
FJGL'.RI:!.
Computation of Effective Slope for Natural Watorsheds l a-s l
8.
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Paved · RESlDENTIAl STREET
ONE SIOC ONL V
20-t-------+----+---+--+-+-..... --11--....... ------+---..+---+---+-,....
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06
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Discharge (C F.S.)
EXAl'IPU::
Given: Q ,., 10 s ~ 2.!l'K.
Chart gJvn: Oeplh = 0.4, Veloclly = 4.4 l.p.s .
SOURCE San Diego Counly Oepertment ot Speelal OrS!rlcl Se1vtcM DeSilgn Manual
F I C 11 R E
Gutter and Roadway Discharge -Velocity Chart l 3-6 1
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GENE RAt. SOLUTION
SOLIPCE usoor FHWA,HD$-3(1961i
Manning's Equation Nomograph
r
10 ·<
8
7
{,
5
11
,:j
'
I 0
09
08
07
JF,
05
a IJI
l)~'2./
0 02
9'
C 0 03 I
1: Cit ·c:;
lE g 00'1
0
ta Cl 05 z ~ 0 OG a 0:: 0 07
0 08
0 09
0 10
02
U3
0 4
F I GU R E
3-7
I
,.~ ~
" ~ ~ ~ s3 ' ~
~
,,,f-i
4 ~
~ I~ ~ II) ,-~ ~ 1...._1
~ ~ ~ ~ ~ I ~ ~
~
ri ~
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-~
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,<:::::) ~ ~
~
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Ex. Areo /0
/JI'-
/ ' )~
( '
ELEV= 15545 ( 1
POC
POCA
ROOF
(sqft)
4489.81
CONCRETE I LANDSCAPE
(sqft) (sqft)
5304.26 9183.58
TOTAL
(sqft)
18977.66
TOTAL
(ocre)
0.44
--/,,___ '
/ "' / '
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/', f ' L=60.00 LF .
/ AREA = 0.049 AC .\ ~ ' ~ ' .
'
'~ .,
,-',\
~
-~ELEV= 154. 75 { 2 /,j
/
L=7J.58 LF f'¥i
AREA -O.J86 AC~
J I:
p FX-l LJ
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~~~~~~ ~%..~ ·~~,~
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:...------------/ELEV= 153.90~ J ~-_ ,
IE= 13506 ~ \ · \ J ~ _ _
~----~
. -~-;,;~-✓
~-----4,o----------~ ~ -------,-~ ~ ~--· ~--~\
PRE OEVELOPAIENT TOPO MAP ~ L-
77o9
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60 80
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\ AREA =0.03/AC
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33' 734"N
33' 7 2Z' N
Hydrologic Soil Group-San Diego County Area, California
4700EI) 470Ca) 47048:) 410540 41!m) 4llllB)
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4700EI) 470C!O 41048) 471M) 41!m) 471ll8'.l
Map Scale: 1 :2,560 If prrted on A landstape (11" X &5") sheet.
N
A
0 ----====>-------========iMe!Bs 210 35 70 140 ---===------======feet 0 100 ax> 400 a:x>
Map prc:;ecm,: Web MercM:r c.ome-CIXllti'lales: WGS84 Edge ti:s: UTM Zcre 1 lN WGS84
USDA Natural Resources
:iiiiiiii Conservation Service
Web Soil Survey
National Cooperative Soil Survey
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11/712017
Page 1 of 4
33' 734"N
33' 7 2Z' N
Hydrologic Soil Group-San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soll Rating Polygons
D A
D AID
DB
D B/D
D C
D CID
D D
D Not rated or not available
Soil Rating Lines
-A -AID -B -BID -C
CID -D . " Not rated or not available
Soil Rating Points
■ A
■ AID
■ B
■ BID
USDA Natural Resources
.-Conservation Service
■
D
C
CID
■ D
□ Not rated or not available
Water Features
Streams and Canals
Transportation
+++ Rails
---Interstate Highways
_.,,_ US Routes
Major Roads
Local Roads
Background
• Aerial Photography
Web Soil Survey
National Cooperative Soil Survey
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 12, Sep 13, 2017
Soil map units are labeled (as space allows) for map scales
1 :50,000 or larger.
Date(s) aerial images were photographed: Nov 3, 2014-Nov
22, 2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
11nt2017
Page 2 of 4
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County of San Diego
Hydrology Manual
. -~ ~. ' ;·: ,, ,, ,.,
-~~~~-~~
Rainfall Jsopluvials
100 Year Rainfall Event-6 Hours
lsopluvial (inches)
DPW ~GIS
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0.,,.,,,,.,-,:,IP--_,.,_,,,_,_
+E THIS MAP IS PROVIDED WITHOUT WARRANTY OF NlY KiNO, EllHER EXPRES! OR IMPUED. INCt.UOING, BUT NOT LIMITED TO. THE IMPLIED WARRANTIES
OF MERCHANT ASIUTY ANO FITNESS FOR A PARTICUU\R PURPOSE
Copyr1gl-j SanGIS. Al Rights R...,.,ed.
This produds may con1aw1 inlonnalion from .,_ SANOAG Regmal lnfonnation System ..ti<:h cannot be reproducel(1 ~ the
written perminion of SANOAG.
This ptOC>Jct mayc:on!aln WOffllationw!'i<h has-rop<oduced wiCI> perm;ssiongrantedbyThornos __ _
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County of San Diego
Hydrology Manual
Rainfall lsopluvials
100 Year Rainfall Event-24 Hours
lsopluvial (inches)
DPW ~GIS
N
-DIP.bl<""""-~~~.0000~
4 E THIS MAP IS PROVIOEO WITHOUT WARRANTY OF 1V4Y KJNO, EITHER EXPRE~
OR IMPLIED, INCLUDING, BUT NOT UMITEO TO. THE IMPLIEO WARRANTIES
OF MERCHNlTABKJTY ANO FITNESS FOR A PARTICULAR PURPOSE.
~I SanGIS. All Rights R......,ed.
n;, p<Oduds may...--from lheSANOAG Reg;onal Information System 'M'lich camot be reproduced wtthout the
written pennission ot SANDAG.
This product may contain Wormation ~ has been reproduced with
-<iongraned by-.-•--· s
3 0
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ATTACHMENT 3
-
PRE-DEVELOPMENT
CONDITION
17040pre.out
San Diego county Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0
Rational method hydrology program based on
San Diego county Flood control Division 2003 hydrology manual
Rational Hydrology Study Date: 09/11/18
********* Hydrology study control Information **********
Refer to Pre-Development topo map in attachment 2 for location of Point/Station
Program License Serial Number 6332
Rational hydrolo9y study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.300
P6/P24 = 60.5%
San Diego hydrology manual 'c' values used
100 .0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A= 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group c = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(14.5 DU/A or Less )
Impervious value, Ai = 0.500
sub-Area c value= 0.630
Initial subarea total flow distance = 60.000(Ft.)
Highest elevation = 155.450(Ft.)
Lowest elevation = 154.750(Ft.)
Elevation difference= 0.700(Ft.) Slope= 1.167 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.17 %, in a development type of
14.5 DU/A or Less In Accordance with Figure 3-3
Initial Area Time of Concentration= 6.47 minutes
TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.6300)*( 65.000A.5)/( 1.170A(l/3)]= 6.47 Rainfall intensity (I)= 5.799(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.630
subarea runoff= 0.179(CFS)
Total initial stream area= 0.049(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.799(CFS) Depth of flow= 0.062(Ft.), Average velocity= 0.687(Ft/s)
Page 1
-
17040pre.out
******* Irregular channel Data ***********
Information entered for subchannel number 1: Point number
1
2
3
'Y' coordinate
0.10
0.00
0.10 Manning's 'N'
'X' coordinate
0.00
30.00
60.00 friction factor= 0.023
sub-channel flow = 0.799(CFS)
flow top width= 37.347(Ft.) velocity= 0.687(Ft/s) area= l.162(Sq.Ft) Froude number= 0.686
I I
upstream point elevation= 154.750(Ft.)
Downstream point elevation= 153.900(Ft.) Flow len9th = 73 .580(Ft.) Travel time = 1.78 min.
Time of concentration= 8.26 min.
Depth of flow= 0.062(Ft.) Average velocity= 0.687(Ft/s) Total irregular channel flow= 0.799(CFS)
Irregular channel normal depth above invert elev.= 0.062(Ft.)
Average velocity of channel(s) = 0.687(Ft/s) Adding area flow to channel
Rainfall intensity (I)= 4.956(In/Hr) for a 100.0 year storm
user specified 'c' value of 0.630 given for subarea
Rainfall intensity= 4.956(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA= 0.274 subarea runoff = l.179(CFS) for 0.386(Ac.)
Total runoff= 1.358(CFS) Total area= 0.435(Ac.)
Depth of flow= 0 .076(Ft.), Average velocity= 0.785(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 4.000 **** PIPEFLOW TRAVEL TIME (User specified size)****
Upstream point/station elevation=
Downstream point/station elevation=
Pipe len9th = 77.09(Ft.) Slope= No. of pipes= 1 Required pipe flow
135.060(Ft.)
131.085(Ft.)
0.0516 Manning's N = = 1 .358(CFS)
Given pipe size = 18.00(In.)
calculated individual pipe flow = 1.358(CFS)
Normal flow depth in pipe= 2.92(In.)
Flow top width inside pipe= 13.27(In.) critical Depth= 5.23(In.) Pipe flow velocity= 7.31(Ft/s) Travel time through pipe= 0.18 min.
Time of concentration (TC)= 8.43 min.
End of computations, total study area= 0 .435 (Ac .)
Page 2
0.013
-
-
POST-DEVELOPMENT
CONDITION (UNMITIGATED)
17040post.out
San Diego county Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engi neering software,(c)1991-2014 Version 9.0
Rational method hyd rology program based on
San Diego county Flood control Division 2003 hydrology manual
Rational Hydrology Study Date: 09/11/18
********* Hydrology study control Information **********
Refer to Post-Development hydraulic map in attachment 2 for location of Point/Station
Program License serial Number 6332
Rational hydrolo9y study storm event year is English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.300
P6/P24 = 60.5%
San Diego hydrology manual 'c' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[COMMERCIAL area type (Neighborhod commercial)
Impervious value, Ai= 0.800
sub-Area c value= 0.760
group A
group B
group c group D
= 1.000
= 0.000
= 0.000
= 0.000
]
Initial subarea total flow distance = 60.000(Ft.) Highest elevation= 159.290(Ft.)
Lowest elevation= 158.690(Ft.)
Elevation difference= 0.600(Ft.) slope= 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of
Neighborhod commercial
In Accordance With Figure 3-3
Initial Area Time of concentration= 4.74 minutes
TC= [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(l/3)]
TC= [1.8*(1.1-0.7600)*( 60.000A.5)/( 1.000A(l/3)]= 4.74 calculated TC of 4.741 minutes is less than 5 minutes,
resettin9 TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I)= 6.8SO(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.760
subarea runoff= 0.281(CFS)
Total initial stream area= 0. OS4(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Page 1
17040post.out
Estimated mean flow rate at midpoint of channel=
Depth of flow= 0.044(Ft.), Average velocity=
******* Irregular channel Data ***********
0.455 (CFS )
0.779(Ft/s)
Information entered for subchannel number 1:
Point number
1
2
3
'y' coordinate
0.10
0.00
0.10
Manning's 'N'
'X' coordinate
0 .00
30.00
60.00
friction factor = 0.015
sub-channel flow = 0.456(CFS)
flow top width = 26 .491(Ft .)
velocity= 0 .779(Ft/s)
area = 0.585(Sq.Ft)
Froude number= 0.924
upstream point elevation=
Downstream point elevation=
Flow len~th = 140.245(Ft.) Travel time = 3.00 min.
158.690(Ft.)
157.290(Ft.)
Time of concentration = 7.74 min.
Depth of flow= 0.044(Ft.)
Average velocity = 0.779(Ft/s)
Total irregular channel flow = 0.455(CFS)
Irregular channel normal depth above invert elev.=
Average velocity of channel(s) = 0.779(Ft/s)
0.044(Ft.)
Adding area flow to channel
Rainfall intensity (I)= 5.167(In/Hr) for a 100.0 year storm user specified 'c' value of 0.730 given for subarea
Rainfall intensity = 5.167(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0 .742 CA = 0.103
subarea runoff= 0.252(CFS) for 0.085(Ac.)
Total runoff = 0.533(CFS) Total area = 0.139(Ac .) Depth of flow = 0 .047(Ft.), Average velocity = 0 .810(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 9.000
**** PIPEFLOW TRAVEL TIME (User specified size)****
upstream point/station elevation =
Downstream point/station elevation= Pipe len~th = 361.87(Ft.) Slope =
No. of pipes = 1 Required pipe flow
157.290(Ft.) 154.300(Ft.)
0.0083 Manning's
= 0.533(CFS)
N = 0.013
Given pipe size = 6.00(In.) NOTE: Normal flow i s pressure flow in user The approximate hydraulic grade line above 0 .442(Ft .) at the headworks or inlet
Pipe friction loss= 3.260(Ft.)
s elected pipe s ize . the pipe invert i s of the pipe(s)
Minor friction loss= 0.171(Ft.) K-factor= 1 .50
Pipe flow velocity = 2.71(Ft/s)
Travel time through pipe= 2.22 min.
Time of concentration (TC)= 9.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 9.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0 .139(Ac.)
Page 2
-
Runoff from this stream=
Time of concentration=
Rainfall intensity=
17040post.out
0.533(CFS)
9.96 min.
4.391(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soil
Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type
(Neighborhod commercial )
Impervious value, Ai= 0.800
sub-Area c value= 0.760
group
group
group
group
A= 1.000
B = 0 .000
C = 0.000 D = 0.000
Initial subarea total flow distance =
Highest elevation= 156.230(Ft.)
Lowest elevation= 155.630(Ft.)
]
60.000(Ft.)
Elevation difference= 0.600(Ft.) slope= 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00 %, in a development type of
Neighborhod commercial
In Accordance With Figure 3-3
Initial Area Time of concentration= 4.74 minutes TC = [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [l.8*(1.1-0.7600)*( 60.000A.5)/( l.000A(l/3)]= 4.74
calculated TC of 4.741 minutes is less than 5 minutes,
resettin9 TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.760
subarea runoff= 0.161(CFS)
Tota l initial stream area= 0.031(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.000 to Point/Station 6.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel= 0.308(CFS)
Depth of flow= 0.038(Ft.), Average velocity= 0.706(Ft/s)
******* Irregular Channel Data***********
Information entered for subchannel number 1:
Point number
1
2
3
'y' coordinate 0.10
0.00 0.10 Manning's 'N'
'X' coordinate 0.00
30.00 60.00 friction factor= 0.015
sub-channel flow 0.308(CFS)
flow top width= 22.862(Ft.)
velocity= 0.707(Ft/s)
area= 0.436(Sq .Ft)
Froude number = 0.902
Upstream point elevation=
Downstream point elevation=
Flow len9th = 89.030(Ft.)
Travel time = 2.10 min .
155.630(Ft.) 154.740(Ft.)
Time of concentration= 6.84 min.
Page 3
-
17040post.out
Depth of flow= 0.038(Ft.)
Average vel ocity= 0.706(Ft/s)
Total irregular channel flow= 0.308(CFS)
Irregular channel normal depth above invert elev.= 0.038(Ft.) Average velocity of channel(s) = 0.706(Ft/s)
Adding area flow to channel
Rainfall intensity (I)= 5.596(In/Hr) for a 100.0 year storm
user specified 'c' value of 0.730 given for subarea Rainfall intensity= 5.596(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.740 CA= 0.072
subarea runoff= 0.240(CFS) for 0.066 (Ac.) Total runoff= 0.401(CFS) Total area= 0.097(Ac .) Depth of flow= 0.042(Ft.), Average velocity = 0.755(Ft /s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6 .000 to Point/Station 9.000
**** PIPEFLOW TRAVEL TIME (User specified size)****
Upstream point/station elevation= Downstream point/station elevation= Pipe len9th = 44.38(Ft.) Slope = No. of pipes = 1 Required pipe flow
Given pipe size = 6.00(In.)
154 .740(Ft.) 154.300(Ft.) 0.0099 Manning's N =
= 0.401(CFS)
calculated individual pipe flow = 0 .401(CFS)
Normal flow depth in pipe= 3.76(In.) Flow top width inside pipe= 5.80(In.)
Critical Depth = 3.87(In.)
Pipe flow velocity = 3.09(Ft/s) Travel time through pipe= 0.24 min. Time of concentration (TC)= 7.08 min .
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.097(Ac.)
Runoff from this stream= 0.401(CFS)
Time of concentration= 7.08 min.
Rainfall intensity= 5.474(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/station 8.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soi l Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[COMMERCIAL area type (Neighborhod commercial ) Impervious value, Ai = 0.800
sub-Area c value= 0.760
group A group B
group c
group D
= 1.000 = 0.000 = 0.000
= 0.000
Initial subarea total flow distance =
Highest elevation = 155 .745(Ft.)
Lowest el evation= 155.141(Ft.)
]
60.000(Ft.)
Elevation difference = 0 .604(Ft.) Slope= 1.007 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 60 .00 (Ft)
Page 4
-
17040post.out for the top area slope value of 1.01 %, in a devel opment type of
Neighborhod commercial
In Accordance With Figure 3-3
Initial Area Time of concentration = 4.73 minutes
TC = [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [l.8*(1.1-0.7600)*( 60.000A .5)/( l .007A(l/3)]= 4.73
calculated TC of 4.730 minutes is less than S minutes, resettin9 TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I)= 6.8SO(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.760
subarea runoff = 0.078(CFS) Total initial stream area = O.OlS(Ac .)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 9.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel=
Depth of flow= O.OS9(Ft.), Average velocity =
******* Irregular channel Data ***********
Information entered for subchannel number 1:
Point number
1
2
3
'y' coordinate
0.10
0.00
0.10
Manning's 'N'
'X' coordinate
0.00
20.00
40 .00
friction factor = 0.030
sub-channel flow = 0.328(CFS)
flow top width= 23.593(Ft.)
velocity= 0.472(Ft/s )
area= 0 .696(Sq.Ft)
Froude number= 0.484
Upstream point elevation =
Downstream point elevation =
Flow len9th = 84.S37 (Ft.)
Travel time = 2.99 min.
1SS.14l(Ft.)
154.300(Ft.)
Time of concentration = 7.72 min. Depth of flow= O.OS9(Ft .)
Average velocity= 0.472(Ft/s)
Total irregular channel flow= 0.328(CFS)
Irregular channel normal depth above invert elev.= Average velocity of channel(s) = 0.472(Ft/s)
0.328(CFS)
0 .472 (Ft/s)
O.OS9(Ft.)
Adding area flow to channel
Rainfall intensity (I)= S.178(In/Hr) for a 100.0 year storm user s pecified 'c ' value of 0.730 given for subarea
Rainfall intensity= S.178(In/Hr) for a 100 .0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) i s C = 0 .734 CA= 0.094
subarea runoff = 0 .408(CFS) for 0.113 (Ac.)
Total runoff= 0.486(CFS) Total area = 0.128 (Ac.) Depth of flow= 0.068(Ft.), Average velocity= 0.520(Ft/s )
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9 .000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main stream number: 1 in normal stream number 3 Stream flow area= 0 .128(Ac.)
Runoff from this stream= 0.486(CFS)
Page S
-
Time of concentration =
Rainfall intensity=
summary of stream data:
17040post.out
7. 72 min .
5.178(In/Hr)
Stream Flow rate
No. (CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 0. 533
2 0.401
3 0.486
Qmax(l) = 1. 000 *
0.802 *
0.848 *
Qmax(2) = 1.000 *
1.000 *
1.000 *
Qmax(3) = 1.000 *
0.946 *
9.96
7.08
7. 72
1.000 *
1.000 *
1. 000 *
0.710 *
1.000 *
0.917 *
0.774 *
1.000 *
4.391
5.474
5.178
0.533) +
0 .401) +
0.486) + =
0.533) +
0.401) +
0.486) + =
0. 533) +
0.401) +
1. 267
1. 226
1.000 * 1. 000 * 0.486) + = 1.278
Total of 3 streams to confluence:
Flow rates before confluence point:
0.533 0.401 0.486
Maximum flow rates at confluence using above data:
1.267 1.226 1.278
Area of streams before confluence:
0.139 0.097 0.128
Results of confluence:
Total flow rate= l.278(CFS)
Time of concentration = 7.717 min.
Effective stream area after confluence= 0.364(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 9.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size)****
upstream point/station elevation=
Downstream point/station elevation=
Pipe len9th = 190.20(Ft.) slope=
No. of pipes= 1 Required pipe flow
Given pipe size = 12.00(In.)
148.800(Ft.)
144.780(Ft.)
0.0211 Manning's N = = 1. 278(CFS)
calculated individual pipe flow = 1.278(CFS) Normal flow depth in pipe = 4.06(In.)
Flow top width inside pipe= 11.36(In.)
Critical Depth= 5.73(In.)
Pipe flow velocity= 5.46(Ft/s) Travel time through pipe= 0.58 min.
Time of concentration (TC)= 8.30 min.
0 .013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 12.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number : 1 in normal stream number 1 Stream flow area= 0.364(Ac.)
Runoff from this stream= l.278(CFS)
Time of concentration = 8.30 min.
Page 6
Rainfall intensity =
17040post.out
4.941(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A= 0.000
Decimal fraction soil group B = 0 .000
Decimal fraction soil group c = 0.000
Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai = 0.000
sub-Area c value= 0.350
Initial subarea total flow distance = 75.000(Ft.) Highest elevation= 153.000(Ft.) Lowest elevation = 152.250(Ft.)
Elevation difference= 0.750(Ft .) slope = 1.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration= 11.29 minutes TC = [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC= [l.8*(1.1-0.3500)*( 70.000A.5)/( l.OOOA(l/3)]= 11.29
Rainfall intensity (I)= 4 .050(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is c = 0.350 subarea runoff = 0.023(CFS)
Total initial stream area = 0.016(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME *1'*'~
Estimated mean flow rate at midpoint of channel=
Depth of flow= 0.194(Ft.), Average velocity= ******* Irregular channel Data ***********
Information entered for subchannel number 1:
Point number 'X'
1
2
3 Manning's 'N' friction
coordinate 0.00 1.00
2.00
factor=
'y' coordinate
0.50
0.00
0. 50
0.035
sub-channel flow = 0.062(CFS) flow top width= 0.774(Ft.)
velocity= 0.832(Ft/s)
area = 0.075(Sq.Ft)
Froude number= 0.472
Upstream point elevation=
Downstream point elevation
Flow len~th = 107.GOO(Ft .)
152.250(Ft.)
151.l?O(Ft.)
Travel time = 2.15 min.
min.
0.062(CFS)
Time of concentration= 13.45 Depth of flow= 0.194(Ft.)
Average velocity= 0.832(Ft/s)
Total irregular channel flow = Irregular channel normal depth above invert elev.=
Page 7
0.062(CFS)
0.832(Ft/s)
0 .194(Ft .)
-
17040post.out
Average velocity of channel(s) = 0.832(Ft/s)
Adding area flow to channel
Rainfall intensity (I)= 3.619(In/Hr) for a 100.0 year storm user specified 'c' value of 0.350 given for subarea Rainfall intensity= 3.619(In/Hr) for a 100 .0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA= 0.025 subarea runoff= 0.069(CFS) for 0.056(Ac .) Total runoff= 0.091(CFS) Total area = 0.072(Ac.)
Depth of flow= 0.223(Ft.), Average velocity = 0.915(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 12.000
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.072(Ac.)
Runoff from this stream= 0.091(CFS)
Time of concentration= 13.45 min. Rainfall intensity= 3.619(In/Hr) summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.278 8.30 4.941
2 0.091 13.45 3.619 Qmax(l) = 1.000 * 1.000 * 1.278) + 1.000 * 0.617 * 0.091) + = 1.335
Qmax(2) = 0.732 * 1.000 * 1.278) +
1.000 * 1.000 * 0.091) + = 1.027
Total of 2 streams to confluence:
Flow rates before confluence point:
1.278 0.091 Maximum flow rates at confluence using above data:
1.335 1.027
Area of streams before confluence:
0.364 0.072
Results of confluence:
Total flow rate= 1.335(CFS)
Time of concentration = 8.298 min.
Effective stream area after confluence = 0.436(Ac.) End of computations, total study area= 0.436 (Ac.)
Page 8
•
ATTACHMENT 5
1
Waters h 8 d Mod 8 I s Ch 8 mat i C Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v10.4
Legend
J::ooL .Qruiln Descrjptjon
1 Manual Inflow
2 Reservoir Outflow basin
Project: 17040_Basin.gpw
-
Note: The Inflow contribution is from DMA-2 only. For OMA map,
please refer to the last page of attachment 2.
Tuesday, 09 / 11 / 2018
2
Hydrograph Summary Report . .. Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow Interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Manual 1.280 8 248 2,496 ---Inflow
2 Reservoir 1.185 8 248 2,012 1 155.19 530 Outflow basin
17040_Basin.gpw Return Period: 100 Year Tuesday, 09 / 11 / 2018 -
•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
Inflow
Hydrograph type
Storm frequency
Time interval
Q (cfs)
2.00
1.00
0.00
0.0
-HydNo.1
1.1
= Manual
= 100 yrs
= 8 min
2.1
Inflow
Peak discharge
Time to peak
Hyd. volume
Hyd. No. 1 --100 Year
-u
3.2 4.3
3
Tuesday, 09 / 11 / 2018
= 1.280 cfs
= 4.13 hrs
= 2,496 cuft
--
5.3
Q (cfs)
2.00
1.00
0.00
6.4
Time (hrs)
-
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v10.4
Hyd.No.2
Outflow basin
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Storage Indication method used.
Q (cfs)
2.00
1.00
0.00
0.0
I I I
1.1
= = = = =
Reservoir Peak discharge
100 yrs Time to peak
8min Hyd. volume
1 -Inflow Max. Elevation
Outflow basin Max. Storage
Outflow basin
Hyd. No. 2 --100 Year
I I I I I I I I I I/ ~-
3.2 4.3
= = = = =
5.3
-HydNo.2
2.1
-HydNo.1 Total storage used= 530 cuft
4
Tuesday, 09 / 11 / 2018
1.185 cfs
4.13 hrs
2,012 cuft
155.19 ft
530 cuft
--.
Q (cfs)
2.00
1.00
0.00
6.4
Time (hrs)
•
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v10.4
Pond No. 1 -Outflow basin
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 154.30 ft
Stage/ Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Iner. Storage (cuft) Total storage (cuft)
0.00 154.30 486 0 0
0.25 154.55 558 130 130
0.50 154.80 634 149 279
0.75 155.05 71 3 168 448
1.00 155.30 795 188 636
Culvert I Orifice Structures Weir Structures
[AJ [BJ [CJ [PrfRsrJ [AJ [BJ
Rise (in) = 12.00 Inactive Inactive Inactive Crest Len (ft) = 12.00 Inactive
Span (in) = 12.00 6.00 0.00 0.00 Crest El. (ft) = 155.10 0.00
No. Barrels = 2 1 0 Weir Coeff. = 3.33 3.33
Invert El. (ft) = 148.80 154.80 0.00 0.00 Weir Type = 1
Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfll.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
5
Tuesday, 09 / 11 / 2018
[CJ [DJ
Inactive Inactive
0.00 0.00
3.33 3.33
No No
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.00
----
1.00
-TotalQ
2.00 3.00
Stage / Discharge
4.00 5.00 6.00 7.00
Elev (ft)
155.30
155.20
155.10
155.00
154.90
154.80
154.70
154.60
154.50
154.40
154.30
8.00
Discharge ( cfs)
-
•
POST-DEVELOPMENT
CONDITION (MITIGATED)
17040Mit.out
San Diego county Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering software,(c)1991-2014 Version 9.0
Rational method hydrology program based on
San Diego county Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/11/18
********* Hydrology Study control Information **********
Program License serial Number 6332
Rational hydrolo~y study storm event year is
English (in-lb) input data units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.600
24 hour precipitation(inches) = 4.300
P6/P24 = 60.5% San Diego hydrology manual 'c' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 11.000 **** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group c = 0 .000 Decimal fraction soil group D = 1.000
[UNDISTURBED NATURAL TERRAIN ]
(Permanent Open Space )
Impervious value, Ai= 0.000
sub-Area c value= 0.350
Initial subarea total flow distance = 75.000(Ft.)
Highest elevation= 153.000(Ft.)
Lowest elevation= 152.250(Ft.)
Elevation difference= 0.750(Ft.) slope= 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 70.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
Permanent Open Space In Accordance With Figure 3-3
Initial Area Time of concentration = 11.29 minutes
TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.3500)*( 70.000A.5)/( l.OOOA(l/3)]= 11.29
Rainfall intensity (I)= 4.050(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.350
subarea runoff= 0.023(CFS)
Total initial stream area = 0.016(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 12.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel= 0.062(CFS)
Depth of flow = 0.194(Ft.), Average velocity= 0.832(Ft/s)
Page 1
•
17040Mit.out
******* Irregular channel Data ***********
Information entered for subchannel number 1:
Point number 'X'
1
2
3
coordinate
0.00
1.00
'y' coordinate
0.50
0.00
0.50 Manning's 'N' friction 2.00
factor= 0.035
sub-channel flow = 0.062(CFS)
flow top width= 0.774(Ft.)
velocity= 0.832(Ft/s)
area = 0.075(Sq.Ft)
Froude number = 0.472
Upstream point elevation=
Downstream point elevation=
Flow len~th = 107.600(Ft.) Travel time = 2.15 min.
152.250(Ft.)
151.170(Ft.)
Time of concentration= 13.45 min.
Depth of flow= 0.194(Ft.)
Average velocity = 0.832(Ft/s)
Total irregular channel flow= 0.062(CFS)
Irregular channel normal depth above invert elev.=
Average velocity of channel(s) = 0.832(Ft/s)
0.194(Ft.)
Adding area flow to channel
Rainfall intensity (I)= 3.619(In/Hr) for a 100.0 year storm
user specified 'C' value of 0.350 given for subarea
Rainfall intensity= 3.619(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.350 CA= 0.025
subarea runoff= 0.069(CFS) for 0.056(Ac.)
Total runoff= 0.091(CFS) Total area= 0.072(Ac.)
Depth of flow= 0.223(Ft.), Average velocity= 0.915(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/station 12.000
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
stream flow area= 0.072(Ac .)
Runoff from this stream= 0.091(CFS)
Time of concentration= 13.45 min.
Rainfall intensity= 3.619(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 12.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
user specified 'c' value of 0.730 given for subarea
Rainfall intensity (I)= 4.940(In/Hr) for a 100.0 year storm
user specified values are as follows:
TC= 8.30 min. Rain intensity = 4.94(In/Hr)
Total area= 0.364(Ac.) Total runoff = 1.18S(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 12.000 **** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2
Page 2
•
Stream flow area =
Runoff from this stream
Time of concentration=
Rainfall intensity=
s ummary of stream data:
17040Mit.out
0. 364(Ac .)
= l .185(CFS)
8.30 min.
4.940(In/Hr)
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0 .091 13.45 3.619
2 1.185 8.30 4.940 Qmax(l) = 1.000 * 1.000 * 0.091) +
0.732 * 1.000 * 1.185) + = 0.959
Qmax(2) = 1.000 * 0 .617 * 0.091) +
1.000 * 1 .000 * 1.185) + = 1.241
Total of 2 streams to confluence:
Flow rates before confluence point:
0.091 1.185
Maximum flow rates at confluence using above data:
0 .959 1.241
Area of streams before confluence:
0 .072 0.364 Results of confluence:
Total flow rate = 1.241(CFS)
Time of concentration = 8.300 min .
Effective stream area after confluence = 0.436(Ac.)
End of computations, total study area= 0.436 (Ac.)
Page 3
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I
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
4
1
Outfall
Project File: SD Pipe 12 in.stm Number of lines: 4 Date: 6/1112018
Storm Sewers v1 O 40
I
MyReport Page f
-
Line line line Line Line Invert Invert Flow Capac Vel HGL HGL Gnd/Rlm Gnd/Rim Line Capac
No. ID Size Length Slope On Up Rate Full Ave On Up El On El Up Span Full
(in) (ft) (%) (ft) (ft) (cfs) (cfs) (ft/s) (ft) (ft) (ft) (ft) (in) (cfs)
1 Pipe· (64) 12 22.585 1.99 144.78 145.23 1.19 5.45 2.73 145.53 145.71 j 155.46 156.94 12 5.45
2 Pipe· (63) 12 60.624 2.01 145.23 146.45 1.19 5.47 3.45 145.71 146.93 156.94 157.13 12 5.47
3 Pipe· (60) 12 90.368 2.00 146.70 148.51 1 .19 5.46 4.56 147.03 148.99 157.13 157.82 12 5.46
4 Pipe· (59) 12 14.693 1.97 148.51 148.80 1 .19 5.42 3.45 148.99 149.28 157.82 154.80 12 5.42
Project File: SD Pipe 12 in.stm I Number of lines: 4 I Date: 6/11/2018
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