HomeMy WebLinkAboutAMEND 2017-0020; GRAND PACIFIC PALISADES RESORT; HYDROLOGY /HYDRAULICS STUDY; 2017-12-05.. ----.. -
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HYDROLOGY/ HYDRAULICS STUDY
(Standard Development Project)
FOR THE:
PRECISE GRADING PLAN FOR
GRAND PACIFIC PALISADES HOTEL EXPANSION
APN 2ll-022-3200
5803 Annada Dr, Carlsbad, CA
PREPARED FOR:
GRAND PACIFIC PALISADES HOTEL, LP
5900 Pasteur Court, Suite 200
Carlsbad, CA 92008
PREPARED BY:
1#33 ii' ENGINEERING 440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 15-017
0 12.05.2017
ISSUE DATE
First Submission
DESCRIPTION
BINH
ISSUED BY
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TABLE OF CONTENTS
t.
2.
3.
4.
5.
6.
7.
8.
9.
Project Description
1.1 Project Purpose
1.2 Project Propose facilities
Vicinity Map
Description of Watershed
3.1 Pre-Development Topography
3.2 Post-Development Topography
3.3 Hydrologic Unit Contribution
Methodology
4.1 Hydrology Software
4.2 Routing Software
4.3 Hydraulics Software
Calculations
5.1 Determine the Watershed that affects the project
5.2 Calculate Runoff Coefficient
5.3 Calculate Storm Flows using the Rational Method
Other Studies
6.1 Storm Water Quality Management Plan (SWQMP)
Conclusion
References
Declaration Of Responsible Charge
Attachments
Attachment I -Figures & Tables from the SD Hydrology Manual 2003
Attachment 2-Watershed Information
Pre & Post Development Topographic Maps
Rainfall Isopluvial maps
Soils Group Map
Proposed DMA map
Attachment 3 -Pre-Development QI00 Calculations
Attachment 4 -Post-Development QI 00 Calculations
Attachment 5 -Hydraflow Hydrograph Results
Attachment 6-Post-Development QI00 Calculations (total flow after mitigation)
2
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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
0.44 acre will be disturbed by the project.
1.2 Project Proposed Drainage Facilities
The project proposes to attenuate the I 00-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
CITY or
PACIFIC
OCEAN
3
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3. DESCRIPTION OF WATERSHED
3.1 Pre-Development Topography
The current site topography contains 2: I slopes to the east and south of the pad.
There is a single 4490 SQFT 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 SQFT 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 Jays within the Encinas Hydraulic Area of the Carlsbad Hydro logic
Unit. Encinas HA outfalls to the Pacific Ocean (904.40).
4
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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 fo r 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
DMA ID TOTAL %IMP DMA
(ACRE) C-value
DMA-1 0.071 0% 0.35
DMA-2 0.364 69% 0.73
6
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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 QI00 Calculations" in Attachment 3 for the pre-
development conditions. See "Post-Development Q 100 Calculations" in
Attachment 4 for the post-development conditions.
SUMMARY OF THE PEAK 100-YEAR STORM RUNOFF
Pre-development Post-development Runoff reduction POC (cfs) (cfs) (cfs)
POC-A 1.41 1.33 0.08
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
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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, ofmy
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
RobertD.Dentino, RCE 45629
Registration Expire: December 31, 2018
8
12/05/17
Date
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EQUATION
I ~ 7.44 P6 o·D.645
I ~ lntaMity (in/hr)
p6 ~ 6-Hour Precipitation (In)
D = Duralion (m01)
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Dlrec:tlons far Applcatton:
(1) From precipitetion maps determine 6 hr and 24 hr amounts
for the selecled frequency. These maps are included io the
County Hydrology Manuel (10, 50. arid 100 'Jr maps iocluoed
in the Design anc Procedure Manual).
(2) Adiust 6 hr prec:ipilalioo (if necessary) so tllat it ,s ~·~thin
the range of 45% to 65% of the 2~ hr precipitation tnot
eppliceple to Desert).
(3) Plot 6 hr precip~lion on the right si<le of the chart.
(4) Draw a 6ne through the point oaratlel to the plotted lines.
(5) This line is the inlensity-<juralioo curve lor the location
being analyzed.
Appllcallon Fann:
100 (a) Selected frequoncy _ yBBT
p
tb) Pe" 3.1 in .. P24 " 5.5 _..::.§.P ,, 56.4 ,.,.;, ----· 24
(cl Adjusted p6·:21" __ In .
(d) 'x ~ __ min .
(8) I " __ in.lhr
I I
Nole: This chart replaces the lnl8!1Sity-Duratmn-F18quency
curves used since 1965.
. 1.5. -2--· i.s . 3 . 3.. . 4 : U : 5 5.5 &
Duri~ion. . I I I -I I 1 -,--
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Ill JRII:
lntenslty-Dinllon Design Chart. Templabl 3-1
I f t I I I I f I
San Diego C'ounty Hydrology Manual
Date: June 1003
llll(lfl r I J 1 I I f I
TableJ-1
I I I I I I ,-1 I 1 I I f I
Section·
Page
3
6of26
Rl'NOFF COEFFICIENTS FOR URBAN AREAS
Land Use I Runoff Coefficient .. C ..
Soil Tvpe
',JR('S Elements C'ountv ElemenL, % Tiv!PER .i\ B (' D
Cnd1sturhedKatural Terrain (Natural) Permanent Open Space o• 0.20 025 0.30 0.35
I.ow Density Residential (I.DR) Re51dential. 1.0 DtT/A or les., 10 [).27 0.32 l).36 0.41
I .ow Density Residential (LDR) Residential, 2.0 Dl'/A or less 20 0.34 0.38 0.42 0.46
Low Density Residential (LDR) Residential. 2.9 DU'A or less 25 0.38 041 045 049
Medium Den.sity Re.sidenual 0,IDR) Residential 4,3 DU'A or less 30 041 045 0.48 051
Medium Density Residential 0,IDR) Rcs1dcntiaL 7.3 DU/A or less 40 0.48 0.51 0.54 0.57
l\lcdium Dc=ty Rcs1dcnt1al 0,IDR) Residential, I0.9 DU/A or less 45 0.51 0.54 0.57 0.60
Mcdmm Density Rcsidenual 0,IDR) Res1dcntiaL 14.5 DU/A or less 50 0.55 0.58 0.60 0.63
High Density Residential (HOR) Residential. 24.0 D{ f/A or less 65 0.66 0.67 0.69 0.71
High Density Res,dential (HOR) Residential, 43.0 DU/A or less 80 0.76 077 0.78 0.79
Commercial·lndustrial (N. Com) Neighborhood Commercial 80 0.76 fl 77 0.78 0 79
Commercial1rnlustrial (G. Com) General Commcrc,al 85 0.80 0.80 0.81 0.8~
Commercialllndustrial (0.P. Com) Office Profcssional,Commercial 90 0.83 0.84 0.84 0.85
Commcrcml1ndustrial (Limited l.) Limited lndustnal 90 0.83 0.84 0.84 085
C ommercmi1nd1Lstrinl (General L) General lndustrial 95 0.87 0.87 0.87 0.87
*The values associated with 0% impervIOILS may he used for direct calculation of the runoff coefficient as descrihed m Sectmn .l 1.2 (representmg the pervmus runoff
coefficient. Cp. for the soil type), or for area.s that will remain undisturbed in perpetuity JILstification must be gi\'en that the area will remain nawral forever (e.g .. the area
is located in Cleveland )Jational Forest).
DU'A = dwelling units per acre
1'"RCS = National Resources Conservation Se1'·ice
3-6
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EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s) ~ 1.3%
Runoff Coefficient (C) = 0.41
Overland Flow Time (T) = 9.5 Minutes
T-1.8(1.1-C)'fo
>Vs
SOURCE: Airport Drainage, Federal Aviation Adminislration, 1965
FIGURE
Rational Formula • Overland Time of Flow Nomograph 3.3
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San Diego County Hydmlogy Manual
Date: June clKJ3
Section:
Page:
3
11 of16
Note that the Initial Time of Concentration should be reflective of the general land-use at the
upstream end of a drainage basin. A single lot with an area of two or less acres does not have
a significant effect where the drainage basin area is 20 to 600 acres.
Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be IL'led in
hydrology studies. Initial T; values based on average C values for the Land Use Element are
also included. These values can be used in planning and design applications as described
below. Exceptions may be approved by the "Regulating Agency" when submitted with a
detailed study.
TableJ-2
MAXIMUM OVERLAND FLOW LENGTH (LM)
__________ &_ INITIAL TIME OF CONCENTRATIONJ'fil___ _ _ .....
Element•
Natural
LDR
LOR
LDR
MDR
l)ll/
2
2.9
4.3
.5%
50 13.2
50 12.2
50 11.3 --f' -
50 10.7
50 10.2
MDR 7.3 50 9.2
MDR 10.9 50 8.7
MDR 14.5 50 8.2
1-IDR 24 50 6.7
HDR 43 50 5.3
1%
' LM i T;
70 ! 12.5
70 l 11.5
' 70 ! 10.5
70 j 10.0
70 i 9.6
65 I 8.4 ! 65 7.9
65 . 7.4
65 i 6.1
2% 5% 10%
l,M . T; Lu l T; i 1--r.i T,
85 10.9 100
85 10.0 JOO
85 9.2 100
85
80
80
80
80
8.8 95
8.1 95
7.4 95
6.9 90
6.5 90
75 5.1 9()
75 ! 4.0 85
' ' 10.3 100 ! 8.7 ; 100 6.9
9.5 100 ' 8.0 : 100 6.4
8.8 100 l 7.4 100 5.8
8.1 100 : 7.0 100 5.6
7.8 100 6.7 1 100 5.3
7.0 100 i 6.0 j 100 4.8
6.4 100 ; 5.7 '. 100 4.5
6.0 l 00 · 5.4 100 4.3
4.9 95 4.3 100 3.5 ____ ,___ ____ _ 65 4.7
60: 4.5
3.8 95 • 3.4 • 100 2.7
3.8 95 i 3.4 . 100 2.7 N.Com 50 5.3 75 I 4.0 85
(1. Com 50 4.7 60 i 4.1 75 3.6 85 3.4 90 , 2.9 ' 100 2.4
.
O.1'.:'Cmn 50 4.2 60 ! 3.7 70 3.1 80 2.9 90 '. 2.6 ' 100 2.2
Limited I. 50 4.2 60 i 3,7 70 3.1 80 2.9 ' 90 i 2.6 : 100 2.2
General I. ., .. 50 3.7 60 J 3.2 70 2.7 80 2.6 90 j 2.3 : 100 1.9
* See Table 3-1 for more detailed d.:scriplion
3-12
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6.E
Feet
SODO
aDO
EQUATION
Tc • (!Z:~3)°.385
Tc a Time of c:oncantration (hoursl
L • Watercourse Distance (mlloo)
6.E ~ Change In elevation along
effective slope line (See Figure 3-51 IINll
3000 Tc
Hour Minutes
3--,eo
2 120 , ..
to ..
10 , ID
JOO
50
2IO •
L
IIIIIM l'Ht
IDD -20 , . .
3000 ,.
0.5 ' 50 ' 14
2DDO ' ,z • ' 1800 ' IIOO ' ,0 ,a 1.00 ' • 1200 I
20 1DDO 1 IOO
800 &
700
800 5
ID 500 ..
JOO 3
5
200
6.E L Tc
SOURCE'.: Calirorroa 0.,l&ion or H;gt,waya ( 1941) alld Kirp;ct, (1!140)
Nomograph for Determination of
Time of Concentraflon (Tel Of Travel Time (Tf) for Natural watersheds
FIGl!RE
3-4
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--Water11hed Divide'\
-----------.t --"'-._ '\ \_ ~ /
--• •. , '\. Design ·· ·r~--. \ ~Point ·--~---· .. --.. ----:::: / ......._ ---.......-1---------------L ===----==-~=::::: ____ __j
Watershed
Divide
Eth!ctive Slope Line
c-----L -
Area .. Att =Area '"B0
SOURCE: Ca111om10 OMslon o! Hlgllways (1941) on<I KJrplch I 1940)
Offign Point
(Watershed Outletl
•·1Gl'RE
Computation of Effective Slope for Natural Watersheds ~s]
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1-15·--1
1-n=.015-1
____ ,_:!2%z:._ ___ ..:I L.~-----• = .0115
2%
CCl'lcrete
Gutter
.,,.d RESiDENTlAL STREET
ONE SIDE ONL V
+----+""""J~+--+--+-r+-+-Hlod-J,-----+-""Cl'+--1·-+,,-1e &. v --4---'~~"iv::., ,l_-4-,~ 11-
' I I ' -......._"7 I ~J', , 16 o, ;h ~-+ ~-I ~. ••+----lf--+-+-,1E1::.....'=:,--Hrai!--+----::::..i.o::.,.__-#-----I---+__;/~-+ . r--.i,..._ I I,..... 124------,/11---4--1-,111:...i.-.f,-+=II~' -, , ~a f ........... I
10 '-"·" , , -~ ·1,
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2 4 5 8 7 8 8 10 20 30 40 50
Discharge (C F.S.)
l!XAIPU!:
Glwen; Q • 10 8 • 2.5%
ChMI gins: Daplh • OA, VelOcHy • U f .p.&.
SOURCE. San Dlego County [l,opanrnent or Special DiWicl Services De.,gn Manual
F IGUR
Gutter and Roadway Discharge -ve1oclty Chart 3-6
E
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GENERAL SOLUTION
SOUPCE USDOT, FHWA.HDS-3 i1961)
Manning"s Equation Nomograph
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8 C
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FIGURE
3-7
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£LEV= 155.45 ( 1 /JI'-
/ )~
( '
Ex. Areo /0
1
--/1--~ '
/ " / '
~\
"" / / '
""// . ' /' f ' ' L=72.19 LF ·.
/ ARE~~ aor; AC \ r'
,--
~, "~
>'l
' 1_ J ,I) ' r ' . ' ·. ,\
£LEV= 154.61 ( 2
L=ol.39 LF .
1
.
AREA ~ aJB AC~
J I :
POC
POCA
ROOF
(sqft)
4489.81
~~~
~4'~~-0-
-9-·~~.,;-
"--"'
CONCRETE
(sqft)
5304.26
~~
LANO SCAPE TOTAL
(sqft) (sqft)
9183.58 18977.66
/'\ \\i 1il
' ~ I \ \ ; I \ 11
l\"\\1\11 \ \\\\ l I I l
\ I); l ! I .
\(I\\\
TOTAL
(ocre)
0.44
//,/
I \ \ \,
1 \ \ \ I -~1\11
--
)' Ii (,
~, \I ~
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1: I
p EX-! J Lj,"'
/ ---_,,,-~: 't
/I ,, ,,,--\ /£LEV= 153.90 J .,J, ~ -L-~--· _ --,,,..-_,--==--/ ~ ---/ . --= "'' ,7
:_.---.-, -' -----"' . _ _ __ ===rC :cir=-tt ------~-
·-...
-·------------'r----=------=--11 ....-ii----
PR£ OFVFLOPMF~T TOPO MAP ~ \
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EL£V = /54.Jo ::·····::/~ ::-.. ~. . "'--, 6 . ' .. ~'\ q •
/£ ;=_!{4-.8-q ... ·. .·: :._'·::··.. "' • ' ' /~ )(<<<<<<<<::>-:~ q •• :· ;'
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/
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~~~ ~~~~ -'>-..,~/'
5 J ELEV = !57.6!
/\ / /\' _/ I
/, ~· /' \, _J
L=7J57 LF A._, ,, ' AREA = 0.026 AC , -'-'b8" OJA. PIP£ _ -----__,, L=J/0.94 LF· --l.. ~-.,,---' _....__
7 --·~···~···~··· .. ···%t··~,-··-·---···-··· ... ~ -\ ITT
. ···~···~···~--..:;·\ ~
/ ----\ . I •
-IE=y/,:' \ \,f,
,,,-71
,,,-71 /
' y
/
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ELEV = /58.92 _/7 .. _/7 ... \L=//2.44 LF C
· . . AREA = 0. ! 7 A ,,,-71
,,,-71
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11 J
,,,-71 I; ': I
[
7500LF :=:JA~ \
-='7 ... L=75LF
/ J'
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/ . -AREA = 0. 0/8 AC-... _ ..... --/ ,~ 4"'! 11;-
---..... ~----~ ~ -~ ~------~ --1~--...L
l ~-" -' --3;_~. --=-----=---. ..:...:,} -_-"l> :::..-~ ,_ . ~-=> --,[..JU,-~ --~-~-~~ /£ = /46.92
·L=/07.6 LF
AREA = 0.058 AC
POST OEV HYDRAULIC MAP
SCALE.-!" = 20'
~
0 20 40 60 80
4 , ELEV = /59.55
!2" OJA. PIP£
L=/88.20 LF
-;,
33" 734"N
33" 722"N
3: ... !!:
Hydrologic Soil Group-San Diego County Area, California
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470300
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9 N
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4704:!) 41l)ffi 47C'640 470m 471&1)
4704:/0 41l)ffi 47C'640 470m 471&1)
Map Scale: 1:2,560 f pmej al A 1and9:ape (11" X 8.5") sheet
----====-------=======MEm°S o ~ m ~ m
---====-------=======Feet 0 100 2ll «xl 00'.l
Map projectitn: Web MesU!tir Caner a:adinates: WGS84 Edge tics: UTM Z.one 11N WGS84
USDA Natural Resources Web Soil Survey
National Cooperative Soil Survey a. Conservation Service
47072J
47072J
47078'.) 47a!40
47078'.) 47al40
3: ~ !!l
9
471m:l
~1
41IBXl
3: ~ !!l
9
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11/7/2017
Page 1 of 4
33" 7 34"N
33" 722"N
Hydrologic Soil Group-San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI) D Area of Interest (AOI)
Soils
Soll Rating Polygons
D A
D AID
D B
D B/D
D C
D C/D
D D
D Not rated or not available
Soll Rating Lines
,,_,. A
,,_,. AID
,,_,. B
,,_,. BID
,_,,,,,. C
CID
_, D
-,, Not rated or not available
Soil Rating Points
• A
• AID
• B
• BID
USDA Natural Resources
:iiilii Conservation Service
• C
Iii CID
• D
a 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.
11/7/2017
Page 2 of 4
I
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County of San Diego
Hydrology Manual
. -~ ~. ' :-:. ,, ,, "
.(~)
Rainfall Jsopluvials
100 Year Rainfall Event -6 Hours
lsopluvial (inches)
DPW
~GIS "-"""" .,,,.,__ -----
N _._E
s
3 0 3
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THIS MAP IS PROVlDED WITHOUT WAAR>NTY OF AflY KIND, EITHER EXPRES~
OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES
OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.
Copy,lghl SanGlS. All Rights Reserved,
This producu may co,-, information from lhe SANDAG Regional
Information System whleh c:annot be reproduced without the -on permiuion ol SANDAG.
This product may cx,nta;n lnfonNtlon which has been reproduced with
permission granted by Thomas Brolhets Maps.
Miles
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County of San Diego
Hydrology Manual
-·~ ~ ' ~-: ,, ,, . ,.,
-\~)
Rainfall Isopluvials
100 Year Rainfall Event -24 Hours
lsopluvial (inches)
DPW ~GIS S:fiGIS ~oll".ibk-
____ &.wloo,
We Have San Di~,, Cc,vcr<:d!
N 4E
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3 0 3
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THIS MAP IS PRDV1DEO WITHO\/T WAAR>NTY OF ANY KIND, EITHER EXPRESlo
OR IMPI.IED, INCLUDING, Bl/T NOT LIMITED TO, THE IMPLIED WARRANTIES
OF MERCHANTABILITY ANO FITNESS FOR A PARTICUlAR PURPOSE. Copyright SanGIS. Al. Rights Resorved.
This products may C<>ntoln lnf<><mation from the SANDAG Regional
lnfomiation System ..tlicl\ cannot be reproduced without the
writta, permiuk>n d SANOAG.
This product may contain lnlonnation ..tlicl\ has i-ri reproduced IMth
permlS$ion granted by Thomas BrOthers Maps.
Miles
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-----.. -.. ---... --------,.. -----------,. ------
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2014 Version 9.0
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 12/01/17
17040 Hotel Extension -POCA
PRE-DEVELOPED CONDITION
100 YEAR
FILE: 17040Pre.RSD3
********* Hydrology Study Control Information**********
Program License Serial Number 6332
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 60.5%
2. 600
4. 300
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 72.190(Ft.)
Highest elevation= 155.450(Ft.)
Lowest elevation= 154,610(Ft.)
Elevation difference 0.840(Ft.) Slope= 1.164 %
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= [1.8*(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= 0.219(CFS)
Total initial stream area= 0.060(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
Depth of flow= 0.064(Ft.), Average velocity=
******* Irregular Channel Data***********
Information entered for subchannel number 1 :
0.865(CFS)
0. 701 (Ft/s)
17040 Hotel Extension -POC A
PRE-DEVELOPED CONDITION
Page 1 of 2
----.. -
,. -.. --------• ---• ---------------
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.10
2 30.00 0.00
3 60.00 0.10
Manning's 'N' friction factor 0.023
Sub-Channel flow 0.865(CFS)
flow top width= 38.468(Ft.)
velocity= 0.701(Ft/s)
area= 1.233(Sq.Ft)
Froude number= 0.690
Upstream point elevation=
Downstream point elevation
Flow length= 61.390(Ft.)
Travel time 1.46 min .
154.610(Ft.)
153,900 (Ft.)
Time of concentration= 7.93 min.
Depth of flow= 0.064(Ft.)
Average velocity= 0.701(Ft/s)
Total irregular channel flow= 0. 865 (CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel{s) 0.701(Ft/s)
Adding area flow to channel
0.064(Ft.)
Rainfall intensity (I) = 5.087(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.630 given for subarea
Rainfall intensity= 5.087(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.630 CA= 0.277
Subarea runoff= l.19l(CFS) for 0.380(Ac.)
Total runoff = 1. 410 (CFS) Total area =
Depth of flow= 0.077(Ft.), Average velocity
End of computations, total study area=
0.440(Ac.)
0. 792 (Ft/s)
0.440 (Ac.)
17040 Hotel Extension . POCA
PRE-DEVELOPED CONDITION
Page 2 of 2
------... -,. -... ... --... -.. .. --------------.. ..
--,_
--
--.. --.. ----.. -----,. -.. ---
----...
Ill ------.. --
This page is left blank intentionally.
----.. ... -• -• ... ---------.. ----• ------.. ------
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: 11/30/17
17040 Hotel Extension -POCA
POST-DEVELOPED CONDITION (Unmitigated)
100 YEAR
FILE: 17040Unmit.RSD3
********* Hydrology Study Control Information**********
Program License Serial Number 6332
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 60.5%
2. 600
4. 300
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 1.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 0.000
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai -0.800
Sub-Area C Value -0.760
Initial subarea total flow distance 75.000(Ft.)
Highest elevation= 159.670(Ft.)
Lowest elevation= 158.920(Ft.)
Elevation difference 0.750(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= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC• [l.8*(1.1-0.7600)*( 60.000".5)/( 1.000"(1/3)]• 4.74
Calculated TC of 4.741 minutes is less than 5 minutes,
resetting 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= 0.338(CFS)
Total initial stream area= 0. 065 (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
Depth of flow= 0.052(Ft.), Average velocity=
******* Irregular Channel Data***********
0.687(CFS)
0. 863 (Ft/s)
17040 Hotel Extension -POCA
POST-DEVELOPED CONDITION (Unmitigated)
Page 1 of 4
,.. -,.. -.. ...
...
Ill
,,. -,. ---------,... -----.. ... .. --.. ----
--
Information entered for subchannel number 1 :
Point number
1
2
3
'X' coordinate o.oo
30.00
60.00
'Y' coordinate
0.10
0.00
0.10
Manning's 'N' friction factor 0.015
Sub-Channel flow 0.687(CFS)
flow top width= 30.923(Ft.)
velocity= 0.863(Ft/s)
area= 0.797(Sq.Ft)
Froude number= 0.947
Upstream point elevation=
Downstream point elevation
Flow length= 112.440(Ft.)
Travel time 2.17 min.
158.920(Ft.)
157. 800 (Ft. I
Time of concentration= 6.91 min.
Depth of flow= 0.052(Ft.)
Average velocity= 0.863(Ft/s)
Total irregular channel flow= 0.687(CFS)
Irregular channel normal depth above invert elev.
Average velocity of channel(s) 0.863(Ft/s)
Adding area flow to channel
0. 052 (Ft. I
Rainfall intensity (I) = 5.558(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.730 given for subarea
Rainfall intensity= 5.558(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.738 CA= 0.174
Subarea runoff= 0.630(CFS) for 0.17l(Ac.)
Total runoff= 0.968(CFS) Total area=
Depth of flow= 0.059(Ft.), Average velocity=
0.236(Ac.)
0.940(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 6.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation=
Downstream point/station elevation
Pipe length 310.94(Ft.) Slope
No. of pipes= 1 Required pipe flow
Given pipe size= 8.00(In.)
157.SOO(Ft.)
154. 300 (Ft.)
0.0113 Manning's N
0. 968 (CFS)
Calculated individual pipe flow 0.968(CFS)
Normal flow depth in pipe= 5.19(In.)
Flow top width inside pipe= 7.64(In.)
Critical Depth= 5.6l(In.)
Pipe flow velocity= 4.04(Ft/s)
Travel time through pipe= 1.28 min.
Time of concentration (TC) = 8.20 min .
0. 013
t++++t+++++++++++++++++++t+++++++++++t++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 0.236(Ac.)
Runoff from this stream 0.968(CFS)
Time of concentration
Rainfall intensitY =
8.20 min.
4.980(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 5.000
**** INITIAL AREA EVALUATION****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
1.000
0.000
0.000
17040 Hotel Extension · POCA
POST-DEVELOPED CONDITION (Unmitigated)
Page 2 of 4
,.,. -,.. --..
... .. -.. ---..
... .. -.. -----------
---...
-... .. -
Decimal fraction soil group D
[COMMERCIAL area type
(Neighborhod Commercial )
Impervious value, Ai= 0.800
Sub-Area C Value= 0.760
0.000
Initial subarea total flow distance 73.570(Ft.)
Highest elevation= 159.SSO(Ft.)
Lowest elevation= 157.610(Ft.)
Elevation difference 1.940(Ft.) Slope= 2.637 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 85.00 (Ft)
for the top area slope value of 2.64 %, in a development
Neighborhod Commercial
In Accordance With Figure 3-3
type of
Initial Area Time of Concentration
TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(%
TC= [1.8*(1.1-0.7600)*( 85.000A.5)/(
4.08 minutes
slope" (1/3) J
2.636'(1/3)]-4.08
Calculated TC of 4.085 minutes is less than 5 minutes,
resetting 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= 0.135(CFS)
Total initial stream area= 0.026(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
Depth of flow= 0.043(Ft.), Average velocity=
******* Irregular Channel Data***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 o.oo 0. 10
2 20.00 0.00
3 40.00 0 .10
Manning's 'N' friction factor 0.030
Sub-Channel flow 0.401(CFS)
flow top width= 17.086(Ft.)
velocity= 1.099(Ft/s)
area= 0.365(Sq.Ft)
Froude number= 1.325
Upstream point elevation=
Downstream point elevation
Flow length= 39.870(Ft.)
Travel time =. 0. 60 min.
157. 610 (Ft.)
154.300(Ft.)
Time of concentration= 4.69 min.
Depth of flow= 0.043(Ft.)
Average velocity= l.099(Ft/s)
Total irregular channel flow= 0.40l(CFS)
0. 401 (CFS)
1.099(Ft/s)
Irregular channel normal depth above invert elev. 0.043(Ft.)
Average velocity of channel(s) 1.099(Ft/s)
Adding area flow to channel
Calculated TC of 4.689 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm
User specified 'C' value of 0.740 given for subarea
Rainfall intensity= 6.850(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.744 CA= 0.095
Subarea runoff=
Total runoff=
Depth of flow=
0.517(CFS) for 0.102(Ac.)
0.652(CFS) Total area=
0.05l(Ft.), Average velocity=
0.128(Ac.)
1.241 (Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 6.000
17040 Hotel Extension . POCA
POST-DEVELOPED CONDITION (Unmitigated)
Page3of4
...
... ...
... ..
.. .. -----------.. .. ... ------.. ---.. ----
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.128(Ac.)
Runoff from this stream 0.652(CFS)
Time of concentration=
Rainfall intensity=
Summary of stream data:
4.69 min.
6.850(In/Hr)
Stream
No .
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 0. 968 8.20 4.980
2 0.652 4.69 6.850
Qrnax (1)
1. 000 * 1.000 * 0. 968) +
0.727 * 1.000 * 0. 652) + -1. 443
Qmax (2)
1. 000 * 0 .572 * 0. 968) +
1.000 * 1. 000 * 0. 652) + 1. 206
Total of 2 streams to confluence:
Flow rates before confluence point:
0.968 0.652
Maximum flow rates at confluence using above data:
1.443 1.206
Area of streams before confluence:
0.236 0.128
Results of confluence:
Total flow rate= 1.443(CFS)
Time of concentration 8.197 min.
Effective stream area after confluence 0.364 (Ac.)
17040 Hotel Extension -POCA
POST-DEVELOPED CONDITION (Unmitigated)
Page 4 of 4
.. .. .. --...
,..
... .. --.. .. .. .. -----.. -----.. ... .. -.. -.. -----..
I.C)
~
z
~
~ u
~
<
--... ---... .. .. ... ..
'""
----.. .. .. .. ---...
... --...
-..
--.. ----
This page is left blank intentianally.
1
Watershed MO de I s Chem ati C Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v1 0.4
-
Project: Basin2.gpw Thursday, 11 / 30 / 2017
1
Hydrograph Summary Report . . . Hydraflow Hydrographs Extension for AutoCAD® C1v1I 30® 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 1.440 8 248 2,573 ----------Inflow
2 Reservoir 1.273 8 248 2,089 1 155.25 561 Outflow basin
Basin2.gpw Return Period: 100 Year Friday, 12/1/2017
ti'
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 201 5 by Autodesk, Inc. v10.4
Hyd. No. 1
Inflow
Hydrograph type
Storm frequency
Time interval
= Manual
= 100 yrs
= 8 min
Inflow
Peak discharge
Time to peak
Hyd. volume
1
Friday, 12 / 1 / 2017
= 1.440 cfs
= 4.13 hrs
= 2,573 cuft
Q (cfs) Hyd. No. 1 --100 Year Q (cfs)
2.00 -.----------,.------.---------..-----~------.------"T"" 2.00
0.00 1'.:::::::::::=::i==::==±====]~ ____ 1--=::==:±=====~~1 0.00
0.0 1.1 2.1 3.2 4.3 5.3 6.4
-HydNo.1
Time (hrs)
2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2015 by Autodesk, Inc. v10.4 Friday, 12 / 1 / 2017
Hyd. No. 2
Outflow basin
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
Storage Indication method used.
= = = = =
Reservoir
100 yrs
8 min
1 -Inflow
Outflow basin
Outflow basin
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
= 1.273 cfs
= 4.13 hrs
= 2,089 cuft
= 155.25 ft
= 561 cuft
a (cfs) Hyd. No. 2 --100 Year a (cfs)
2.00 .....---------.------...,......------r-----~------.-------.--2.00
o.oo 1 c::c::I:Ja:I::JdI::JcrIJcr~:rIJr_=:[=-___ l l[::::==f:::=~~~l o.oo
0.0 1.1 2.1 3.2 4.3 5.3 6.4
-Hyd No.2 -HydNo.1 Total storage used = 561 cuft
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 I 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
0.75 155.05 713 168 448
1.00 155.30 795 188 636
Culvert / 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 = 1 2 1 0 WelrCoeff. = 3.33 3.33
Invert El. (ft) = 148.80 154.70 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 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = o.bo
5
Thursday, 11 /30/2017
[CJ [DJ
Inactive Inactive
0.00 0.00
3.33 3.33
No No
Note: CulverVOrifice outflows are analyzed under Inlet (ic) end 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
----
0.50
-TotalQ
1.00 1.50
Stage / Discharge
2.00 2.50 3.00 3.50
Elev (ft)
155.30
155.20
155.10
155.00
154.90
154.80
154.70
154.60
154.50
154.40
154.30
4.00
Discharge (cfs)
.. ... -----..
----..
----..
-------------
'" -------
-.. --This page is left blank intentionally. -...
-------..
------------
-----
----
-
-------...
-----------------...
--------
----
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2014 Version 9.0
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 12/01/17 ------------------------------------------------------------------------
17040 Hotel Extension -POCA
POST-DEVELOPED CONDITION (Mitigated)
100 YEAR
FILE: 17040Mit.RSD3 ------------------------------------------------------------------------
********* Hydrology Study Control Information**********
------------------------------------------------------------------------
Program License Serial Number 6332
------------------------------------------------------------------------
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) =
24 hour precipitation(inches) =
P6/P24 = 60.5%
2. 600
4.300
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 7.100
**** INITIAL AREA EVALUATION****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[UNDISTURBED NATURAL TERRAIN
(Permanent Open Space )
Impervious value, Ai= 0.000
Sub-Area C Value= 0.350
0.000
0.000
0.000
1.000
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 -[1,8°(1.1-0.3500)"( 70.000".5)/( 1.000"(1/3)]-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 7.100 to Point/Station 8.000
**** IRREGULAR CHANNEL FLOW TRAVEL TIME****
Estimated mean flow rate at midpoint of channel
Depth of flow= 0.194(Ft.), Average velocity=
******* Irregular Channel Data***********
0. 062 (CFS)
0.832(Ft/s)
-----------------------------------------------------------------
Information entered for subchannel number 1 :
17040 Hotel Extension -POCA
POST-DEVELOPED CONDITION (Mitigated)
Page 1 of 3
---..
---..
--
----..
------
---------
,,.
-----
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 1.00 0.00
3 2.00 0.50
Manning's 'N' friction 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 length= 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. 0.194(Ft.)
Average velocity of channel (s) 0. 832 (Ft/s)
Adding area flow to channel
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[UNDISTURBED NATURAL TERRAIN
3. 619 (In/Hr)
0.000
0.000
0.000
for a 100.0 year storm
1. 000
(Permanent Open Space )
Impervious value, Ai= 0.000
Sub-Area C Value= 0.350
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=
Depth of flow= 0.223(Ft.), Average velocity=
0.072{Ac.)
0.915{Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 8.000
**** 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 6.000 to Point/Station 6.000
**** USER DEFINED FLOW INFORMATION AT A POINT****
User specified 'C' value of 0.730 given for subarea
Rainfall intensity (I) = 4.979(In/Hr) for a 100.0 year storm
User specified values are as follows:
TC= 8.20 min. Rain intensity= 4.98(In/Hr)
Total area= 0.364(Ac.) Total runoff= l.273(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to Point/Station 8.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation=
Downstream point/station elevation
Pipe length 188.20(Ft.) Slope
No. of pipes= 1 Required pipe flow
Given pipe size= 12.00(In.)
!48.800(Ft.)
146.920(Ft.)
0.0100 Manning's N
1.273(CFS)
0.013
17040 Hotel Extension -POC A
POST-DEVELOPED CONDITION (Mitigated)
Page 2 of 3
,_
-
•
Calculated individual pipe flow 1.273(CFS)
Normal flow depth in pipe= 4.96(In.)
Flow top width inside pipe= 11.82(In.)
Critical Depth= 5.7l(In.)
Pipe flow velocity= 4.16(Ft/s)
Travel time through pipe= 0,75 min.
Time of concentration (TC) = 8.95 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8.000 to Point/Station 8.000
**** CONFLUENCE OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.364(Ac.)
Runoff from this stream 1.273(CFS)
Time of concentration= 8.95 min.
Rainfall intensity= 4.704(In/Hr}
Summary of stream data:
Stream
No.
Flow rate TC
(CFS) (min)
Rainfall Intensity
(In/Hr)
1
2
Qmax (1)
Qmax(2)
0.091 13.45
1.273 8.95
1.000 *
0.769 *
1.000 *
1. 000 *
1. 000 *
1. 000 *
0.666 *
1. 000 *
Total of 2 streams to confluence:
3.619
4.704
0.091) +
1.273) +
0.091) +
1.273) +
Flow rates before confluence point:
0.091 1.273
Maximum flow rates at confluence using above data:
1.070 1.334
Area of streams before confluence:
0.072 0.364
Results of confluence:
Total flow rate= l.334(CFS)
Time of concentration= 8.955 min.
1. 070
1. 334
Effective stream area after confluence
End of computations, total study area=
0.436(Ac.)
0.436 (Ac.)
17040 Hotel Extension -POC A
POST-DEVELOPED CONDITION (Mitigated)
Page 3 of 3