HomeMy WebLinkAboutCT 08-02; LA COSTA CANYON HOMES; DRAINAGE STUDY; 2009-06-04-I
I
I
I
I
I
I
·1
I
I
I
I
·1
I
I
I.
I
I
DRAINAGE STUDY
FOR
LA COSTA CANYON HOMES
LOTS 408-409
CT-08-02
La Costa, Carlsbad
San Diego County, California
Owner:
LEGACY DEVELOPMENT, LLC.
STEVE GRADY
7938 Ivanhoe Ave., Suite B
La Jolla, CA 92037
(619) 491-9200
Engineer:
MASSON & ASSOCIATES, INC.
200 E. Washington Ave., Suite 200
Escondido, CA 92025
By: 5iff!
Scott L. Lee RCE C70889
Date Prepared: June 4, 2009
P.N.00040
:1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
PROJECT DESCRIPTION:
The proposed project is located on La Costa Avenue, Carlsbad, California. The
project consists of 8 condominium units and underground parking lot. The site is
accessible from La Costa Avenue. The entire site is approximately 0.77 Ac.
The property is currently rough graded with the majority of the site draining toward
La Costa Avenue. Approximately 0.18 acres, in the northern portion of the property, drains
north towards an existing brow ditch which runs in the easterly direction. A small potion of
the property north of the existing brow ditch currently sheet flows of site to the natural
open space to the north. Currently there are no existing structures on the property.
This property is being developed in conjunction with La Costa View Homes on lots ,
406 and 407 to the west.
METHODOLOGY:
The Rational Method as outlined in the San Diego County Hydrology Manual
dated June 2003 was used to determine the peak storm water runoff rates discharging the
site in the 100-year frequency storm event. The predominant soil group existing on the
site is soil group C. The CivilCaddlCivilDesign Engineering Software was used to
calculate the peak runoff rates. Appendix A contains reference charts and figures used
from the San Diego County Hydrology Manual.
HYDRLOGY:
In the existing condition the property is rough graded. Most of the site (basins
2.01,2.03, total of 0.71 ac, including offsite street area) currently drains towards the curb
and gutter in La Costa Avenue. Storm water runoff from the property ~o the west
confluences with these areas in La Costa Avenue. The north portion of the property
(basin 1.01, 0.18 ac) drains northerly to an existing brow ditch where it confluences with
runoff from the neighboring property to the west. The brow ,ditch flows in the easterly
direction and continues on the neighboring property. A small portion of the property
(basin 1.02, 0.07 ac), located north of the existing brow ditch, drains in the northerly
direction into the natural open space. Pre-development hydrology calculations are located
in Appendix B. A pre-development hydrology map has is included as Exhibit 'B'.
In the post-construction condition reduced undisturbed slope area in the north part
of the site (basin 1.01, O.lSac) will continue draining towards the existing brow ditch.
Basin 1.02 located north from the existing brow ditch will keep draining 'in the p-ortherly
direction, unchanged from the pre-development condition. The rest of the on-site runoff
will be collected using the storm drain inlets, storm drain system and bio-swale. and will
be discharged into an existing curb and gutter in La Costa Avenue. Post-development
hydrology calculations are located in Appendix C. A post-development hydrology map
has is included as Exhibit 'C'.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
A summary of the pre and post construction runoff rates are included in the following
tables.
Table 3.1 Post-Construction Flows
Outfall Tributary Area Q100
(acres) (cfs)
1.01 0.15 0.32
1.02 0.07 0.16
2.01 0.04 0.20
2.02 0.03 0.15
2.03 ,0.03 0.15
2.04 0.03 0.15
2.05 0.05 0.25
2.06 0.05 0.25
2.07 0.08 0.41
2.08 0.08 0.40
2.09 0.08 0.39
2.10 0.03 0.15
2.11 0.26 0.32
Table 3.2 Pre-construction Flows
Outfall Tributary Area Q100
(acres) (cfs)
1.01 0.18 0.38
1.02 0.07 0.16
2.01 0.24 0.56
2.03 0.44 0.95
CONCLUSION:
The development of this site will create a small increase in runoff discharging the
site onto La Costa A venl,le from 1.25 cfs in the pre-development condition to 1.9 cfs in
the post-development condition. There will be a small decrease in runoff discharging the
site from the brow ditch north of the development area from 0.38 cfsin the pre-.
development condition to 0.32 cfs in the post-development condition. There will be no
change in runoff discharging the site north of the existing brow ditch. The development
of this site along with the neighboring site ( La Costa View Homes Lots 406-407) will
create an increase in storm water runoff discharging onto La Costa Avenue 'from.3.75 cfs
in the pre-development condition to 5.1 cfs in the post development condition. The
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
increase in runoff to La Costa Avenue is not expected to adversely impact anyexistiJlg',
drainage facilities downstream of the project.
------
I
I APPENDIX A
I REFERENCENU\TERIAL
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I '10, '
I I I I I
I
I
I
I'
I
I
I
I
I
I
I
I
I
I
--- - - ----- ---- ---- -
C01Ulty of San Diego
Hydrology Manual
Rainfall IsopZuvials
100 Year Rainfall Event - 6 Hours
3
Isqpluvlal (Inches)
DPW "*GIS ""'....,.'ft1'''~,~ ~~ ..... ~"
.~~,.. .
SliiGIS 'tX:c H:ll'C S:m l)Jt!f.u (.c1\cn::d~ ,
THIS w.P I' "ROVlOI:OWlTHOUTWItfllWiTY(I,: Nfr KItfD. EUH!" lXI'RE5$ on IUPU1IO.INa.UOINO.IIIJTHClTUIRlE010. TH&ttM'lIEOWAMmIIU OI'fJ!ROWiTMIUlYNIOFtmESSFORII.PAATlel1LNtF'UtU"OSE. C6p)11~s..atS.M"""~FI'Mn'I1f.
ThII~"",mlQlro""'I'IIII\IfOfI,, ..... I!!tt~"'D~ rnrcimllll~.s~",fllchumol""~w\hrM"'-' IOilntwl"""",II""tlSAHOAO.
".1t .... llrdfl'OJ'nnI~ •• 0I'IMIIII"""'lchhaolrttfl'.pr1l!fUu.""'"
JlllfIl\lil&IaoI .... !\I'd""""'"' .. ~' .... p'
o 3 Miles ew;;
I I I I I
I
I
I
I
I
I
I
I
I
I
I
I
'" ... ~ ::< 0 .~ := ~ '<I" .... N u;-..:::: I CD ~ .... J:: " ~ J:: ~ Co > 10 ~ r-< ;; ~ " -g, c. ] .~ .= t:l ~ t:l:::; ~ ... .. .. ;:.< 0. 0. ...
"
"
-- -.. -. - - ---- ----.---
San Diego County Hydrology Manual
Date: June 2003
'i, ~'i
Table.3-1
. Section:'
Page:
RUNOFF -COEF·FIClENTS·:FOR URBAN: AREAS
Land··Use Runoff,G.geffic.ient "~C"
SciWrlEe
NRCS Elements COWl . Elements %.:1MPER. A B C
Undisturb.ed Natural Terr.ain.(Natural) Permanent -open.Space 0* 9.20 0;25:. Q.JQ
~ow Delisity Residential.{LDR) Residential, 1.0:DUI A .or les's 10 0.27 0;3~ 0.36
Low Density·Residential.(LBR) Residential, 2,0 DlJI A orJess 20 0.34 0.38 0.42 .
.Low Density ResidentiaL(LDR) Residential, 2~9 DU/A or less 25 0.38 0.41 0~45
Medium.Density Residential (1vIDR) Residential, 4.3 .DUI A or less' 30 0.41. 0.45 0.48
Medium Density Residential (MDR) Residential, 7.3 DU/ A or less .40 0.48 0.51 0.54
Me.dium;Density Residential (MDR) Residential, 10.9 DU/A or less 45 0·.52 0.54 0.57
Medium.Density Residential (MDR) Residential, 14.5 DUI A or less 50 0.55 0.58 0.60
High 1)ensity Residential (HDR) Residential, 24.0 DU/A·or less 65 0.66 0.67 0.69
H~gh Density Residential (HDR) Residential, 43.0 DU/A or less 80· 0.76 0.77 .038
Commercial/Industrial (N. Com) Ne!ghborhood.Commercial 80 0.7.6 0.77 0.78
Commercial/hidustrial (G. Com) Genetal:.commercial .' 85 0,80 0.80 0.81
CommcrciaI!Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0 .. 84 0.84
Commercial/Industrial (Limited 1.) . Limited Industrial 90 0.83 0.84 0.84
General Industrial 95 0.87 ·0.87' . 0;87
3
60f26
.D·
035.
OAl
0,46
0;49
0.52
0;57
0.60.
0.63
0;71
0:79
0.79
0,82
0;85
0.85
0 •. 81.
*The values .ass~ciated with 0% impenriolls,may be used· for. .. direct calculation· of the·runoff cOefficient as ;.described ·in ~ectioll":3:J.2' (repnisentillg .the :pel:vious runoff'
coefficieht, Cp, for·the,soil-type), or for. areas that wm·.remaill undisturbed.in perpetuity. Justification must:be given that;the.area wilheniain:·naturar::foreve.t;.(e:g.,:the.area
, is located;ih Cleveland National' Forest}. . .
. bV/A =.dvveIling units .. per acre
NRCS'= National Resources Conservation Se~:vice
3-6
-
r,
- - - - - - - - - --_._-- - - - - -
"'1I11111111~!1I111' ~AAo.~. !it _ ~; .~; .. ~ : . : I = 1'44:;~~·D~~;aq.{j'
.. ,! :;;;. ~.:., ";, = i~tenslty.{lilll:l~) .>:: ;'1t." 6'Hour1'ro!:ij;"aUOn{InJ
. =, 'Dun:i.tr9n:~i.r\li1J,
·qJ?I, ,j" 'I 1 !; 'll I t 'I -1'1 "'fllltlll'l-l:I'ltllll:IHIIII:IHt
-,o;~!' j: l k H .~ !,.! if ·t' .1",.,fr;H·tYH::r(,l.IlllllllllihH:f.I:I:fJ"nl,pIIIHllft1f!1l1l".:l 1 ,t· "'okl ..
Mihutes J'!I0urs
IntenSlty;;O.ur.ali~.;PesJn't"anatf:': .. 'r~mplate!
'DiJ4U~lj!m~Jbr,~np~I~~"OJU
{',I ):'From ,pret:i~iftiU~tHllap.~·dete-imii1e:6Iir;and 24:,hr. ame.until
, , fortI:l.e $€llSj:i~ed~f.teq\-lal1dy. J;f:'Ie$e·m!1P!3 ~re:1Mluded ,in :the CO!JrllY.l:!YditirbgtM~fiuC:\l-(jP'f~O.~t:llJeI"1.0(-)'yr.maps IhcluCI.ed, in:the"t:),I3~I~i;r:,iitidjPt~c'et;li;ll:&'MaJ;ll.lalr
.(2) AdjiJst:6 :hr.:p~~Gip1~atitm' (if necessary,) ,so tliar'lt is . .withfn.
the raI19,e'of'i1?r.i.JO:65%. of ,the. .. 24J~~ precjpitation·,(not E\ppUb~pIM()~D$erl}. ' .
,,(~).:~lot.6.:[Jr .p're,c~p.It~tltm :QIJJpe r;.9JU:side of .the 9harl.
:(4),graw,'!'I:~IIl:te'i::1hr(,'j\JJ.;jJ'r::lh~ p,olht~p'al1:iIl~I·,t0·tlie':p'bttGd:III1i:jG ..
'{?l:;nm:l.JIi)~·JSJh!!l)r;it~n§lty..!diJj;Ji\liot'l curveJof,1he:IQcatioo :tJelii!g:.al1~!¥t$d;
'~p'pl!~a~IQI'J~l:o~m~.'.
ta);.Selemed:f~.~~e.ney':~ year
(~) 'Pe::: 2. ~ ... 10·;:1",24,= -1. '=t -;';:4':= ,§.]d %~2}
:(d):'Adjusted·Rg~~),,;:o __ 'jf:l.
'(~)~'~x ~ __ ,X(lill •
. ,~~}J= __ .'in.lhr.;
N.et~; TlJ!!'! ·'9Pa~(~~p.la~es:,lhe:'lriteq~ny.-'Puratlb!1:.F.re'ilUeflqy . :cor.i.GS(Us_t~Jitsjn'Ge':·'1 9Slj •.
:If 'It.,G, 'lJ; It, iE
1'1""-.·1; I ' ,"' .. ,,: .
. . ---
-------------------
Iii & z ~
1LI 0.' ;.Q ~, ~;
w, ~ ::J 0' p. re:, ~ ~ $z
EAAMP.LE: Gjva~:' Watar.cOu;'Se..lilistanOe,(D),"', t&:Feel
,Slqpe{s) ,"";j:;~%,
Runbfi, boemciet\t,~C':,o: O'iI!U
,9y6rlal1d"Flow 1ii'rt~:m,;j, :9;B,Mihul'es
l' = 1.8J~,.·.HJrYii
:1\1'--'-'Y',S,
~
SOURCE!:AirporWr~il)~ge • .fed~ra!;Av.iatiQn,Adn:lihl~.lration, 19.65
Ratione'll F((lI'lUl:da -0:verl~lJd:'r.jme Qf.Flo:w,~NQmogra,ph
F I ,G JJ Jl. E '.':',., ,..;"Wj:
I..
I
I
I
I
I
I
I
1
I
I
I
I
1
1
1
.... 2tl
5
bE
Te. =
l =
..6.1:: =
Eoi,UAWN
(11.gL~:\Q,3a5
L1t I
Tl~e-gh::;QIt.~~1'!: (!1I;lP!Si
wit~~~,'1¥$~~ (1l)'~~~J
C~OO-;$ in ~J~vati~n.aj:cm9; . . . eff~~v.~· sl\i.?pe Une'{sea Rgu~· ~J'tfeiei:)
L
MileS F.eef
0.5
L
.. 5
Te I . SOUROE: California Divisi9n of.Highways (1941) and Kirpich (1'940)
I
I.
Nomograph for DeterminQtlon of
Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds
F'l G U R E
1 34 .1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
, Watershed Divlde "
.-----~__ .1 ---~. ~-~ ~ .". ~\ /. ~ \ '
r..;-----o.: ~.-_~ \", __ ---~-.. ---"~ • . ... ~. ~ ~-'-'~" .... ~ ~,,-:' ,. '.,
" ~ /'
"-.. ~ ---,...--....; ----~ ... -:-""" P-------~------~~------------L----------------------~~----~
Wat~r$h.ed Divi!le
T'
AE
j Effective. Slope Lill~ Q~~!gij.P~iM {W~ersheq OiJtl~t} .
: .. :
f ..
l+--------------------------------L~·------------------------------·~)t
Area "A" = Area "8"
SOURCE: California Divisign !=If Hig~w?ys {19.41J and Kirpich (1940)
FIGURE
Computation-of Effective Slope for Natural Water~heds r·3~5<1
'.-
"'.
.' .
I
I
-I
I
I
I
'I
I
I
I
I
I
I
I,
I
I
I
I
:1
APPENDIXB
-PRE-DEVELOPMENT HYDROLOGY CALCULATIONS
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5
Rational method hydrology program based on
San Diego County Flood Control Division 2003 Hydrology Manual
. Rational Hydrology Study Date: 06/04/09
********* Hydrology Study Control Information **********
LA COSTA
CARLSBAD,CA
HYDROLOGY ANALYSIS
100-YEAR FREQUENCY EVENT
PRE-DEVELOPMENT CONDITION
LOTS 408-409
BASIN 1.01
, Program License Serial Number 4065
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches} = 2.800
24 hour precipitation(inches} = 4.900
P6/P24 = 57.1 %
San Diego hydrology manual 'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.011 to Point/Station 1.012
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Initial subarea total flow distance = 50.000(Ft.)
Highest elevation = 134.000(Ft.}
Lowest elevation = 106.000(Ft.)
Elevation difference = 28.000(Ft.} Slope = 56.000 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 1.00.00 (Ft)
for the top area slope value of 30.00 %, in a development type of
1.0 Du/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.29 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.3600)*( 100.000".5)/( 30.000"(1/3)]= 4.29
Calculated TC of 4.287 minutes IS less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations,
Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.360
I
I
I
I
I
I-
I
I
I
I
I
I
I
I
I
!I
I
I-
I
Subarea runoff = 0.019(CFS)
Total initial stream area = 0.007(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.012 to Point/Station 1.012
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.007(Ac.)
Runoff from this stream = 0.019(CFS)
Time of concentration = 4.29 min.
Rainfall intensity = 7.377(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.012 to Point/Station 1.012
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Rainfall intensity (I) = 7.062(1n/Hr) for a 100.0 year storm
User specified values are as follows:
TC-= 5.35 min. Rain intensity = 7.06(1n/Hr)
Total area = 0.220(Ac.) Total runoff = 0.559(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.012 to Point/Station 1.012
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.220(Ac.)
Runoff from this stream = 0.559(CFS)
Time of concentration = 5.35 min.
Rainfall intensity = 7.062(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (I nIH r)
1 0.019 4.29 7.377
2 0.559 5.35 7.062
Qmax(1) =
1.000 * 1.000 * 0.019)+
1.000 * 0.801 * 0.559) + = 0.466
Qmax(2) =
0.957 * 1.000 * 0.019) +
1.000 * 1.000 * 0.559) + = 0.577
Total of 2 streams to confluence:
Flow rates before confluence point:
0.019 0.559
Maximum flow rates at confluence using above data:
0.466 0.577
Area of streams before confluence:
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
0.007 0.220
Results of confluence:
Total flow rate = 0.577(CFS)
Time of concentration = 5.350 min.
Effective stream area after confluence = 0.227(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 1.012to PointlStation 1.013
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.797(CFS)
Depth of flow = 0.264(Ft.), Average velocity = 4.848(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.75
2 0.22 0.22
3 0.75 0.00
4 1.28 0.22
5 1.50 0.75
Manning's 'N' friction factor = 0.016
Sub-Channel flow = 0.797(CFS)
flow top width = 1.097(Ft.)
, velocity= 4.848(Ftls)
area = 0.164(Sq.Ft)
Froude number = 2.207
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 97.500(Ft.)
Flow length = 210.000(Ft.)
Travel time = 0.72 min.
Time of concentration = 6.07 min.
Depth of flow = 0.264(Ft.)
Average velocity = 4.848(Ftls)
Total irregular channel flow = 0.797(CFS)
Irregular channel normal depth above invert elev. = 0.264(Ft.)
Average velocity of channel(s) = 4. 848(Ftls)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 Du/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Rainfall intensity = 6.509(ln/Hr) for a 100.0' year. storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.360 CA = 0.144
Subarea runoff = 0.36D(CFS) for 0.173(Ac.)
Total runoff = 0.937(CFS) Total area = D.4DD(Ac.)
Depth of flow = 0'.281 (Ft.), Average velocity = 5.113(Ftls)
End of computations, total study area = 0'.40'0' (Ac.)
,'. '-"' --".
.... --------------------------~-------------
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5
Rational method hydrology program based on
San Diego County Flood Control Division 2003 Hydrology Manual
Rational Hydrology Study Date: 06/04/09
LA COSTA
CARLSBAD,CA
HYDROLOGY ANALYSIS
100-YEAR FREQUENCY EVENT
PRE-DEVELOPMENT CONDITION
LOTS 40B-409
BASIN 1.02
********* Hydrology Study Control Information **********
-----,-----,------
Program License Serial Number 4065
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.BOO
24 hour precipitation(inches) = 4.900
P6/P24 = 57.1 %
San Diego hydrology manual'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.021 to Point/Station 1.022
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[UNDISTURBED NATURAL TERRAIN
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.300
Initial subarea total flow distance = 16.000(Ft.)
Highest elevation = 9B.000(Ft.)
Lowest elevation = 89.500(Ft.)
Elevation difference = B.500(Ft) Slope = 53.125 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:'
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 30.00 %, in a development type of.
Permanent Open Space
In Accordance With Figure 3-3
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Initial Area Time of Concentration = 4.63 minutes
TC = [1.8*(1.1-C)*distance(Ft.)1\.5)/(% slopel\(1'/3)]
TC = [1.8*(1.1-0.3000)*( 100.0001\.5)/( 30.0001\(1/3)]= 4.63
Calculated TC of 4.634 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.300
Subarea runoff = 0.155(CFS)
Total initial stream area = 0.070(Ac.)
End of computations, total study area = 0.070 (Ac.)
I
I
I
I'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5
Rational method hydrology program based on
San Diego County Flood Control Division 2003 Hydrology Manual
Rational Hydrology Study Date: 06/04/09
********* Hydrology Study Control Information **********
LA COSTA
CARLSBAD, CA
HYDROLOGY ANALYSIS
100-YEAR FREQUENCY EVENT
PRE-DEVELOPMENT CONDITION
LOTS 408-409
BASIN 2
Program License Serial Number 4065
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 4.900
P6/P24 = 57.1%
San Diego hydrology manual'C' values used
++++++++++++++++++++++++++++++++++++++++++++T+++++++++++++++++++++++++
Process from Point/Station 1.011-to Point/Station 2.011
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B= 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 Du/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Initial subarea' total flow distance = 38.000(Ft.)
Highest elevation = 134.000(Ft.)
Lowest elevation = 126.400(Ft.)
Elevation difference = 7.600(Ft.) Slope = 20.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 20.00 %, in a development type of
1.0 Du/A or Less .
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.91 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.3600)*( 100.000".5)/( 20.000"(113)]= . 4.91
Calculated TC of 4.907 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) isC = 0.360
Subarea runoff = 0.053(CFS)
.",
I
I
I
I
I
I
I
·1
I
I
I
I
I
I
I
I
I
I
I
Total initial stream area = 0.020(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.011 to Point/Station 2.012
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.345(CFS)
Depth of flow = 0.094(Ft.), Average velocity = 0.972(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 20.00 0.00
3 40.00 0.50
Manning's 'N' friction factor = 0.045 ._-----._-------
Sub-Channel flow = 0.345(CFS)
flow top width = 7.540(Ft.)
, velocity= 0.972(Ft/s).
area = 0.355(Sq.Ft)
Froude number = 0.789
Upstream point elevation = 126.400(Ft.)
Downstream point elevation = 120.700(Ft.)
Flow length = 112.000(Ft.)
Travel time = 1.92 min.
Time of concentration = 6.83 min.
Depth of flow = 0.094(Ft.)
Average velocity = 0.972(Ft/s)
Total irregular channel flow = 0.345(CFS)
Irregular channel normal depth above invert elev. = 0.094(Ft.)
Average velocity of channel(s) = 0.972(Ft/s)
Adding area flow to channel
User specified 'C' value of 0.390 given for subarea
Rainfall intensity = 6.034(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.390 CA = 0.094
Subarea runoff = 0.512(CFS) for 0.220(Ac.)
Total runoff = 0.565(CFS) Total area = 0.240(Ac.)
Depth of flow = 0.113(Ft.), Average velocity = 1.099(Ft/s)·
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.
Process from Point/Station 2.012 to Point/Station 2.012
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.240(Ac.)
Runoff from this stream = 0.565(CFS)
Time of concentration = 6.83 min.
Rainfall intensity = 6.034(1n/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.011 to Point/Station 2.011
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
I
I
I
I-
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 Du/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Rainfall intensity (I) = 5.963(1n/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 6.95 min. Rain intensity = 5.96(1n/Hr)
Total area = 0.910(Ac.) Total runoff = 2.537(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 2.011 to Point/Station 2.012
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
_ Depth of flow = 0.246(Ft.), Average velocity = 4.902(Ftls)
******* Irregular Channel Data ***********
-Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.90
2 30.00 0.14
3 31.65 0.00
4 31.75 0.50
Manning's 'N' friction factor = 0.016
SUb-Channel flow = 2.537(CFS)
flow top width = 5.879(Ft.)
, velocity= 4.902(Ft/s)
area = 0.518(Sq.Ft)
Froude number = 2.911
Upstream point elevation = ·124.500(Ft.)
Downstream point elevation = 120.700(Ft.)
Flow length = 51.000(Ft.)
Travel time = 0.17 min.
Time of concentration = 7.13 min.
Depth of flow = 0.246(Ft.)
Average velocity = 4.902(Ftls)
Total irregular channel flow = 2.537(CFS)
Irregular channel normal depth above invert elev. = 0.246(Ft.)
Average velocity of channel(s) = 4.902(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 2.01'1 to Point/Station 2.012
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.910(Ac.)
Runoff from this stream = 2.537(CFS)
Time of concentration = 7.13 min.
Rainfall intensity = 5.869(ln/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 0.565 6.83
2 2.537 7.13
Qmax(1) =
Rainfall Intensity
(In/Hr)
6.034
5.869
I
I
·1
'1
1
I
I
I
I
1
I'
1
I
I
1
1
I
I
.1·
1.000 * 1.000 * 0.565) +
1.000 * 0.958 * 2.537) + = 2.995
Qmax(2) =
0.973 * 1.000 * 0.565) +
1.000 * 1.000 * 2.537) + = 3.086
Total of 2 streams to confluence:
Flow rates before confluence point:
0.565 2.537
Maximum flow rates at confluence using above data:
2.995 3.086
Area of streams before confluence:
0.240 0.910
Results of confluence:
Total flow rate = 3.086(CFS)
Time of concentration = 7.127 min.
Effective stream area after confluence = 1.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.012 to PointlStation 2.033
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.257(Ft.), Average velocity = 5.250(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'V' coordinate
1 0.00 0.90
2 30.00 0.14
3 31.65 0.00
4 31.75 0.50
Manning's 'N' friction factor = 0.016
Sub-Channel flow = 3.086(CFS)
flow top width = 6.336(Ft.)
, velocity= 5.250(Ftls)
area = 0.588(Sq.Ft)
Froude number = 3.037
Upstream point elevation = 120.700(Ft.)
Downstream point elevation = 109.000(Ft)
Flow length = 147.000(Ft.)
Travel time = 0.47 min.
Time of concentration = 7.59 min.
Depth of flow = 0.257(Ft.)
Average velocity = 5.250(Ftls)
Total irregular channel flow = 3.086(CFS)
Irregular channel normal depth above invert elev. = 0.257(Ft.)
Average velocity of channel(s) = 5.250(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.012 to Point/Station 2.033
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.150(Ac.)
Runoff from this stream = 3.086(CFS)
Time of concentration = 7.59 min.
Rainfall intensity = 5.634(ln/Hr)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++
Process from Point/Station 2.031 to Point/Station 2.032
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 Du/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Initial subarea total flow distance = 28.000(Ft.)
Highest elevation = 118.400(Ft.)
Lowest elevation = 117.700(Ft.)
Elevation difference = 0.700(Ft.) Slope = 2.500 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:.
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 2.50 %, in a development type of
1.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 9.81 minutes
. TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.3600)*( 100.000".5)/( 2.500"(1/3)]= 9.81
Rainfall intensity (I) = 4.775(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.360
Subarea runoff = 0.052(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.032 to Point/Station 2.033
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 0.464(CFS)
Depth of flow = 0.092(Ft.), Average velocity = 1.366(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'V' coordinate
1 0.00 0.50
2 20.00 0.00
3 40.00 0.50
Manning's 'N' friction factor = 0.045
Sub-Channel flow = 0.464(CFS)
flow top width = 7.375(Ft.)
, velocity= 1.366(Ft/s)
area = 0.340(Sq.Ft)
Froude number = 1.121
Upstream point elevation = 117.700(Ft.)
Downstream point elevation = 109.000(Ft.)
Flow length = 84. OOO(Ft.)
Travel time = 1.02 min.
Time of concentration = 10.84 min.
Depth of flow = 0.092(Ft.)·
Average velocity = 1.366(Ft/s)
Total irregular channel flow = 0.464(CFS)
I
I
I
I
I
I
I
I
I
I
I
I
I.
I
I
I
I
Irregular channel normal depth above invert elev. = 0.092(Ft.)
Average velocity of channel(s) = 1.366(Ft/s)
.Adding area flow to channel
User specified 'C' value of 0.450 given for subarea
Rainfall intensity = 4.4 79(1nfHr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.450 CA = 0.212
Subarea runoff = 0.896(CFS) for 0.440(Ac.)
Total runoff = 0.947(CFS) Total area = 0.470(Ac.)
Depth of flow = 0.120(Ft.), Average velocity = 1.632(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ '
Process from Point/Station 2.032 to Point/Station 2.033
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.470(Ac.)
Runoff from this stream = 0.947(CFS)
Time of concentration = 10.84 min.
Rainfall intensity = 4.479(1nfHr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (InfHr)
1 . 3.086 7.59 5.634
2 0.947 10.84 4.479
Qmax(1) =
1.000 * 1.000 * 3.086) +
1.000 * 0.701 * 0.947) + = 3.750
Qmax(2) =
0.795 * 1.000 * 3.086) +
1.000 * 1.000 * 0.947) + = 3.401
Total of 2 streams to confluence:
Flow rates before confluence point:
3.086 0.947
Maximum flow rates at confluence using above data:
3.750 3.401
Area of streams before confluence:
1.150 0.470
Results of confluence:
Total flow rate = 3.750(CFS)
Time of concentration = 7.594 min.
Effective stream area after confluence =
End of computations, total study area =
1.620(Ac.)
1.620 (Ac.)
. ,
I I
I
I
I
I
I
,I
I
I
I
I
I
I,
I
I
I
I
-I
I
I
APPENDIXC
"
POST -DEVELOPMENT HYDROLOGY CALCULATIONS
--
' ' "
,' .. " ,. ,.'
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5
Rational method hydrology program based on
San Diego County Flood Control Division 2003 Hydrology Manual
Rational Hydrology Study Date: 06/04/09
********* Hydrology Study Controllnformatiori **********
LA COSTA
CARLSBAD,CA
HYDROLOGY ANALYSIS
100-YEAR FREQUENCY EVENT
POST-DEVELOPMENT CONDITION
LOTS 408-409
BASIN 1.01
Program License Serial Number 4065
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 4.900
P6/P24 = 57.1%
San Diego hydrology manual'C' values used
, "
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.011 to Point/Station 1.012
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 DU/A or Less )
Impervious value, Ai =-0.100
Sub-Area C Value = 0.360
Initial subarea total flow distance = 31.000(Ft.)
Highest elevation = 125.500(Ft.)
Lowest elevation = 106.000(Ft.)
Elevation difference = 19.500(Ft.) Slope = 62.903 %
Top of Initial Area Slope adjusted by User to 30.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: ,
The maximum overland flow distance is 100.00 (Ft) ,
for the top area slope value of 30.00 %" in a development type of
1.0 Du/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.29 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.3600)*( 100.000".5)/( 30.000"(113)]= 4.29
Calculated TC of 4.287 minutes is less than 5 minutes,-
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.360 -
I
I
I
I
I
I
I
I
I.
I
I
1
I
I'
I
I
I
I
Subarea runoff = 0.013(CFS)
Total initial stream area = 0.005(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.011 to Point/Station' 1.012
. **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.005(Ac.)
Runoff from this stream = 0.013(CFS)
Time of concentration = 4.29 min.
Rainfall intensity = 7.377(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.012 to Point/Station 1.012
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL
(1.0 DU/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Rainfall intensity (I) = 6.987(1n/Hr) for a 100.0 year storm
User specified values are as follows:
TC = '5.44 min. Rain intensity = 6.99(1n/Hr)
Total area = 0.160(Ac.) Total runoff = 0.402(CFS)·
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.012 to Point/Station 1.012
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.160(Ac.)
Runoff from this stream = 0.402(CFS)
Time of concentration = 5.44 min.
Rainfall intensity = 6.987(1n/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.013 4.29 7.377
2 0.402 5.44 6.987
Qmax(1) =
1.000 * 1.000 * 0.013) +
1.000 * 0.788 * 0.402) + = 0.330
Qmax(2) =
0.947 * 1.000 * 0.013) +
1.000 * 1.000 * 0.402) + = 0.415
Total of 2 streams to confluence:
Flow rates before confluence point:
0.013 0.402
Maximum flow rates at confluence using above "data:
0.330 0.415
Area of streams before confluence:
I
I
I
I
I
I
I
I
I.
I
I
I
I
I
I
I
I
I
I
0.005 0.160
ResLJlts of confluence:
Total flow rate = 0.415(CFS)
Time of concentration = 5.440 min.
Effective stream area after confluence = 0.165(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
.process from PointiStation 1.012 to PointiStation 1.013
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = O.597(CFS)
Depth of flow = 0.235(Ft.), Average velocity = 4.485(Ftls)
******* Irregular Channel Data ***********
------,-----
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.75
2 0.22 0.22
3 0.75 0.00
4 1.28 0.22
5 1.50 0.75
Manning's 'N' friction factor = 0.016
Sub-Channel flow = 0.597(CFS)
flow top width = 1.073(Ft.)
, velocity= 4.485(Ftls)
area = 0.133(Sq.Ft)
Froude number = 2.244
Upstream point elevation = 106.000(Ft.)
Downstream point elevation = 97.000(Ft.)
Flow length = 210.000(Ft.)
Travel time = 0.78 min.
Time of concentration = 6.22 min.
Depth of flow = 0.235(Ft.)
Average velocity = 4.485(Ftls)
Total irregular channel flow = 0.597(CFS)
Irregular channel normal depth above invert elev. = 0.235(Ft.)
Average velocity of channel(s) = 4.485(Ftls)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[LOW DENSITY RESIDENTIAL ].
(1.0 Du/A or Less )
Impervious value, Ai = 0.100
Sub-Area C Value = 0.360
Rainfall intensity = 6.408(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.360 CA = 0.112
Subarea runoff = 0.301 (CFS) for O.145(Ac.)
Total runoff = 0.715(CFS) Total area = 0.310(Ac.)
Depth of flow = 0.251 (Ft.), Average velocity = 4. 767(Ftls)
End of computations, total study area = 0.310 (Ac.)
·1
I
I·
I
I
I
I
I
·1
I
I
I
I
I
I
I I
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-200S Version 7.5
Rational method hydrology program based on
San Diego County Flood Control Division 2003 Hydrology Manual
Rational Hydrology Study Date: 06/04/09
********* Hydrology Study Control Information **********
LA COSTA
CARLSBAD,CA
HYDROLOGY ANALYSIS
100-YEAR FREQUENCY EVENT
POST-DEVELOPMENT CONDITION
LOTS 408-409
BASIN 2
Program License Serial Number 4065
Rational hydrology study storm event year is 100.0
English (in-Ib) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation (inches) = 4.900
P6/P24 = 57.1%
San Diego hydrology manual'C' values used
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.011 to Point/Station 2.012
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 11.000(Ft.)
Highest elevation = 126.000(Ft.)
Lowest elevation = 125.500(Ft.)
Elevation difference = 0.500(Ft.) Slope = 4.545 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 95.00 (Ft)
for the top area slope value of 4.54 %, in a development type of
24.0 DU/A or Less .
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.34 minutes
. TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 95.000".5)/( 4.545"(1/3)]= 4.34
Calculated TC of 4.343 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.204(CFS)
. ','
I
I
I
I
I
I
I
I
I
'1
I
I
I
I
I
I
I
I
'.1·
Total initial stream area = 0.040(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.012 to Point/Station 2.021
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 124.500(Ft.)
Downstream point/station elevation = 123.300(Ft.)
Pipe length = 117.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.204(CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow = 0.204(CFS)
Normal flow depth in pipe = 2.48(ln.)
Flow top width inside pipe = 5.91 (In.)
Critical Depth = 2.71(ln.)
Pipe flow velocity = 2.65(Ft/s)
Travel time through pipe = 0.74 min.
Time of concentration (TC) = 5.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.012 to Point/Station 2.021
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.040(Ac.)
Runoff from this stream = 0.204(CFS)
Time of concentration = 5.08 min.
Rainfall intensity = 7.304(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.022 to Point/Station 2.021
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
. Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 Du/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 30.000(Ft.)
Highest elevation = 126.000(Ft.)
Lowest elevation = 125.500(Ft.)
Elevation difference = 0.500(Ft.) Slope = 1.667 %.
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 1.67 %, in a development type of
24.0 Du/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.39 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope/\(1/3)]
TC = [1.8*(1.1-0.6900)*( 75.000/\.5)/( 1.66?A(1/3)]= 5.39
Rainfall intensity (I) = 7.028(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.145(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Process from Point/Station 2.022 to Point/Station 2.021
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number. 1 in normal stream number 2
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.145(CFS)
Time of concentration = 5.39 min.
Rainfall intensity = 7.028(1n/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.204 5.08 7.304
2 0.145 5.39 7.028
Qmax(1) =
1.000 * 1.000 * 0.204) +
1.000 * 0.942 * 0.145) + = 0.341
Qmax(2) =
0.962 * 1.000 * 0.204) +
1.000 * 1.000 * 0.145) + = 0.341
Total of 2 streams to confluence:
Flow rates before confluence point:
0.204 0.145
Maximum flow rates at confluence using above data:
0.341 0.341
Area of streams before confluence:
0.040 0.030
Results of confluence:
Total flow rate = 0.341 (CFS)
Time of concentration = 5.390 min.
Effective stream area after confluence = 0.070(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.021 to Point/Station 2.031
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 123.300(Ft.)
Downstream point/station elevation = 122.220(Ft.)
Pipe length = 81.00(Ft.) Manning's N·= 0.013
No. of pipes = 1 Required pipe flow = 0.341 (CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow = 0.341 (CFS)
Normal flow depth in pipe = 3.09(1n.)
Flow top width inside pipe = 6.00(ln.)
Critical Depth = 3.56(ln.)
Pipe flow velocity = 3.34(Ft/s)
Travel time through pipe = -0.40 min.
Time of concentration (TC) = 5.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.021 to Point/Station 2.031
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = O.070(Ac.)
Runoff from this stream = 0.341 (CFS)
Time of concentration = 5.79 min.
I
I
I
I
I
I
I,
I
I
I
I
I
I
I
I
I
I
I
I
, ' --,
Rainfall intensity = 6.708(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.011 to Point/St<=!tion 2.031
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DUIA or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 17.000(Ft.)
Highest elevation = 125.500(Ft.)
Lowest elevation = 124.1 OO(Ft.) _
Elevation difference = 1.400(Ft.) Slope = 8.235%
Top of Initial Area Slope adjusted by User to 7.143 %
INITIAL AREA TIME OF CONCENTRATION-CALCULATIONS:
The maximum overland flow distance is 95.00 (Ft)
for the top area slope value of 7.14 %, in a deVelopment type of
24.0 DUIA or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 3.74 minutes
TC = [1.8*(1.1-C)*distance(Ft)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 95.000".5)/( 7.143"(1/3)]= 3.74
Calculated TC of 3.735 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.153(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.011 to Point/Station 2.031
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.153(CFS)
Time of concentration = 3.74 min.
Rainfall intensity = 7.377(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.341 5.79 6.708
2 0.153 3.74 7.377
Qmax(1) =
1.000 * 1.000 * 0.341) +
0.909 * 1.000 * 0.153) + = 0.480
Qmax(2) =
1.000 * 0.645 * 0.341) +
1.000 * 1.000 * 0.153) + = 0.373
Total of 2 streams to confluence:
Flow rates before confluence point
\ .~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
0.341 0.153
Maximum flow rates at confluence using above data:
0.480 0.373
Area of streams before confluence:
0.070 0.030
Results of confluence:
Total flow rate = 0.480(CFS)
Time of concentration = 5.794 min.
Effective stream area after confluence = 0.100(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++
Process from Point/Station 2.031 to Point/Station 2.032
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 122.220(Ft.)
Downstream point/station elevation =. 121.560(Ft.)
Pipe length = 16.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.480(CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow"; 0.480(CFS)
Normal flow depth in pipe = 2.72(1n.)
Flow top width inside pipe = 5.97(ln.)
Critical Depth = 4.24(ln.)
Pipe flow velocity = 5. 56 (Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 5.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.031 to Point/Station 2.032
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.100(Ac.)
Runoff from this stream = 0.480(CFS)
Time of concentration = 5.84 min.
Rainfall intensity = 6.673(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++++++++++++
Process from Point/Station 2.041 to Point/Station 2.042
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil groupe = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DU/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 66.000(Ft.)
Highest elevation = 158.500(Ft.)
Lowest elevation = 157.200(Ft.)
Elevation difference = 1.300(Ft.) Slope = 1.970 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 1.97 %, in a development type of
24.0 DUIA or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.10 minutes
. ,,','
I
I
I
I
I
I
·1
I
I'
I
I
I
I
I
I
I
I
I
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 75.000".5)/( 1.970"(1/3)]= 5.10
Rainfall intensity (I) = 7.285(Jn/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.151(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.042 to Point/Station 2.032
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.351 (Ft), Average velocity = 0.403(Ft/s)·
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.66
2 2.00 0.00
3 4.00 0.66
Manning's 'N' friction factor = 0.250
Sub-Channel flow = 0.151 (CFS)
flow top width = 2.130(Ft)
I velocity= 0.403(Ftls)
area = 0.374(Sq.Ft)
Froude number = 0.169
Upstream point elevation = 124.300(Ft.)
Downstream point elevation = 123.500(Ft.)
Flow length = 16. OOO(Ft.)
Travel time = 0.66 min.
Time of concentration = 5.7t5 min.
Depth of flow = 0.351 (Ft.)
Average velocity = 0.403(Ft/s)
Total irregular channel flow = 0.151 (CFS)
Irregular channel normal depth above invert elev. = 0.351 (Ft.)·
Average velocity of channel(s) = 0.403(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.042 to PointlStation 2.032
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.151 (CFS)
Time of concentration = 5.76 min.
Rainfall intensity = 6.734(ln/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 0.480 5.84
2 0.151 5.76
Qmax(1) =
1.000 * 1.000 *
0.991 * 1.000 *
Qmax(2) =
1.000 * 0.986 *
Rainfall Intensity
(In/Hr)
6.673
6.734
0.480) +
0.151)+=· 0.630
0.480) +
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1.000 * 1.000 * 0.151) + = 0.624
Total of 2 streams to confluence:
Flow rates before confluence pOint
0.480 0.151
Maximum flow rates at confluence using above data:
0.630 0.624
Area of streams before confluence:
0.100 0.030
Results of confluence:
Total flow rate = 0.630(CFS)
Time of concentration = 5.842 min.
Effective stream area after confluence = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.032 to Point/Station 2.053
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 121.560(Ft.)
Downstream point/station elevation = 120.330(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.630(CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow = 0.630(CFS)
Normal flow depth in pipe = 3.19(ln.)
Flow top width inside pipe = 5.99(1n.)
Critical Depth = 4.83(ln.)
. Pipe flow velocity = 5. 93(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.93 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.032 to Point/Station ' 2.053
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.630(CFS)
Time of concentration = 5.93 min.
Rainfall intensity = 6.611 (In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.051 to Point/Station 5.052
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.0QO
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL ] .
(24.0 DU/A or Less )
Impervious value; Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 63.000(Ft.)
Highest elevation = 158.500(Ft.)
, Lowest elevation = 157.200(Ft.)
Elevation difference = 1. 300(Ft.) Slope' = 2.063 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
..
1
1
I·
1
I.
1
1
1
1
1
1
1
1
1
1
1
1
I·
1
for the top area slope value of 2.06 %, in a development type of
24.0 DUIA or Less
. In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.02 minutes
TC = [1.B*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 75.000".5)/( 2.063"(1/3)]= 5.02
Rainfall intensity (I) = 7.358(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.254(CFS) .
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 2.052 to PointlStation 2.053
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.402(Ft.), Average velocity = 0.517(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.66
2 2.00 0.00
3 4.00 0.66
Manning's 'N' friction factor = 0.250
Sub-Channel flow = 0.254(CFS)
flow top width = 2.439(Ft.)
, velocity= 0.517(Ftls)
area = .0.491 (Sq.Ft)
Froude number = 0.203
Upstream point elevation = 122.600(Ft.)
Downstream pOint elevation = 121.500(Ft.)
Flow length = 16.000(Ft.)
Travel time = 0.52 min.
Time of concentration = 5.54 min.
Depth of flow = 0.402(Ft.)
Average velocity = 0.517(Ftls)
Total irregular channel flow = 0.254(CFS)
Irregular channel normal depth above invert elev. = 0.402(Ft.)
Average velocity of channel(s) = 0.517(Ftls)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++
Process from PointlStation 5.052 to PointlStation 2.053
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.254(CFS)
Time of concentration = 5.54 min.
Rainfall intensity = 6.90B(ln/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
1 0.630 5.93
2 0.254 5.54
Qmax(1) =
Rainfall Intensity
(In/Hr)
6.611
6.90B
1
I,
1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
1.000 * 1.000 * 0.630) +
0.957 * 1.000 * 0.254) + = 0.873
Qmax(2) =
1.000 * 0.934 * 0.630) +
1.000 * 1.000 * 0.254) + = 0.842
Total of 2 streams to confluence:
Flow rates before confluence point:
0.630 0.254
Maximum flow rates at confluence using above data:
0.873 0.842
Area of streams before confluence:
0.130 0.050
Results of confluence:
Total flow rate = 0.873(CFS)
Time of concentration = 5.926 min.
Effective stream area after confluence = 0.180(Ac.)'
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.053 to Point/Station 2.063,
**** PIPEFLOW TRAVEL TIME (User specified size) **** ,
Upstream point/station elevation = 120.330(Ft.)
Downstream point/station elevation = 119.1 OO(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.873(CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow = 0.873(CFS)
-Normal flow depth in pipe = 3.94(1n.)
Flow top width inside pipe = 5.70(ln.)
Critical Depth = 5.48(ln.)
Pipe flow velocity = 6.38(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 6.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.053 to Point/Station 2.063
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.180(Ac.)-
Runoff from this stream = 0.873(CFS)
Time of concentration = 6.00 min.
Rainfall intenSity = 6.555(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.061 to Point/Station 2.062
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 Du/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 65.000(Ft.)
Highest elevation = 158.500(Ft.)
I
I
1
I
1
1
I
I
I'
I.
I
1
I
I
I
1
I
1
I
Lowest elevation = 157.200(Ft.)
Elevation difference = 1.300(Ft.) Slope = 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
24.0 DUJA or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.07 minutes
TC = [1.8*(1.1-C)*distance(Ft)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 75.000".5)/( 2.000"(1/3)]= 5.07
Rainfall intensity (I) = 7.309(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.252(CFS)
Total initial stream area = 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.062 to Point/Station 2.063
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.441 (Ft.), Average velocity = 0.428(Ft/s)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.66
2 2.00 0.00
3 4.00 0.66
Manning's 'N' friction factor = 0.250
---------------------
Sub-Channel flow = 0.252(CFS)
flow top width = 2.673(Ft.)
, velocity= 0.428(Ft/s)
area = 0.589(Sq.Ft)
Froude number = 0.161
Upstream point elevation = 122.100(Ft.)
Downstream point elevation = 120.600(Ft.)
Flow length = 36.000(Ft.)
Travel time = 1.40 min.
Time of concentration = 6.48 min.
Depth of flow = 0.441 (Ft.)
Average velocity = 0.428(Ft/s)
Total irregular channel flow = 0.252(CFS)
Irregular channel normal depth above invert elev. = 0.441 (Ft.)
Average velocity of channel(s) = 0.428(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.062 to Point/Station 2.063
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.050(Ac.)
Runoff from this stream = 0.252(CFS)
Time of concentration = 6.48 min.
Rainfall intensity = 6.244(1n/Hr)
Summary of stream data:
Stream Flow rate TC
No. (CFS) (min)
Rainfall Intensity
(I nIH r)
, ,
i
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 0.873 6.00 6.555
2 0.252 6.48 6.244
Qmax(1) =
1.000 * 1.000 * 0.873) +
1.000 * 0.927 * 0.252) + = 1.106
Qmax(2) =
0.953 * 1.000 * 0.873) +
1.000 * 1.000 * 0.252) + = 1.083
Total of 2 streams to confluence:
Flow rates before confluence point:
0.873 0.252
Maximum flow rates at confluence using above data:
1.106 1.083
Area of streams before confluence:
0.180 0.050
Results of confluence:
Total flow rate = 1.106(CFS)
Time of concentration = 6.005 min.
Effective stream area after confluence = 0.230(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.063 to Point/Station 2.073
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 119.100(Ft.)
Downstream point/station elevation = .117.870(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.106(CFS)
Given pipe size = 6.00(ln.)
Calculated individual pipe flow = 1.106(CFS)
Normal flow depth in pipe = 4.78(ln.)
Flow top width inside pipe = 4.83(ln.)
Critical depth could not be calculated.
Pipe flow velocity = 6.59(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 6.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.063 to Point/Station 2.073
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number. 1 in normal strealTl number 1
Stream flow area = 0.230(Ac.)
Runoff from this stream = 1.106(CFS)
Time of concentration = 6.08 min.
Rainfall intensity = 6.503(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.071 to Point/Station 2.072
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DU/A or Less )
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
II
"
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 53.000(Ft.)
Highest elevation = 15S.500(Ft.)
Lowest elevation = 157 .200(Ft.)
Elevation difference = 1.300(Ft)· Slope = 2.453 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 75.00 (Ft)
for the top area slope value of 2.45 %, in a development type of
24.0 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 4.74 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.S*(1.1-0.6900)*( 75.000A.5)/{ 2.453A(1/3)]= 4.74
Calculated TC of 4.739 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall 'intensity calculations
Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.407{CFS)
Total initial stream area = 0~080(Ac.)
+++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.072 to Point/Station 2.073
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.529(Ft.), Average velocity = 0.4S0(Ft/s)
******* Irregular Channel Data *********** '
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.66
2 2.00 0.00
3 4.00 0.66
Manning's 'N' friction factor = 0.250 ----_._------------
SUb-Channel flow = 0.407(CFS)
flow top width = 3.206(Ft.)
, velocity= 0.480(Ft/s)
area = 0.848(Sq.Ft),
Froude number = 0.165
Upstream point elevation = 119.S00(Ft.)
Downstream point elevation = 119.1 OO(Ft.)
Flow length = 17.000(Ft.)
Travel time = 0.59 min.
Time of concentration = 5.33 min.
Depth of flow = 0.529(Ft.)
Average velocity = 0.4S0(Ft/s)
Total irregular channel flow = 0.407(CFS)
Irregular channel normal depth above invert elev. = 0.529(Ft.)
Average velocity of channel(s) =0.480(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,
Process from Point/Station 2.072 to Point/Station 2.073
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = O.OSO(Ac.)
Runoff from this stream = 0.407(CFS)
-, :.'
.i
I
I
I
I
I
I,
I
I
I
I
I
I
-I
I'
I
I
I
I
I
Time of concentration = 5.33 min.
,Rainfall intensity = 7.0BO(ln/Hr)
Summary of stream data:
, Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.106 6.08 6.503
2 0.407 5.33 7.080
Qmax(1) =
1.000 * 1.000 * 1.106) +
0.91B * 1.000 * 0.407) + = 1.4BO-
Qmax(2) =
1.000 * 0.876 * 1.106) +
1.000 * 1.000 * 0.407) + = 1.377
Total of 2 streams to confluence:
Flow rates before confluence point:
1.106 0.407
Maximum flow rates at confluence using above data:
1.4BO 1.377
Area of streams before confluence:
0.230 O.OBO
Results of confluence:
Total flow rate = 1.4BO(CFS)
Time of concentration = 6.081 min.
Effective stream area after confluence = 0.310(Ac.)
-++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.073 to Point/Station 2.091
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 117.B70(Ft.)
Downstream point/station elevation = 114. 700(Ft.)
Pipe length = 4B.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.4BO(CFS)
Given pipe size = 6.00(ln.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.495(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 3.341 (Ft.)
Minor friction loss = 1.324(Ft.) K-factor = 1.50
Critical depth could not be calculated.
Pipe flow velocity = 7. 54(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 6.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.
Process from Point/Station 2.073 to Point/Station 2.091-
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.310(Ac.)
Runoff from this stream = 1.4BO(CFS)
Time of concentration = 6.19 min.
Rainfall intensity = 6.430(ln/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++':1-++++-++++++++++++++++++
Process from Point/Station 2.0B1 to Point/Station 2.082
I
I
I
I.
I
I.
I
I
I'.
I
I
I
I
I
I
I
I
I
I
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DUIA or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 50.000(Ft.)
Highest elevation = 158.500(Ft.)
Lowest elevation = 157.200(Ft)
. Elevation difference = 1.300(Ft) Slope = 2.600 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 90.00 (Ft) .
for the top area slope value of 2.60 %, in a development type of
24.0 DUIA or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 5.09 minutes
TC = [1.8*(1.1-C)*distance(Ft)".5)/(% slope"(1/3)J
TC = [1.8*(1.1-0.6900)*( 90.000".5)/( 2.600"(1/3)J= 5.09
Rainfall intensity (I) = 7.291 (In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.402(CFS)
Total initial stream area = 0.080(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++~++++++++
Process from Point/Station 2.082 to PointiStation 2.091
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.480(Ft.), Average velocity = 0.577(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.66
2 2.00 0.00
3 4.00 0.66
Manning's 'N' friction factor = 0.250
. Sub-Channel flow = 0.402(CFS)
flow top width = 2.908(Ft.)
I velocity= 0.577(Ftls)
area = 0.698(Sq.Ft)
Froude number = 0.207
Upstream pOint elevation = 118.300(Ft.)
Downstream point elevation = 116. OOO(Ft.)
Flow length = 34.000(Ft.)
Travel time = 0.98 min.
Time of concentration = 6.07 min.
Depth of flow = 0.480(Ft.)
Average velocity = 0.577(Ftls)
Total irregular channel flow = 0.402(CFS)
Irregular channel normal depth above invert elev. = 0.480(Ft)
Average velocity of channel(s) = 0.577(Ft/s)
. .
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
I
I
I
I
I
I
I
I
I
I
I.
I
I
I
I
I
I
I
Process from Point/Station 2.082 to Point/Station 2.091
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.080(Ac.)
Runoff from this stream = 0.402(CFS)
Time of concentration = 6.07 min.
Rainfall intensity = 6.507(1n/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.480 6.19 6.430
2 0.402 6.07 6.507
Qmax(1) =
1.000 * 1.000 * 1.480) +
0.988 * 1.000 * 0.402) + = 1.878
Qmax(2) =
1.000 * 0.982 * 1.480) +
1.000 * 1.000 * 0.402) + = 1.856
Total of 2 streams to confluence:
Flow rates before confluence point:
1.480 0.402
Maximum flow rates at confluence using above data:
1.878 1.856
Area of streams before confluence:
0.310 0.080
Results of confluence:
Total flow rate = 1.878(CFS)
Time of concentration = 6.187 min.
Effective stream area after confluence = 0.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.091 to Point/Station '2.092
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel -1.926(CFS)
Depth of flow = 0.944(Ft.), Average velocity = 0.532(Ft/s)
******* Irregular Channel Data *********** ._------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 3.00 0.00
3 4.00 0.00
4 7.00 1.00
Manning's 'N' friction factor = 0.250
Sub-Channel flow = 1.926(CFS)
flow top width = 6.665(Ft.)
, velocity= 0.532(Ft/s)
area = 3.619(Sq.Ft)
Froude number = 0.127
Upstream pOint elevation = 116.000(Ft.)
Downstream point elevation = 114.000(Ft.)
Flow length = 104.000(Ft.)
I
I
1
I
1
1
1
1
1
1
1
1
1
1
1
1
1
-I
1
Travel time = 3.26 min.
Time of concentration = 9.44 min.
Depth of flow = 0.944(Ft)
Average velocity = 0.532(Ft/s)
Total irregular channel flow = 1.926(CFS)
Irregular channel normal depth above invert elev. = 0.944(Ft)
Average velocity of channel(s) = 0.532(Ft/s)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 DU/A or Less )
Imperviotis value, Ai = 0.650
Sub-Area C Value = 0.690
The area added to the existing stream causes a
a lower flow rate of Q = 1.588(CFS)
therefore the upstream flow rate of Q = 1.878(CFS) is being used
Rainfall intensity = 4.896(ln/Hr) for a -100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.690 CA = 0.324
Subarea runoff = O.OOO(CFS) for 0.080(Ac.)
Total runoff = 1.878(CFS) Total area = 0.470(Ac.)
Depth of flow = 0.934(Ft), Average velocity = 0.529(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++-
Process from Point/Station 2.092 to Point/Station 2.093
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 113.000(Ft)
Downstream point/station elevation = 112. OOO(Ft.)
Pipe length = 23.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.878(CFS}
Given pipe size = 8.00(ln.}
Calculated individual pipe flow = 1.878(CFS}
Normal flow depth in pipe = 5.14(ln.}
Flow top width inside pipe = 7.67(1n.)
Critical Depth = 7.41(ln.}
Pipe flow velocity = 7.91 (Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 9.49 min.
--++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.093 to Point/Station 2.112
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Depth of flow = 0.075(Ft), Average velocity = 8.349(Ft/s}
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.25
2 0.00 0.00
3 3.00 0.00
4 3.00 0.25
Manning's 'N' friction factor = 0.016
Sub-Channel flow = 1.878(CFS}
1
1
1
1
1
1
1
1
1
I.
1
1
1
1
1
1
'1
1
flow top width = 3.000(Ft.)
, velocity= 8. 349(Ftls)
area = 0.225(Sq.Ft)
Froude number = 5.373
Upstream point elevation = 112. OOO(Ft.)
Downstream pOint elevation = 109.000(Ft.)
Flow length = 11. OOO(Ft.)
Travel time = 0.02 min.
Time of concentration = 9.51 min.
Depth of flow = 0.075(Ft.)
Average velocity = 8. 349(Ftls)
Total irregular channel flow = 1.878(CFS)
Irregular channel normal depth above invert elev. = 0.075(Ft.)
Average velocity of channel(s) = 8.349(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointiStation 2.093 to PointiStation 2.112
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number. 1 in normal stream number 1
Stream flow area = 0.470(Ac.)
Runoff from this stream = 1.878(CFS)
Time of concentration = 9.51 min.
Rainfall intensity = 4.872(ln/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointiStation 2.111 to PointiStation 2.111
**** USER DEFINED FLOW INFORMATION AT A POINT ****
Decimal fraction soil group A= 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL ] .
. (24.0 Du/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Rainfall intensity (I) = 4.200(ln/Hr) for a 100.0 year storm
User specified values are as follows:
TC = 11.97 min. Rain int~nsity = 4.20(ln/Hr)
Total area = 0.988(Ac.) Total runoff = 3.179(CFS)
+++++++++++++++++++++++*++++++++++++++++++++++++++++++++++++++++++++++
Process from PointiStation 2.111 to PointiStation 2.112
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 3.369(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 5. 169(Ftls)
******* Irregular Channel Data ***********
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.90
2 31.00 0.14
3 31.65 0.00
4 31.75 0.50
Manning's 'N' friction factor = 0.016
.. . '
I
I
I
I
I
I'
I
I
I
I
I
I
I
I
I
I
I
I
'I
Sub-Channel flow = 3. 369(CFS)
flow top width = 7.072(Ft.)
I velocity= 5. 169(Ftls)
area = 0.652(Sq.Ft)
Froude number = 3.000
Upstream point elevation = 125.000(Ft.)
Downstream point elevation = 109.000(Ft.)
Flow length = 205.000(Ft.)
Travel time = 0.66 min.
Time of concentration = 12.63 min.
Depth of flow = 0.296(Ft.)
Average velocity = 5. 169(Ftls)
Total irregular channel flow = 3.369(CFS)
Irregular channel normal depth above invert elev. = 0.296(Ft.)
Average velocity of channel(s) = 5. 169(Ftls)
Adding area flow to channel
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 Du/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Rainfall intensity = 4.057(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
,(Q=KCIA) is C = 0.690 CA = 0.861
Subarea runoff = 0.315(CFS) for 0.260(Ac.)
Total runoff = 3.494(CFS) Total area = 1.248(Ac.)
Depth of flow = 0.299(Ft.), Average velocity = 5.214(Ftls)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 2.111 to Point/Station 2.112
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.248(Ac.)
Runoff from this stream = 3.494(CFS)
Time of concentration = 12.63 min.
Rainfall intensity = 4.057(1n/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 2.101 to Point/Station 2.112
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
[HIGH DENSITY RESIDENTIAL
(24.0 Du/A or Less )
Impervious value, Ai = 0.650
Sub-Area C Value = 0.690
Initial subarea total flow distance = 66.000(Ft.)
Highest elevation = 126.000(Ft.)
Lowest elevation = 109.000(Ft.)
Elevation difference = 17.000(Ft.) Slope = 25.758 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
:,'
I,
1
1
1
1
I'
1
1
1
1
1
I
I
I
I
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 25.76 %, in a development type of
24.0 Du/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration = 2.50 minutes
TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.6900)*( 100.000".5)/( 25.758"(1/3)]= 2.50
Calculated TC of 2.499 minutes is less than 5 minutes,
resetting TC to 5.0 minutes for rainfall intensity calculations
Rainfall intensity (I) = 7.377(1n/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.690
Subarea runoff = 0.153(CFS)
Total initial stream area = 0.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.101 to Point/Station 2.112
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.030(Ac.)
Runoff from this stream = 0.153(CFS)
Time of concentration = 2.50 min.
Rainfall intensity = 7.377(ln/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.878 9.51 4.872
2 3.494 12.63 4.057
3 0.153 2.50 7.377
Qmax(1) =
1.000 * 1.000 * 1.878) +
1.000 * 0.753 * 3.494) +
0.660 * 1.000 * 0.153) + = 4.610
Qmax(2) =
0.833 * 1.000 * 1.878) +
1.000 * 1.000 * 3.494) +
0.550 * 1.000 * 0.153) + = 5.142
'Qmax(3) =
1.000 * 0.263 * 1.878) +
1.000 * 0.198 * 3.494) +
1.000 * 1.000 * 0.153) + = 1.337
Total of 3 streams to confluence:
Flow rates before confluence point:
1.878 3.494 0.153
Maximum flow rates at confluence using above data:
4.610 5.142 1.337
Area of streams before confluence:
0.470 1.248 0.030
Results of confluence:
Total flow rate = 5. 142(CFS)
Time of concentration = 12.634 min.
Effective stream area after confluence =
End of computations, total study area ;::
1.748(Ac.)
1.748 (Ac.)
:
::: -----"~ ~~{' ---\ \ '-.. \ '. ~, \
\ \
\ !
PNOO4O
LEGEND
( 2'f5 J 0.09 om
Ig~ !~.1 CFS I
•••••••••••
--------
~---~-------
N
BASIN NUMBER
BASIN AREA (AC.)
CONCENTRATION POINT
100-YEAR FLOW
BASIN BOUNDARY
PROPERTY UNE
FLOW UNE
1~i __ 5 ... 0~~~~1~O~~~2~IO~~~~3i
SCALE IN FEET
GRAPHIC SCALE
DAlEo
-.;..
'.
-
1-" !)-4 f20r J 0.08 0.39
. .'
=
1-
'" I-0
-
I~
I~
•
_.. -, -.. -
(-
j , ,
l , ,
I;>
(
'~
--"-----
\
10
i
LEGEND
[~05J O. 0.37
Ig~ ~j.1 CFS I
•••••••••••
--------
-....,). - ------0> -----
BASIN NUMBER
BASIN AREA (AC.)
CONCENlRA TlON POINT
100-YEAR FLOW
BASIN BOUNDARY
PROPERTY LINE
FLOW LINE
5~0~~~11i;0 ~;;21~0 ~~310
SCALE IN FEET
GRAPHIC SCALE
OA TE: Jun 09. 09 9: 130m by. slee
FILE: I: \OWG\00\0040\Repor\s\Hydrology\0040-Pos\-Oev-408-409.dw9 iii· MAS SON & ASS 0 C I ATE S, INC.
PLANNING" ENGINEERING" SURVEYING
,. 200 E. WASHINGTON AVE.' SUITE 200. ESCONDIDO. CA 92025-1816
, TEL (760) 741-3570 ... FAX (760) 741-1786., www.masson-assoc.com
PN 0040 DA15 06-04-0!!
,--