HomeMy WebLinkAboutTract Map 32170 HydrologyI~
~ ~~
r
~
'
1
~
II'
f
'
,
'
'
'
'
'
'
'
'
'.
HYDRAULIC & HYDROLOGIC STUDY
FOR
TRACT NO. 32170
HARVESTON-PHASE II
NEIGHORBOOD 6
CITY OF TEMECULA, CALIFORNIA
PREPARED FOR: WILLIAM LYON HOMES, INC.
11800 STERLING AVENUE, SUIT'E A
RIVERSIDE, CA. 92503
(909)637-2260
PREPARED BY: LUNDSTROM & ASSOCIATES
3333 CAMINO DEL RIO SOUTH, SUITE 300
SAN DIEGO, CA. 92108
(619)641-5900
DAT'E: January 28, 2004
JOB NO.: 300-58 ~~Q`~e~y `^ "'^'oST F'c\
y tc 9
W w No. C21245 ~ ~m,
~ Ezpires s
~ ~„~ * 9l30/OS *
Je r . Lundstrom Date s ~~' ~'
. . 1245 Tq~OF CAU~
EXP. 09/30/05
\
D~ ~~~''~~~1~
C~
~ ~~~.~zoo4 D
~~-~. oo~~
I. INTRODUCTION
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 3 1/28/2004
2
'
'
I.A. Background
'
The proposed project is located in the Counry of Riverside within the corporate
boundary of the City of Temecula. It is a portion of the Harveston-Phase II or
, Tract 29639-2 development. This is shown pictorially on Figure 1, the Vicinity
Map. Neighborhood 6 consists of lots 7 arid 30 of Tract 29639-2. It contains 4.6
acres and will contain 14 multifamily condominium buildings.
'
The site is currently a mass graded pad per plans by RBF Consulting. The site
' is bounded by Date St. to the Northwest, Lakeview Road to Northeast,
Harveston Drive to the Southeast and Charleston Lane to the Southwest. Figure
2 contains the proposed Site Map for this project. Currently the Site drains into a
' 24" RCP designed by RBF Consulting. The hydraulic analysis for this pipe can
be found in their report titled "Drainage Infrastructure Design Report Tract
29639-2" dated September 24, 2003.
, The purpose of this report is to show that the 100 year flows for the designed
storm will be equal to or less than those estimated by the RBF report. Secondly
' this report will design the storm drain infrastructure facilities for Neighbor 6.
' I.B. Methodology
This hydrology study quantifies the 100 year discharge for Neighborhood 6 in the
t post construction condition. Due to the small size of the project (4.6 acres), the
Rational Method, as described in Plate D-1 of the RCFC&WCD Manual, dated
April 1978 was used as the basis for this report. This is a physically based
' numerical method where runoff is assumed to be directly proportional to rainfall
and area minus losses due to infiltration and depression storage. Flows are
computed based on the formula Q= CIA, where:
'
Q= Discharge in Cubic Feet per Second (cfs)
C= Runoff Coefficient, based on Land Use and
, Hydrologic Soils Group, Plate D-5.3
I= Rainfall Intensity, Inches/Hour (in/hr) based on Time
~ of Concentration and Plate D-4.1
A = Area
Acres
,
.
, The runoff coefficient models the amount of flow that reaches the storm drain
facilities compared to the amount of rainfall that infiltrates the soil. It is
dependent on the land use and soil type. The land use type for this project is
Multiple Family Residential: Condominiums. Plate D-5.6 shows that impervious
, cover for this type of use is 45-70 percent with a value of 65 recommended to be
used.
, HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 4 1/28/2004
'
'
1
The Initial Time of Concentration was found using Plate D-3 of the RCFC&WCD
, Manual. For the purpose of this report, a 100 ft swale at 1% was used to find the
Time of Concentration for a quarter acre single family lot. The corrected Time of
Concentration was found for the condominium use by using the 65% impervious
' cover (AI).
Discharges for both the 100-year and 10-year hypothetical storm return
' frequencies where computed for the site. Rainfall data used in the study was
taken from the Plate D-4.1 "Murrieta - Temecula and Rancho California" areas.
This data was interpolated to find the intensities for the various times of
' concentrations used in the calculations.
The Manual utilizes the Soil Conservation Service (SCS) soil classification
' system. It classifies soils into (4) hydrological groups: A through D, with D being
the least impervious. The soil map Plate C-1.52 is superimposed with the project
and is included as Figure 3. It shows that for this project the soil type is BC. For
, the purposes of this report and to be conservative Soil Type C was used for the
entire project.
, The Runoff Coefficients were found by the use of Plate D-5.3. This graph allows
for a variance in the Coefficient depending on the intensity of the event. For the
purposes of this report a C value of 0.88 was used, this number is conservati~e
' based on the Land Use and Intensity for the project. The streets were modeled
as commercial areas and a C value of 0.89 was used for them.
,
The results of these calculations can be found in Section 3 of this report.
'
I. C. Summary of Results
' T
he calculations show that only 14.49 cfs will be discharged from the site during
a 100-year storm event and 9.62 cfs in a 10-year event. RBF Consulting's report
' "Drainage Infrastructure Design Report, Tract 29639-2" dated September 24,
2003 estimated that these numbers to be 15.0 cfs and 10.0 cfs respectfully. This
is shown as Node 159 of their report.
'
Since a conservative approach was taken in developing these numbers, and
they are slightly less than those predicted by RBF, no further analysis is required
' at this time. When the final grades and alignment for the Strom Drain System
within the project are determined, a hydraulic grade line analysis for the system
will be preformed and pipe sizes will be adjusted to accommodate this study.
,
The street cross sections were also analyzed for these storms to ensure that
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 5 1/26/2004
~
~J
'
'
ll
'
1
,
LI
'
'
'
'
'
,
'
'
1
'
storm water running in the gutters could be maintained within the street per the
RCFC&WCD Manuals requirements. These calculations and cross sections are
in Section 3 of this report and show that the water will be maintained with in the
curbs for the design events.
I. D. References
1. Riverside County Flood Contro/ and Water Conservation District
Hydrology Manua/ prepared under the direction of John W. Bryant,
Chief Engineer RCFC&WCD, dated April 1978.
2. Drainage Infrastructure Design Report, Tract 29639-2, Harveston
Master Plan of Drainage - Phase 2, prepared by Robert Bein, William
Frost & Associates, dated September 24, 2003.
3. Drainage Infrastructure Design Report, Harveston Master Plan of
Drainage, prepared by Robert Bein, William Frost & Associates, dated
February 20, 2002.
' HYDRAULIC & Hl'DROLOGIC STUDY FOR TRACT NO. 32170
By LundsVOm & Associates 6
1 /28/2004
1
II. FIGURES
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsnom & Associates
1 /28/2004
~
FIGURE 1 - VICINITY MAP
HARVESTON PHASE I! - NEK~HBORHOOD 6
ClTY OF TEMECULA TRACT NO. 32170
~
~ VICINITY MAP
N.T.S.
THOMAS BROS. 958-G1
~
LUND~TROM 3939 CAl1IN0 DBL RIO SOUTH, 318. 900
serr n~co, c.~.moxt+re eziae
L~.S.SD ATES (els) e4i-seoo esx (ste) e4~-seia
J. N. 300-58
'
' ~ur~ 2 - srr~ n~aP
HARVESTON PHASE 11- NEKaHBORHOOD 6
' C11Y OF TEMRCULA TRACT NO. 32170
' ~ ~26 I
+~9
~B T~9 I
~~ e
~O~ 1~ a
' NS ~N g1~~~ ~- - ~
' ~~
' ~.PN q1Y''~•4s / / ^ ~
~ ^1 RpP~ ~rx eis-t>o-u ~ ~~
' ~~(L'I~ 184~y4 ~ .
~P~(~ ~~ ~$
/ / 1 a~
' ~N g~a,YN' ~ ~ 5 ~ ~ i N
/ ~ ~ w ~I
ro `<
N°'~ i oJo I
~ ~ o P
a ~° • ~~ ~ :
, ~~~ a
~° ~'~ / e,n, ~ 12 ^ :
~`~r ~ ~
g ~ g • ~p, ~a
eD° I ~: W
' ~ ,~\ ° y ~
~ ~ °I
~ '- ~ o
' ~ o ~ ~
~ ~
~ a~ I ¢
~ _ «
_ ~~ ~
, ~g 1 ~ ~ I ~
d 1 ano Ho. ~o ° ~ 9
1 0
1 W t1 i ~I ~
, ~ Im 1 _ PVf. DRI E B6 ~ ~ g ot
a ~ ~
~_
' Q 1~ 0.6 ~ a g~po N0. Y
>
$ ~~~~ ~
m o ~
1 ~ 5 3.~
, a p.5~
CHP.R~ESTON lf'NE
' NN 91Ytt0'~~ ~
IN t~ N0. 8E~ ' I ~ I
1 I ~~
~ 1 1~ ~ ~
~ ~ ~
P LUND~TROM 9999 CAl@10 D%L RIO SOUTH, SfB. 900
, SAN DBGO, CALII+ORNG 92108
SCALE: 1"=~oo' ASSO ATES cels> e.~-saaa P~ cel9~ 841-5910
J. N. 300-58
~. .~ - .~ . ..~ _~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~
LUND TROM ~333 CAYINO DEL RIO SOU'fFi, STE. 300
SAN D~CO. CALFORNIA C2108
ASS~ ATES cais> aai-s9oo F~x ceie~ a~i-aeio
~IGURE 3
HYDROLOGIC SOILS GROUP MAP
HARVESTON PHASE-II
SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL
,
~ r ^^~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~r ~ ~ ~
~ r
~~
~z
oe
~
~~
~~
m ~~
~
~ ~
~~
:
a
~.
N 0
m
O ~~
o~
~ ~~
0
° mo
•°i• •^'• ~
~ °m.
~ ~
m •
°o
~ ~ I
~ O ~~ O ~
Z ~ ZZ ~
^
~~ ~
~
~ D
_ ~ c
~
~
N ~
A ~
on ~
~! o
~ ~io
n ~!'
~
m
~
0
~ c~ ~
~
m ~
$ '~ 2
~
i~
n~
cm ~ ~J
~' ~ m
Z
~~ ~
D
~
O° Z
wA
~°
~
~
0 oo D
~ °~ ~
L+ L+ L+ C.+ C.i N N N N N N N N N N N N-• -+ -. _+ ~ ~ z
O O O O O -~ O O O O O O O O O O O O O O O O ~
Cn -P C.i N-. N- O~O N V O~ U-P C.i N-~ V O~ Cn ~P (.i N-+
~
C., -+ O N O-' O O-~ O(.i t0 U~ N O-+ O(.i -+ -+. O O-+ O n~
-~P CW. -N, ~ N~ C.r Cn N Gr O O~ O Oo N N Ul Cn c0 Vl C.r N ~ o
~ N N rn Cn C.i ~a N~ Oo Oo -+ ~P ~ Cn N N N(n ~o
N-~ O-~ O~ O O-• O N Cn C.r -+ O O O N-+ -~ O O O O n~
Cn N-~ C.i -~ O~ Iv O O-~ N c0 v C.~ O~ N-~ Gr O C,r (.~ O c0 '~ -..
O~ N-P O~ -P N Cn N-P V N c0 O O~ O(1i i~ V ~a O c0 ~ C.i V~O
,u
!
i
1
1
i
1
, III. CALCULATIONS
~~
~
~
~
~
t
~
~
~
~
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~
By Lundstrom & Associates 1/28/2004
~
~
'
,
,
,
,
,
,
~' III. A. 100 YEAR STORM ANALYSIS
~
~
~
~
~
I~
~
~
~
, HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~O
By Lundstrom & Associates 1/28/2004
'
~
'
,
1
1
'1
1
III. A. i. RATIONAL METHOD
I CALCULATIONS
~
~
~
~
~
~
~
~
~ ,
~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 \~
By LundsVOm & Associates 1/28/2004
'
~
~
~
~
~
0
~
d
~
I
~ ~
0 ~
' ~ I
.O ~
N ~
~ ~ U
7 d
U t
~U
U
'
(~
~ E
, C LL
~
~ C
T O
, ~ ~
0 ~
U
~~ U
T ~
= O
~ ~
, ~ ~
U ~
'U ~
~ ~
~
,
~
'
'
'
'
E
~
v
`a
a
>
c
c
~
N
O
a`
m c~ ~n
d o 0
` q ~ N eJ ~ ~ ~ c~J
~
~
~ p
-; p ~
N
B O
~, a
~ O
~
a~ ~ ~
~ Q Q Q
q a a
C C C
E C N I~ 1~ N l0 O N O OD
] r C 1~ N N GO
~ < ; i~ W Q h
~ G IN I~ I~ 1 OC N f0 aC uC
C
O
O
~
N
U
C
n
N
N
~
~ N
V
~
G
C7 F' ~ vi d d i N ai d
E u
~
O
U
L
o
m
4
v
o
~
°
p~ i
c m t
O ~n o y o
C J ~ O O ui cV `T O V ~ O ~ a
~ o m fu m o m o m m
J
~
N ~ a ~ m
p ~ •i
~ OJ lh O p N n l7 aD
~
~ ~
~ N
y eo
p e U a a n o U ~ o a m
~ ~ a 2 ¢ m n a v o Q
V X
~
~ Q m ~
' ~
~ O Q ~ ~ Q ~
^ O
O ~ N
jj II
a
r
-
°o
0
o
a
:
g
o
m
o II
0
o > r o 0 0 ,~ o n o
fn o 0 0 o r o
~tl C N ~n oJ N v ' aD v
?
V N
c M OI tn
i
o N
0 1n
~ c
d
a
C (f w N m v~i °e ~ e vai
= U
o
0
0
o
d ,
~ u
c
.~ m
w
c (~ m m ~ m m
~~ c o ~ o c ~ o c
~ n E
-
(~ ~ ~ `° c~
i
ap N c0
~ ~ ~ m ~ ~
'
r
~ N O
r
N O
~ O
V
~ - G v e Q Q ~ e v F a
D
i
m m
Q a o o
G j j a
~ ~ O
~ y
~
~ ~
d Q o
o i+i ~
a o ~ O
a v
Q Q o o o o
C
~ ° ° ° a v
as E v v v m m
U
U
U m
U
U m
C C
~ O
~ d ~ ~ ~ ~ ~
V V
Q U U U U U
rn
Q r
~ (V
~
~~ v a a
~ ~
C tv af ~n ~n a ~n
¢ ¢ < m ¢ N ¢ ¢ N ¢
Q J Q C C
J J
~
,
.. I
L
~
'~
~
O ~ d
~N ~ Q
O
Z
N
L
~
~ ~
, ~ T
.a
d ~
' ro U
7 ~
U r
UV
~
~ ~
C LL
, ~
CC
~ .C
, ` O
/1 Y
~ ~
~ ~
O ~
'~O ~
, = U
~
~
~ ~
~
~~ ~ ~
C ~
~ ~
~ ~ Q
I ~ O u
~
C
' C
~
~
'
' ~I
_
0
1 °'
a
~
d o a
Y ~ N V N m a W V ~ N
~ ~
~
E ~ o 0 0 0 0 0 0
y
• a o ~n in ~ m
~ ~ ~
~ Q a Q ~
~ ? ~
~ C C
~ C r ~ n N ro O O O
~ ~--~ c < r ~ n O
~ C Ill t~ 1~ m GD O1 W OI OI Ul N Yl GO
C
O
O
~
N C
V
C
r
V
N
N
fD ~y
N O
c9
n
~
n
N
E v F' E ui o 0 o c c ui o vi tJ
~ C
U
r
~
N J ~ g N m g ~ °' $ ° ; ~
o,
~ m o o ~
J
~
p
~
y
~
~
uO1i p
V
O
n
n m
t~i
~ t7 O t~J 'V' Vl I(1 t7 N C)
'
~ ~ ~
v ~.j
o ~ a a a a a
v ^
• o
n j U
¢ O
¢ U
¢ O O
¢ o U o j ~ oi
~ a ¢ ot ¢ r a
~ Q ap N m eD N N Q ~ a~0 Q m ' m
O
~~ II
~ ~ N ~ N p O _ ~ , O
O ~ II
t 0 0 ~
0 O
o 8 S i~
L
(n G O O O O O t O O
N N N O ~ O CJ O R °D N
F 7
V
N f
0
~
1
N
~
~ a
0 m
O 0 O O
d
a
C ~ w N O ~ Y~D! V t~~l N O ~N N h
~ U v o o i i i
v n o o 0 0
(+~ II
G
r.. N
°cw U m m m m ro m
~ O o 0 0 o E o o ~
(~ ~ v ~ ~ "' ~ ~ o
~, ~ ~ ~ m ~ r w
c
=
n
r' (/1 fll N N
°'
° O
~ m U ¢ ~ m n o n m °
«N, v v c c c ~ c m o y o w o
C
~ Q O
~ ~ ~ ~i m
~ o N m m m o N ~
" v ' o ~ 9
~ a d d i ¢ a
Q Q 6 o d
C
° ° ° ° a ° ° a
~~ v
c v
c~ ~ v
c v
c ~°m r~ v
ra ~ v
c r
m
V s
ti
~O ~ lL li 'c U U U U ~~
~ N ~
~ ~ ~ ~ ~ ~ ~
~ U U
Q U U U U U U U U
Z
°
~
v O r
~
C d ~ ~ N Ol N Pl Y N n Z m OJ m m ~lI f0
~
~ c m m m _ ~ m m m ~ a~ m ~ a~ m m
,
Q
p J ~ a ~ c ~ c
w J J
~3
'
~
~
~
~
~
~ d d
M
,
~ 0 ~
Z
d
~
L
~
'
, ~
~
~ ~
'
~
~ ~
U L
U U
,
~
E
~
'
~ i
~ t
~ C
`
/~ O
Y
'
~ ~
O ~
" U
,
a
~'
Z a
0
Q L
U
~~ °'
~
C
E
~ p
I~ ~ ~
>
C
~ C
~
~
~
lII
~ ~
_
O
1 ~
a`
i
e
Y ~ N
~ Q O
A
C
E
~ H ~
E n
~ m
~o
~
C
O
~ R
~ U
U
~ c
~ ~n
N n
~
O
U
t
~
C
J
~ o
o 0
vi
'
a
J o v • O
p ~ N o
d
~ tV ' 1~
N
v
p
a
U n
m
.~
n
O
a
~ ~
~ M
~ a ~ ~
~
o
o° n
~
~ n
S o
(n O
~ ~~ N ~ ~
~"' 7 V O O
d
~.Q
.
C _
~ N N ~
~U [~ o 0
d II
G
w ~
O U
c :~
(~ m
oo m
m
~ ~
~ o 0 5
O
U Q
~ ~
`
N ..
r
~
o
0 o
~
0
c O
N Q ~ o ~ a
a Q o o Q
C
~ E v
~ v°
~
- o
(A j
~
~
U U
Q
N ~
~ m
~
~ ~
~
N n
m ro
m
C
0 J
\~
V
O
O
~
•\--
~
R
0
~
¢
~
E
O
N
~
~
'
J
~
~
ro
d
4.
~
L
~
'~
V
Y II
, O ~ r~,
~ ~ ~
O
Z
m
r
~
~ ~
' ~a
d ~
d
, ~ U
~ ~
U L
RU
U
r
7 ~
, ~
~ L1
Clt
~ C
A :_~
~ ~
1~
~ ~
U
I~"
T ~
2 p
Q L
N
U
,~ ~ e
~ ~ O
~ UK ~ `~
LL ~ d
}
O
~ a
~
~
~
Y^,
0
' W
a
~
d a
~
y m
~ ~
N m
~
~
N
E
~
o
0
rn
~ ~
0
w
~
~ Q ~ Q Q
a p
c ~
E
~ ~ c
E o
vi °o
~ ~
n ~°n
r °n
i m
c
~ v ~
c
0
~ C
U C
. O
~ <
~~ N O
n N
E u7 ~ E u
i c ~
ii
F c
U
L
p~
O
r
N
~
op
'~
O
m
O
~ J ~ o
O
N
m
vl
O
N ~?
J
~
O ~ N ~ ~ ~
N ~ ~ N ~ O
> m
o e
O j Q
~ ~
u
a ~ M
n ~
a ~
~ 'Q io ~ ~ a m m
~
~ n
a - o o a _ o
~
~ t O O t O
(n O O O
~ C N N O ~ N ~
F j U o ~i ni c
Q
~Q
G
~ N N tp m N tp
~ U ~ d o
d II
C
w N
c'V~-- V m ~m ro ro
~ ~
CC o o =
E o o =
E
~ ~ m o
~ m
m ,~ ~
C L
Z n c~v (j ~ n m ~
N v 6 m Y a o y
c ~ Q O
~
~ q
~ ~'J N
9
d Q O
O O
O a O O a
Q Q O O
C
d O O O O
asE € 5 0 0
O U U ~
~ d U U ~
~ N
~
~ ~ R ~ R
]
N U U U
~
~ ~
~ ~ U ~ U
^ N
C CJ <
'p Q` C U U V () U
~ J J
~~
, .
'
,
~
~
~
,
III. A. ii. FLOWMASTER PIPE
I CALCULATIONS
~
~
~
~
~
~
~
~
~
~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170 ~
By Lundsvom & Associates 1/28/2004 ,
~
~
~
'
L.J
,
'
~
~
O
~ ~
a~'i
~
3
1 ~
L
~ U
'
InI
IJ
~
~
~
'
'
U Y l~J U U U« U U U U
o a ~
~
~
~
~
~
~
~ ~
~
~ ~
~
~
~
~'
~
~
~ ~ '=
~'
~
~
IL~ m N N N N N N N U N N m
a n n n n n n n n~' a a~' a
> > > > > > > > > > > > > >
(!1 (!l (/l (q N pl pl (A Ul fD Ul N N tll
N f~ 1~ (~] I~ tD t0 N.~ N M O C') t7 f0
~ N N a~~ N N ~ N V O V O N
N= in ~ 1~ .- t7 Cl ^ ~ N I~ fU I~ i~ l7
U~~
N ~
~
E m rn m m rn ~ in m rn rn m c'>
fo~
nmrymmm
`
~o ~u
orn
wm~
^
Emm ~n.=niriad.=oi~~~roi
N ~
10
~'o
m^~ mum
o~inc~
oaamrnoomo
° i.
i,
~
E ~.- .- ~ ~ ~
o o ~ ~ o ~
o~
LL Z
U ~, N M t~ N c0 f0 N N N 1~ O V 1~ O
~ C
~ t~ N N M t0 N ro N aD Oi O f~ ~ N
~ C v O O O O O O ~ O O O ~ O ~
'
a
W
y
~~ N
~ ~ ~ ~ N N N O~ N O N l7 V
p y v O O O O O O O O O O O O O O
~ _
~ ~~~~ O a
O N O ~
N
~
N
~
t
D C
J
'
p~ ) tf) N l7 V~(1 t~ O Y)
M N dl M? 0
N~
~
N a0 O~ a0 O 1~ N OD t0 N N O~ <O T
U6~ ~ooooo00000
oo°
=~~ o
oooSooooo00000
ciN" ddooooddodddod
` ormnvo,mao~nmmmm
m=-- rimoa rienicinoiuin~d
v
~LLa mu~ameem~nn
a~mc~
a
N~0 a~v a~° tO v~i °r o uvi ~ n
~or o 0 0 0 0 0 ~ o 0 0 ~ o 0 0
U
t o0000000000000
a
^
D'~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0
F
v O O O O O O O O O O O O O O
9~ n l~0 n fmD d~' N Cl f~0 ~ N ~ W N~
d d~
'~ O O ~ O ~ ~ M O~- N c~ ~- N(V
3 a.
..
a
~~~ ~ o~n ~ m N oJ ~- N m~ m o n
pdF 000000~000~0~0
lLQ"
m N
N W
~~~
d
N ~ N
N
i O I
N
N
O
O
~0 y O O~- O~- O O O ~ t+l f~ N~i t~
L "'
v
y
Q
~ O O O O O O O O O O O O O O
N~ l0 [O W t0 ^ N< W N OD O Gl 00 N
E ~ N N
m "'
0
` a
°
°'~e`O
m°~~
ron
°~ n
ov
e
i
0 0 0 0 0 ~ o 0 0 ~ o 0 0
m o
0
0 0 0 0 0 0 0 0 0 0 0 0 0 0
~nz o0000000000"'0°
,~o~ o00000oooooSoo
N" O O O O O O O o o O O O G O
U
N C O O t~ O t7 l7 f~ O M P7 P7 (~ CJ th
C V
~ O O O O O O O O O O O O O O
~~ o 0 0 0 0 0 0 0 0 0 0 0 0 0
'^ o
fU
~.f
C
J
~ ~ ~ N N Y Y X Y N l7 ~ Yl C'l tA
W [0
~ ~ > m
J ~ ~
~ ~ ~ 'i ~
0 0 o O o 0 0 o O o o O O o
~ Cr N ~ N th V 1~ ~ N(~ ~ N tQ
aaam~m~~-;»»~
~1
N O O
°cCd
J ~ ~
Q~a
m d
r ~
~ ~
~ 3
N ~
C ~'
~
W
~
Q
a
b
~
N
n
O
N
+
Q
y
7
O
~
~
~r
~
~3
~
E ro
~ o
¢
c °~
~ 9
J y
Q
m
M
9H
O
L
N
~
N
N
N
N
2
E ~
a
0
~
0
f
~
L
~
C
O
Za
$ Nry
T N
~ O
N~
~ ^
00
~I ~~
~
II ~
'
,~
'
,'
III. A. ii. FLOWMASTER STREET
I CALCULATIONS
~
~
~
1
~
~
,
~
~
~ HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By LundsVOm & Associates 1/28/2004 \~J
~
~'
,
,
'
'
~
,
d
~ ~
C
~
c U
O ~
_
~
1~~
y i
~ O L
U w
~ C
~. O
~ O ~N
~ ~
N
N
U
' O
~
~
~
'
'
'
~
QY~Z
8 ~
~
g
O
O
g
~
~
8
O
O
0
~
~ g
S
d
~ C C 'L"' i' +
N
y L LL N .
N
~~ U
~
o U H O
U
~" ~ o c^v ° c~i ~
`-0
m ~ 'c c oiovi
~
u~i
m m m t
tn t f U p
g o
d
a O
°' o
O V m
= W ~ ~
o~$~
~y v '9 U~ W Q O Oi aD Q
a~ m E ~ m~A ~ ~ m
p W
O m
N
O O N p O
~ C C`y Gi L
V
0~
N L i
O
a
3LLErn
y 0
/
I
~c>3wo
y O
°~~
C n m
"~ ~ h
Q j
N m
L ~
~ ~
N O
[ LL'
~
C
W
~
O
a`
~
~
~
m
0
N
+
N
~
O
~
~
~~
~~
a3
m
E b
0 0
~ ~
v m
c a
J ~
O
m
M
c
N
a
0
«
~
9
n
x
~
E
m~
~a
0
op ~
T N
~ O
N g
~~ ~ N
00
'
1
,
1
1
I
'
'
'
'
, ,
'
'
'
,
1
'
'
t
'
100 YR STREET CROSS SECTION
Worksheet for Irregular Channel
Project Description
Worksheet 100YR NE 6
Flow Element Irregular Chani
Method Manning's Fon
Solve For Channel Depth
Input Data
Channel SI<005000 fUtt
Discharge 3.33 cfs
Options
Current Roughness Methc rvetl Lotter's Methotl
Open Channel Weighting >ved Lottefs Method
Closed Channel Weightin~ Horton's Method
Results
Mannings Coefficiei 0.013
Water SuAace Elev 927 tt
Elevation Range .94 to 70.10
Flow Area 1.6 fY~
Wetted Perimeter 12.65 ft
Top Witlth 12.39 ft
Actual Depth 0.33 k
Critical Elevation 9.27 ft
Critical Slope 0.005001 Wft
Velocity 2.05 Ws
Velocity Head 0.07 k
Specific Energy 9.34 R
Froude Number 1.00
Flow Type iupercritical
Fioughness Segments
Start End Mannings
Station SWtion Coefficient
-0+00.50 0+24.50 0.013
Na[ural Channel Points
Station Elevation
(ft) ~h)
-0+00.50 10.10
0+00.00 10.00
0+00.13 9.50
0+21.87 9.06
0+23.87 8.94
0+24.00 9.44 ~
0+24.50 9.54
~
Project Engineer: Jelfrey R Lundstrom
0:~300.58~hydm~streetfm2 , Lunds[rom 8 Assoelatea FlowMaster v7.0 (7.0005]
01/2fl~04 02:49:26 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page t of 1
III. B. 10 YEAR STORM ANALYSIS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 1 /28/2004 ~fj~
1
'
'
'
'
'
'
~
~
~
~
~
~
~
~
~
~
~
'
III. B. i. RATIONAL METHOD
CALCULATIONS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundstrom & Associates
1 /28/2004
2~
1
N
m
L
N
' ~
V
o m m
~ O
d
Z
N
L
~
' ~
' ~ a
N~
, ~ U
~ d
V L
UU
,
(~
7 ~
c~ ~
C C
, ~ O
~ ~
O v
'a U
T
2 Q
~ ~
'~ ~
C O
U c° ~
'~ ~ ~
}
' O
'
'
,
' ~I
_
~
' U
N
0
d
1
m M cj
0 O ~
h m
r m m
Y N ip lp
f~
E
~
o
0
0
~
o
~
o
m m
~ m
~ m
.
~ Q Q Q
m -m m
c c c
~ n e v o ~O
~ F
E
vi
n
r:
m n
m n
i o
n ~
o ~o
m
~ u o
C
O
O ~
m C V C n n ~ ~ ~ m ~ N
E a~ F' E vi o o vi ac o
~
o
U
~
0
0
0
~n
o
m
o
~
J ~ ° o N ~ ' ° ° o rri
J o
r~ o m
m m o
~
p ] N m N ~ m ~
~ N (7 V fV N ~
~ ~
0 o c~ a a o c~ o a o
°r ~
a ¢ ¢ ° ~ Si ¢ °c
V 11 II a II X
N
(II
¢
0p
N
m
G
~
4
N
0
p_
.-
-
°o
~°n
~°n u
-
°o
II
~?
°o ii
0
o a t o °o °o t o n o
VI O O O O t O
~ C N ~ rn m m o °' o
~ V o o N o c
+~
0
~ J
~
~a
~
~
~ ~ n m rn o r°'~ o
U o 0 0 0 0 0
~ I~
C
w N
C V m ~ m
V m m
~ d o o ~ o o ~ o ~
¢ E
U o o ''~ `°
N <
~ ~ D rn n
N O
~ O O
C - ~ N ~ Q Q ~ N a
D F ~ V
N C lh N C C p CJ N ~ N Q
C
J J
~
Q
m m
(~ ~ ~ N N j m 7 ~ J
d Q ~ o c~ v o ~ a o
Q Q o o < o o a o
C
~
w E C C C m C C m
8 ° ° ' 8 8 >
- o
° v v - _
~
~ ~ ~ ° ~ ~ °
~
n ~
V V
~ U U U U U
rn
~~
Q
v r
~
Q N
~
Q
~- N etl N t7 a N
l0 Q C Q Q fh Q N Q Q N Q
Q J ¢ C C
J J
2~
,
N
L
~
'~
~
Y II
O m N
'N Q Q
d
Z
m
L
~
' ~
' ~a
d~
' m V
~ ~
U t
~0 U
U
'
~
~ ~
C~ ~
G C
, ~ O
~ ~
O v
'~ U
~
2 Q
0 ~
'~ ~
U~~
~ o 0
~
'~ ~ ~
}
' O
1
'
,
, ~I
_
' U
N
0
a
'
~ ci m
0 O O
Y W m m
N N
~
~ n o 0 0 0 0 °' o ° o
~ m
N m
'
' m
a[ a ¢ a '
A -m -m
~~ c c
C N 1~ Oi a0 c7 tD O ~ O ~ ~ (~ N n
J F ~
E I~ M ~ ~ N O O I~ Oi 1~ N
~ N 1~ 1~ a0 Oi Oi Oi Oi Oi N N ~ tD
c
0
o ~
U~ c ~ ~ n m ~ ~ m N ~ n `r n N
E v
F'
E
vi
o
0
0
0
o
ui
o
vi u
i
cJ
~
U
L
~ O O C~J O O m N Q h O (~)
~
J ~ O
O Oi a0 ~ N ~ Oi o ~ . p
J ~ ~ ~
~ N m ~ ~
~
O ~ N f~ r N N n f~ tn~l paj
IV f7 t7 a V In CJ (V
;
a
'~ ~ a ¢ ¢ ¢ Q ¢ °rn ¢ ° a
~ Q '~ N 00 N N O
N
Q N
Q '~
a - ° ° ° ° ° ° ~ o u... o n
o o ~
n u
~ ~
n a
o n 0 0
~ ~ t o o °o °o °o °o ji o t o
~ O O O O O O t O O
~ C y ' N t0 O O~ N f7 N
~
j
U
O
c0
o
t~
I~
W
c~
~O f0 ~ N
t7 N a0 Oi Oi O O
~
~Q
O ~ I~ N M N N ~ N t~D ~ p
j U U O O O N N N O O .
-
O
~ I I
C
w N
O U
?~
V ~o
w m
m p~
m
m
~
m
~ o 0 0 o d c o d c
~
° m E E
m m ° m
m m o
~` d c t m .
c h oi
C L
~
N p
00 .-
[O f0
U ln
V N
m N
N O
N
N O
m ~
C Q m F t
0 F
C m N C C C N C m l7 p lh fV 0
J J J
~
J
O
O
~ (/1 m m m 0 m N y
m
Q N IA
O W
N N N N N
O y N
N ~
a ~
O ~
V >
'O
Q Q O O p Q p ~ Q
C
~ ~ ~ O O O O O O
m y! (L a v
~
O~ LL ii c U U U U ~ ~ y
~ ~ ~ U N ~
j ~ ~
V ~ ~
V ~ ~
m U U U U U U U U
O
Z
v
ln
~ O
T
~ y ~ .- a co N c~ a ~ m Z m ~ m m in ro
'~y C a0 m m ~ ~v_ m m ~ N m ~ N m m
Q
~
J
~
¢ m ~
~ C
-' C
uS J J
2~
'
H I
L
~
'~
V
O d 41
'~ ~O
d
z
m
'~
' ~ ~
~a
a~i ~O
' m U
~ ~
U L
UU
,
(~
~ ~
~ LL
~ c
~ o
, ~ ~
~ U
'~ U
~
= O
Q L
'~ ~
U~
' U `°
~ ~
'
E
~
m
}
O
~
~
' ~
O
O
' L
O
~
r
z
c
' ~
0
w
tC
' ~
_
O
' ~
d
'
m
0
y
Y 0
N
~
~
~ n
~
o
~m Q .
~
:
~
~
]
~ C
~
E N
h
ui fD
O
r
~
c
0
o ~
m C
V
C
n
t'1
~m ~- E ~
F- C
0
U
t
m
°o
°m
'
~
y J ~ o
o ua
J
p ~ y m
a~
>
p o U
'~ n,
a
~ Q m
a
°o n
o ~ i~
L a
~ Q
~ C N o ta+J
~ ro
' V O O
o
o N
~ U Q v 0 0
(+~ II
C
w N
O U
c',~~
U m
m m
m
~
~ y
¢ d d ~E
V o
a ~
N
m 0
C
N - ~
C
Cj
t~j F
0
C ~
lC
~
a y
N
0
0
~
Q Q ~ ~ Q
=
d o 0
~ E o 0
m
°
t
n ~ ~
Q U U
m M
~ ~ m
~ ~
.~ a
d n
m m
m
~
o ~
~
,
~
~
V
O ~ m
0 0
~
N
~
' ~a
~ ~
m
' ~ U
~ ~
U L
UU
'
~
..~. ~
'~ ll
~ C
~~ O
O 7
O ~
~ m
~~ U
a
O
~ L
~
~ ~
~
U ~ o
~ ~ `m
~
, o
'
'
1
2
, ~I
U
0
' ~
n.
'
~ ~
N m
r m
r
Y N ~ N ~
R d o o a O
N r
m m
¢
m m
'c 'c
E C r N N ~
~ ~...
E u
1 r O
~ ~i r~ ~ ri » n
c
0
`
'
o
~
c
V
~
n
i
N
n
m
N
~ a~ ~ E vi n o ~ci
I- C
U
p ° n ° °J
~ o a o
J w c . oo ~6
J a ~
N m N
T
>
N n ~ °n°
~ N tA N
~
p o° U a
~ e U
.
~ >
a
¢
~ >
a
~
~ ¢ m N a m
d
a
o n
0 u
n - o o - o
o ~ t o o t o
(n o 0 0
~ ~ N ~ m ~O ~ N
~ ro V O u
i
N O
F" ~
C7 -
~` Q
~ ~ N N ~ O
~ U ~ o 0
d n
C
..- N
O tU ro co m m
~:~ U ro m ~ m m ~
¢ O o o ~ o o E
U o °D °
,n o
~, m m n
C
L
N
m
U 0
N
m 0
-
C F F
N
~ Oj tV m Q t~ N ~
~ C
- J Q Q
y m
N m ~
d a ~ O V 9 O O 9
Q Q o o a o o a
~ o 0 0 0
et3 E D
o ` 9
~
~o p
LL o
Y ~
~ 8
~ m
~ ~ ~ ~ ~ ~
U V
p ` m
v, U U
~ N
C t~l d
~~ Q U U V U U
0 J J
~
d'
~
0
N
W
~
,
'
'
'
,I~
1
'
III. B. ii. FLOWMASTER PIPE
I CALCULATIONS
~
~
~
~
~
~
~
~
~
' HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By Lundsvom & Associates 1 /28/2004 ~~
'
~
,
,
,
,
,
,
,
i ~
'
0.
~
7
1~ l-y0
i
' U
'
, '
,
~
'
'
'
'
~
U U U U U U
U U
U
U
~
~
~
~
~
~
~
=~ ~
~
~= ~
o a "
"
u "
"
u
~
~
L~
~'
~ c
IL ~ N N m N N N N m U U N N U N
n a a n a a a a n a n n n n
> > > ' ' ' ' > > > > > > >
f/J Ul f/1 N f!1 N(/1 f/1 (/1 fQ f// tll f/1 N
N 1~ I~ C] I~ t0 f~ N ~ N~ 0
~ N
U O
N N V N N N N'- N O
L~~ ~ I~ ~(~ l7 f.- N I~ ~O f~ 1~ Pl
V LL U
v
N
O
W O~ m m A M M N O~ Oi O~ O~ f~
N
m
j p tD f0 O~ tD aD a0 aD ~ f~ Oi
O~ O~
E~vy ~r~ciciad~cJr:~nnoi
~ y~
~ 0
d lD f7 I7 O N O GD ~ 1~
d
~ tD u1 O f0 tq fq ~ ~ W OI O"O O> O
E ~~~.-.-~~oo~~o~
o~
LL Z
V ~, aD T N aD N VI f0 ~ I~ f~ O~ 0~ N O
~ pi
~ N N N N< N N 0~ ~ N O N
y y v o 0 0 0 0 0.- o 0 0 ~ o.-
nW
N
~' ~O
`r N a
o tD
~
~~
N
~
r'
v c
V e
c
~n
i
o
V
o~ v o 0 0 0 0 0 0 0 0 0 0 0 0 0
~
~ ~
N ~ r N N ~
a
m
°
n M
~
p~ i
f~ a
0
O
i
O
m
N fV tV N M M N~- t~ < O Ol Q N
m -
>
'~' n~ c0 O~ Oi t0 1~ N ~ O> O N N O~ t~ O~
~ o~ o 0 0 0 0 0 0 0~ o 0
_°~ $ o 0 0 0 0 0 0 0 0 0 0 0 0
UN'" o0000000000000
N c~ c~ a a m m c~ rn~n a o m m
N=~ N N tf) (V m I~ N aD O I~ N Oi Oi aD
N a a N V I~
t~ N h
~LLa ~
N ~ N N
a
n~
:~ a~ m~ n n
~' m m r'
°i'
~ c
i
i
o
Qx dddddd~oddodo
U
r
n o 0 0 0 0 0 0 0 0 0 0 0 0 0
000000
«~
°'~ o0000000
0 0 0
F
3v o 0 0 0 0 0 0 0 0 0 0
~nvm~nm~~mmm~nc~+i'
~
- N N N N
~~
dEx .
t0 N N tD N~
q O ~ O~- ~(~ O ~ tV N~- N(V
3a
o .- o a ~ cv cv n o a m M v m r
m;~ o 0 0 0 0 0 ~ o 0 0.- o 0 0
lLQ"'
N f~ c0 < f~ N O N o~ O O W t0 O N
rn .~ o o ~ m~o m o m v rn m r<
tp N O O ~ O O O W O ~('1 ~tI ~ M C]
L "'
N v
0
~ O O O O O O O O O O O O O O
~N .-. (O OD 00 c0 (V ' N m ^ c0 CV tV fD (V
N
`
O
L (~J
N O~ N m N O ~ 1() f~ m O r r
N
~
.
. O O O O O O ~ O O O O O O O
0
~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0
°
a.. o000000000000
ro o~ o 0 0 0 0 0 0 0 0 0 0 0 0 0
in~- o 0 0 0 0 0 0 0 0 0 0 0 0 0
V
yc ooMOm~cooMmcne~mai
c ~
' o 0 0 0 0 0 0 0 0 0 0 0 0 0
~ ~ o 0 0 0 0 0 0 0 0 0 0 0 0 0
m
~U
C
J
~
~ ~ N~ S Y X Y N t7 ~ N f7 N
~ ~ ~ 'i [0 ~ -~ W f~ ~ > m "') ~ ~
0 0 0 0 0 0 0 0 0 0 0 0 0 0
~ t+l N ~ N t~ v I~ ~ N Pl v N tQ
Q Q Q f0 m IO DO m~-i ~~~~
°~~
N O
~ 1~ 0
~om
¢~a
>
~ ~
~ ~
~ ~
~ 3
~ O
C LL
~
C
W$~
&
a`
0
~
n
n
0
N
+
Q
N
7
m
O
~
~
~u ~
p 0
~3
~
E b
0 0
¢
ca
3~
0
m
~
c
v
O
L
E
N
N
N
N
S
0
E
~
~
~
~~
G N
O O
m g
Z~
N
~ N O
'
'
'
'
'
,
~
~
~
~
~
~
~
~
~
~
~
~
'
III. B. ii. FLOWMASTER STREET
CALCULATIONS
HYDRAULIC & HYDROLOGIC STUDY FOR TRACT NO. 32170
By LundsVOm & Associates
1 /28/2004 ~L~
Q ~ o
N
Q=~
8 j
N}
O
8
0
N}
O
g
~i
~
8
~
O
cCm
jOa
¢ >
m d
= m
~~
~ 3
v o
c LL
~
C
W
~
O
a`
M
N
N
n
O
N
•
N
~
m
0
n
~
0
~
~r
~
~
~3
.n
E ~
0 0
~i ¢
a a
c ~p
j N
Y
O
m
n
~
U
C
8
~
0}
O
N
V
O
N
~
U
F
N
N
A
~
0
a
N
~
m
O
a
C ~ ~
ip O a
~p t LL y
W U m ~
Z ~ C d
C
Y d A L
~ ~ f U
c
m
m
L ~ ~ IL
N W p ~
L
O O d p
3LLf~n
N
~
O
m
~
~ y
X U
t~ OQ N O N
O N Oi O tV
O O
o y
m
°' 'm
~ w m~
U ° ~ 10
y N ~ ¢ ~
W N (O O
C A 0 > U
N L 10 N M
fo3w'o
8
~
0}
O
~o
0
N~~q
O~ ~
~
ma
~a
o p
~ <V
~ O
~
~/~ $g
~ 7/ O O
~i
10 YR STREET CROSS SECTION
Worksheet for Irregular Channel
Project Description
Worksheet 10 YH NE 6
Flow Element Irtegular Chani
Methotl Manning's Fort
Solve For Channel DeptY
Inpui Data
Channel Slc 005000 ft/ft
Discharge 222 cfs
Options
Current Roughness Methc rved Lotters Method
Open Channel Weiqhting rved lotters Method
Closed Channel Weightin~ Horton's Method
Results
Mannings Coefficiei 0.013
Water Surface Elev. 9.23 ft
Elevation Range .94 to 10.10
Flow Area 12 riT
Wetted Perimeter 10.74 ft
Top Width 10.51 ft
Actuai Depth 0.29 ft
Critical Elevation 8.94 ft
Critical Slope 0.000000 fUft
Velocity 1.86 fUs
Velocity Head 0.05 ft
Specific Energy 9.29 ft
Froude Number 0.98
Flow Type Subcritical
Roughness Segments
Start End Mannings
Station Station CoeNicient
-0+00.50 0+24.50 0.013
Natural Channel Points
Station Elevation
(n) (h)
-o+oo.so io.~o
o+oo.oo io.oo
0+00.13 9.50
0+2t.87 9.06
0+23.87 8.94
0+24.00 9.44
0+24.50 9.54
' ~\
Project Engineer: Jeff2y R Lundstrom
o:~.'iW-58Viydro~street.fm2 . Wndstrom & Associates FlowMaster v7.0 [7.0005]
O7/28/04 02:49:11 PM m Haestad Methods, Inc. 37 Brooksitle Road WaterEury, CT 06708 USA +1-203-755-1666 Page 7 of 1