HomeMy WebLinkAboutCalvary Chapel HispanoJ.N.: 0806 C 547
LAMDA ENGINEERING AND DEVELOPMENT
28364 Vincent Moraga Drive, Suite "J ", Temecula CA 92590
(951) 676 -7688, (951) 676 -7288 fax
lamdadev @ yahoo.com
LAMDADEV.COM
PROJECT: Site Hydrology Hydraulic Report
PM 17614, CUP 04 -031
LOCATION: Merrill Avenue, Fontana
OWNER: Calvary Chapel Hispano
CLIENT: Calvary Chapel Hispano
REVISIONS:
Rev of 9/10/07 Parkway drain to street updated with
revised Mannings coeff. Only
Preliminary Hydrology and Hydraulic Study
For Calvary Chapel Hispano PM 17614, CUP 03 -4 -031
Merrill Ave. Fontana
Job No.: 0806 C 547 June 10, 2007
INTRODUCTION:
This office has been retained by Calvary Chapel Hispano
to prepare a Hydrology and Hydraulic Report to
determine the site's tributary flows to the referenced
property and to size the on site culverts to handle
said flows as they traverse the site.
EXISTING CONDITION of the DRAINAGE BASIN:
The drainage basin studied is approximately 3.95 acres,
2.22 Acres are off site and come into the subject
property on the north side, the soils classification of
the basin is A, according to the San Bernardino County
Hydrology Map, the land is flat and drains to Merrill
Ave.
In general the area is residential.
PROPOSED CONDITION:
The development consists of the construction of new
class rooms and the addition to an existing sanctuary
building, this project includes the construction of
parking areas and walkways, as well as landscaped areas
this will require the grading of slopes and swales to
direct the drainage flows away from the new buildings,
Y
the development grading plans were prepared by this
office.
All flows will be routed through a series of
"StormTreat" devices to treat the water for pollutants,
then flows will spill over a parkway drain to the
street, where flows have gone historically.
No alteration of existing flow patterns is proposed,
per the development plans. No substantial negative
impact by on -site flows unto adjacent down stream
properties is expected due to this development.
Page 1
Preliminary Hydrology and Hydraulic Study
For Calvary Chapel Hispano PM 17614, CUP 03 -4 -031
Merrill Ave. Fontana
Job No.: 0806 C 547 June 10, 2007
Since the Off -Site basin tributary is larger that the
site, the flows generated off site are considerably
larger that the ones generated, the design approach
will be that off site flows will be allowed to traverse
the site on the surface mainly on the driveway.
It should be the responsibility of the upstream
developers to design systems that will minimize the
drainage impacts onto this property, flows upstream
should be clean and should be treated for water
pollutants upstream by upstream land owners.
HYDROLOGY:
Using the County of San Bernardino Hydrology Manual,
and implementing the Rational Method Hydrology for
drainage areas smaller than 640 acres, this office has
developed calculations to determine the existing run-
off. All charts and tables used are attached for
review hereon on Appendix A.
HYDRAULIC ANALISYS:
With the calculated 25 year frequency flows we have
sized the culverts as required the computer
calculations and charts used to verify storm flow
velocities and depths of flow are shown attached for
review on Appendix B.
Thank you for the opportunity to be of service, if you have any questions or
comments regarding this matter please do not hesitate to contact this office at
your earliest convenience.
p PROFEgs
Sincer4ly � ec,1 44,
Hecto "A. L. ra, lo N 0 L-0493 z .
Principal * X p . 9 - 30.2
Page 2 c n 9�<c o 0 /V Ii
P
CAtIF4C1/4
i i
1111111111111111111
I ... .
CL
, / 4 , ,
[ I : 4 2 i1• :-. . - 4 ,- .At . ',- .It'i: . • ,i • ..7 2
.sfiL4 • y -. 1 .;.. ,:;'.)e.%. ..' ;.... / .'fr' . ( ,:, , .1 A • .;:... 1 ; 1 1-40,7 '1 r 'A. ■ .. r :'.'"'- ij'§'-::,- I . - • . „
0-
0 CD .... .1•• g ,..,'/.- . ,,,...., -504 ,., • • \: . 7_, 7 1 ,..c..3•\ . ' ,,, J. . 0 ;/ ik J 4 t g41 mi .1. k ...1....' M
I c ■•' i 1 ...i7/... /-- ,,(14 t g...' N'i..! • ', '' , ' ., .4 r .., .,..-. r-i ,- ,• : - 4 !, ... _ -• ._.1- 1 I ,• - ,
&
(N , ' ' A „'..ir( ./),. ,$' ,;- . ,... : . .' A i '!.. ,:„, i i ,.. : ,.. .i '• li 1 ', ''''...',11..1-,7:41' 11 ''' '', . '
• . „tr. f),...,,i7y ,, '...S *1 • ) p j • ,.,.,
0
,,, - - f i. le' 3 " J' IE a ''';''-- ; -
0 el - 1/ • •'" ...• - ,',.,...,'• ; ,Ji tkr ,4, ,f ', ..,■‘‘,/- / " ', , ' 1 - , ' — - .i 7 H'■ 7 ',' 1 ‘'i I' '■ -- 1, ''' .• , 7- .., P 1 ...c:tiC
4-3 0 0
Yr• ■ 17.:•;;;10,!,•.,,'V161144. f,",:: ;#.;-,:-', ..",,' \ - /' _, ' . ' • ....!i4k.• a- -•:''hN' risr, r .. :' ...,. i'..,!.
0
U2 r-I
: ' /4% - :‘ ,- -V:' , x i \r',....5i-t'i 7•. • ''''';• ' ' ' '.- .,\ • F., , ,,. ,...- —,-. •:,,) ..... ; ii ,, .. i 1 ,?, if rA ill . 4 , „ 0 L
111 t ter ,.... , , 1;. ,:,,. , `...i j4 4. p ....._ . , 1 , , , ! . , ' ' d.-17 2 ,,,,_,... : ::• , i• ' re! ( ' l Ar '''' J:ii ';'■;';i1" 0)
i' .. i: ' ' .' —; :,. ' ,',‘.' .0,kr.t' .,, , • 1; • ..; It.
' ' 'Y 7 "'; '+'''''''''lit' ).'.- 0" . ,- ",-*').t- . . ,, ,.. r r .--- ,...,,-,,.., p.:1 ?" 4 . , • . , . is., ,, c.)
_
•rl C.)
t., L J , 1 '',....•,j 74. $ - I.- ...:. --: .11
I ..1•Vr„,',tr,i :' 0' ';‘ ?..r '-' ':3 v 44'' , Q., 1 __ ,;':::: 1 , . • '', . ',..--..,.- / ■ -- .:,-,--,,- ,,-,- ) 16 - - . ' ', .- ' . • • • 't ' , • (.7
r-I o t„ •221 . A .. „ „- :,,,r-F .:,,..., . . - 114 . , , ,‘ . , , , z ,--€.4 , . ; - .,..,----:,, .4i', - • !, ..:. , .*,.. ,.... -4.,.. .6., r-•-, 0
1- D
,:'; .• A $ .:r... , .. t 0 . # .1 ,,,,• -J
0 . jr .,e , •,) k ).4 ' .■It',. '. i 17 V,,''5.,:t • , -. 5 ,, , ., \ ,
' • ''' ' '';',44 . 1N Vsr!..` i•'.f . Ot't 1 . / '..• '' •-",'",',,, .N ' I • 7' l', i'- 7 . - . ie., .7„.,....,,-.. 4 r_ , i
0
Vii '4 (El
. '1 4! 'g'.'jt t`l'ei! ' '''' 4 . • 4e,' , Ofp.(,-,F1‘1 i '' ' ' I': :' .'. : - '-- '' . --; - ' 1 .:1 '-'-' "I ' I I - i I '-.. .. ' \ - ' : i * --':''' 1.0 1 . ' (r
$-1 1-1 0 'fi ' 'V r ,,i,,/..e .-:. . . jd ,,,,{ I S AL , ii ' I, ,1{13,' AX . , ....,% - ■ ' , ' . . •, -:. )1 / , ' • • I''. '•' Iji 1 . e' '...:••,... 1 " ..; '' - . CI
Ti tr ni '.4),Pr‘i:11., /,, ...I, .i 'P ' : ' W fi4,7••sik:. t... •,'''", ■ -
M >i rs 4j #,LT . 4. .1 l -;:,..:roi ',....,: . 4,,,7:7, ..i. ,4?„,-,....-,--4 , , ,.... , % . •••• ..i," -. , • r '-.1 IN- . 0:-.--,...:•.1.44 .- >-.
1-1 0 T-'4., --. ( S.., .1., r li , A; '. .-'.'''. ----- ..t. _ ' Sit s N / P ' * '','''' . ' t - , ( 7C-i l ;?,i'- 7:ii 1+1 5 1
' ...Wfr • .. • Wi '. .k1.4•T. • , *..,.■.' . 1 " ' f ./.'• :4 .. le'l '‘. 1 41/4 i , '' , ;*.-. ..... • 1 f ll'yr ,' i. . , ' 1 " t ' 1 . - 1 4 4'.
..',. ya '... (1 • .').,..;. .e o; ;.., ,, .A.,,, s 4._,Tpy. I 7 . ., , . .,,i ‘...., '`.--....,11L I "' 1 .. ' ■ 124.4 ..,:, A" , '....24,..i,_ v...N
0
- c, Z 4 .1 k.,.. '.) l' ' : ''' . ' ( Vt • it . g 'Ir:r.; . .i . ''''''' ' '.•
• "" 1., ‘ ' " • 5
0 al 1 pl .. ' ,.„ - ..', ii. g..,. it ,,,. - ,,, , .. . . -', ' ' 4 ' ','' '-' It I ••‘‘ 4.: qiiiiiiik .•' , , . ,. /,f . ..
N
RI . ,,,; • d.. ,, 7 .) , \k,. oi....K0,,,,i. ),-,.. , . . ,' • , ',
• ,,, • 1,, ,,,,, • 1 . ...•• - •
. -, , ,(0, r .....4:••. 1
°'k..•••., ' 'il'I , ,, - -,:,•:- • tvol N 74 ' ' • ,ir .... 1 , 4 .zi ' . .ilivi,'... •.,•-.4 ......
„,
w ixt- .' -1 4.,4i.:064, '''...: . ‘..,-,:'..4",-, ,d., .. .... • ,1 ' ,.
Xr.■,:.7,/,'1 i s .71 ).' . rj(k.'-it. : ot;::*-,... . I, N ^ - ' . ,''' r .--,--- .7 - ;Z.'''. i. 1 - , ' ' -
af 4 in'i',• V. !'''' • i'• ' 1 . • C1 ''' ''1'1),'%•••■ flital, ••• 1 ;1 %. .' ''• •, • •• •1 . • L '.•'' .'• ; '-••,''V ' I .. ' ' i ' : hi .
02
o 0., . igw '.',q , ..'4 , 11, , ” .. . ' , ,,te.??2 .•,_) ''' 1 1. , , , ....r ' ,' 4:::‘ 14.44.41 ..:--, .2, ,, --- ?t , - ; ',(, h i .., I
,-1 Cn r-I ,,,A's 7.: --• N,vil„ rt - 1,' ,, ,;;;S,' , $ , .'40'ie.L',' ,,• ' Rid,: 7, , . . \ , ). r ,i J . , ,,,,N , . ,,, . -...,, id . 11 (:, I NI •'''. I I fa
$4 M
• rl ' • ) .. It -14 1,7 • :;,91',- . ' .. ...P.- .. •• • •-“It-1. . . , - 7 '17 t T • '
. ,y) v... Pa .,, 4. l o w - w•-. 4 , 4 , , :-.k / .., •R , k • L 1 ' . ' ■ 1 , ) .,1 !, S i ! i i.. 44 1 ' , *s .,'"'■ ',; ' ; . 1 ti I 0
TS f..1 .. '" , l't•I , ,t -4 4'."..v. - .•• , 1./ ' , pl. • , . I ,, , 1 . . t - , t • .' , IA. Yt ''''' ' ' ' ' ' 1 V.
>1 1 p - 4 i'e ,-,. .q.'0 , 46"eite , ., ti ''' . t:.1 -. . -: '1 ■ i . . , . . ' q; . v.; : • ' “" . ^ - , • . i -
1 ..:',.`-, ■rf '; . :'. ; Alrn.,?0/. - Millil;'.AA,-..-44 . 1 ‘ " Alt‘ ... ,, 1 i . t' \ .., " ;, .",- . 11. .,, .
x a) w
,,,....,, 0. . 44„..11 ., . ■
1 . . ' • i,' r .' 2. I ' ig
04 Z '1,';',4=1:;.' ,4;/.),.‘7C,..106iniefAhrt,'AWYVA' .0 .14 „A'‘...4..1. 1 I.... ' '. . . .. - ' 41 --r• 4 ' l
I
r -
1 ._,Cd i)114-.ts,,L '. '.;; ; ;; , ' . . ' 1';W , ....it. , '' . *- 1 ;;.41.4)"1' . .. `'..1 ,'-: .ii `,.: . . , ‘, ; ... '. .. ' ', -- 16 ; i ; s --' ''1 ';''' . ''''.." - . ' ■ ' I"
LO .6'..4t;;1i,1';"14*. ` : 1'.... • ' '1 ;' . ,. i ,,i ,
.74. , . ,, Ti.Ve ':':',' , e''' , " i',. LL.:_'...i,,L.,.: 1 i , ....--: 1 -, 4 '-; 'i . ; 'L, ' ! t 'a
1
,.;-. --, —4,1-- . , .-.. , - ; ,_.4-1. , • ,,:. --7) „ ,,—.
', ,, P. i ■ '. ; . : , .. " - . 4 14'; ''' • • 11 fa
, .1, k .,t .. r . Vt• ..,,,..„; ; ..• ,, .. , , I .: „ ! , • : I ‘, , ,...., ... k , • *I ; L.I
*IA 1 id ‘0 !..;•',',1*:,,, 4 • 11;. A .." 4kil ' 3 '.
' ' '04...4.4'51 , :,, 3 '.:.•. 1 ,.'tc,, 7,, i., '' '.1,• '', :7 ,,;•!:' .• ,'", 111,4,,,J1 7 1 c.: : .. i",!'"...P1) ' ' : ' ''', i 1 ,_' , • n ,".-4.$, I ki
`-,:' ..
f• , rr.,..
1 $4 03 0 - a, - ;, , ,„tre . ... ; ,,- , ,...,;;.y....-i,„:., L ':-. , NI,N., ,..,, .),,.4,,,,,, . ri , . :_ , - ,4 •.,•,,, ..,.., : . ni ..: I ,. . 1 , , , . i•
1 ,,"•,'...' 4 olt '.: 1 -. 4 •'' -. : :..ii• •' F. . %tri „ +,-, • .. l ,,;-." -- f ..;'• - .. ,,,,, ,,,, „..- g
al c....) • • ", ..=,, , . iT -,, , . /.."/' . , k. , • ., r - '''.t 1 .1 'C.'s:4 , A " l!'. ' • k '. 7' e @
• r ' 1- '''''i.4 . ''.!;‹,0 ( ".1 1 r ,C fl Ws! '''' ' ' .' 4 - . ' • '; l• ' ‘. • 4. 4 1'-' ''' t '4 ''' : - ' . ' ' "1 4. ' A
‘,I 0 t' 7 1''' - - . ''' 71, • • 't t..-14 ...I' • '•„z '', f.-. 0. „e ,. , , , , ,, - , , ..% ,.-4.- -,. , r , - , . ,..4 nk f, '
., ,...,* ,,:'' „"„.:..v,, . '. ;-„Ii .." , W ' ;:.': ' .' %.' ' • [ill [ il' ., , . ',.., Iv, ',:, /' eik . - ••• •:', 4 'If % ' - -.- . ) ' N :-,•
0 Z L:,1 ?
4;;;«,:-.' ,- 5 ,,. .',:' , 4' ''':itsz -.; - i.... .., -,.3‘37:-.4. w., ,-...,--. L--, •• ,fr: ,-- L -1 ■• .4 ili 1 .P ,. It . . ,
. 0
1-3
Preliminary Hydrology and Hydraulic Study
For Calvary Chapel Hispano PM 17614, CUP 03 -4 -031
Merrill Ave. Fontana
Job No.: 0806 C 547 June 10, 2007
Tc
L 100
1000 90
900 80
900 70
..
c 400
350
0
5 3w
250
J
LIMITATIONS
1. Maxinwm length - K)00 Feet
2. Maximus am - 10 Acres
o.
H
e
Good Cover
25 UndevebW c 1.
C Fair Cover e
s
E UndevNo%d 0 c 3 �Zl
20 Poor Cover t g = /
19
18 Single F
►-
17 (5-70
16 qq�r�n1�r
I5 C(Pav
0 14
13
12 �Zl
II /
10
•
0
L N- -7t K
-N -'W
Pi DavNoDment
ISO 9 80- Apartwent
75- Mobile Nome
e 65- Condominium
60 - Single FamFiy-5,000 ft Lot
7 40- Single Familly-1 /4 Acre Lot
20 Single Fomily -I Acre Lot
s 10 - Single FamNy- 21/2 Aare Lot
100 EXAMPLE
5 (1) L- 550' H -5.d, K ■S1001e Fadb (5-7 DUAC)
Develop o, Tc-12.6 min.
4 (2) L- 55d, He 5A� K- Commercial
Development, Tc•9T min.
SAN BERNARDINO COUNTY TIME OF CONCE
NOMOGRA
HYDROLOGY MANUAL FOR INITIAL S
TC
(MO
6--
7
6
9 D
10
II
12 3
b
14
13
16
17
18 j'
19
20 -�
0
23
0
30
35
40
a
D-4
0 5
50 s
g o
so so
fi) a
to
a f
35 0
0 e
a
g K
K p
p •
• !
!�)
30 U
Undevebped
19
18 Single F
►-
17 (5-70
16 qq�r�n1�r
I5 C(Pav
0 14
13
12 �Zl
II /
10
•
0
L N- -7t K
-N -'W
Pi DavNoDment
ISO 9 80- Apartwent
75- Mobile Nome
e 65- Condominium
60 - Single FamFiy-5,000 ft Lot
7 40- Single Familly-1 /4 Acre Lot
20 Single Fomily -I Acre Lot
s 10 - Single FamNy- 21/2 Aare Lot
100 EXAMPLE
5 (1) L- 550' H -5.d, K ■S1001e Fadb (5-7 DUAC)
Develop o, Tc-12.6 min.
4 (2) L- 55d, He 5A� K- Commercial
Development, Tc•9T min.
SAN BERNARDINO COUNTY TIME OF CONCE
NOMOGRA
HYDROLOGY MANUAL FOR INITIAL S
TC
(MO
6--
7
6
9 D
10
II
12 3
b
14
13
16
17
18 j'
19
20 -�
0
23
0
30
35
40
a
D-4
TC
(MO
6--
7
6
9 D
10
II
12 3
b
14
13
16
17
18 j'
19
20 -�
0
23
0
30
35
40
a
D-4
Preliminary Hydrology
For Calvary Chapel Hispano
Merrill Ave
Job No.: 0806 C 547
and Hydraulic Study
PM 17614, CUP 03 -4 -031
Fontana
June 10, 2007
- -- - - - -- - -- o
Preliminary Hydrology
For Calvary Chapel Hispano
Merrill Ave.
Job No.: 0806 C 547
and Hydraulic Study
PM 17614, CUP 03 -4 -031
Fontana
June 10, 2007
Preliminary Hydrology
For Calvary Chapel Hispano
Merrill Ave.
Job No.: 0806 C 547
and Hydraulic Study
PM 17614, CUP 03 -4 -031
Fontana
June 10, 2007
Preliminary Hydrology and Hydraulic Study
For Calvary Chapel Hispano PM 17614, CUP 03 -4 -031
Merrill Ave. Fontana
Job No.: 0806 C 547 June 10, 2007
RAIWALL E. VERSUS
9 E ff I = r= 1
ER
2i
awl .411' F!!N
-- - ---------
...........
INYIO
Preliminary Hydrology and Hydraulic Study
For Calvary Chapel Hispano PM 17614, CUP 03 -4 -031
Merrill Ave. Fontana
Job No.: 0806 C 547 June 10, 2007
TABLE C.2. Fm (in /hr) VALUES
FOR TYPICAL COVER TYPES
SOIL GROUP
COVER TYPE
A
A
B
C
D
NATURAL:
Barren
1.0
0.41
0.27
0.18
0.14
Row Crops (good)
1.0
0.59
0.41
0.29
0.22
Grass (fair)
1.0
0.82
0.56
0.40
0.31
Orchards (fair)
1.0
0.88
0.62
0.43
0.34
Woodland (fair)
1.0
0.95
0.69
0.50
0.40
URBAN:
Residential (1 DU /AC)
0.80
0.78
0.60
0.45
0.37
{
Residential (2 DU/AC)
0.70
0.68
0.53
0.39
0.32
Residential (4 DU /AC)
0.60
0.58
0.45
0.34
0.28
Residential (10 DU /AC)
0.40
0.39
0.30
0.22
0.18
Condominium
0.35
0.34
0.26
0.20
0.16
Mobile Home Park
0.25
0.24
0.19
0.14
0.12
Apartments
0.20
0.19
0.15
0.11
0.09
Commercial /Industrial
0.10
0.10
0.08
0.06
0.05
NOTES:
(1) Recommended a values from Figure C -4
(2) AMC II assumed for all Fm values
(3) CN values obtained from Figure C -3
(4) DU /AC= dwelling unit per acre
C -16
Rational Method Hydrology Tc: time of concentration from Fig. D -1 in minutes
County of San Bernardino I: Intencity from Intencity Duration curve
Job file: 0806 c 547 Fm: max loss rate from table C -2
Job Address Calvary Chapel Hispano, Merril Avenue city of Fontana
Soils Type: per plan Date: 2/25/2007
Storm Frequency: 10YR
Development cond: DEVELOPED C Q Q
Node Area Design. In Acres Tc 1 Fm I-Fm 0.9 *C *A Acum
Matt
1
soils type A A -1 2.07 7.0 3.40 0.1 3.30 6.15
2 2.07 6.15
soils type A A -2 0.34 7.0 3.40 0.1 3.30 1.01
3 2.41 7,16
soils type A A -3 0.19 7.0 3.40 0.1 3.30 0.56
4 2.60 7.72
soils type A A-4 0.37 7.0 3.40 0.1 3.30 1.10
5 2.97 8.82
soils type A A -5 0.06 7.0 3.40 0.1 3.30 0.18
6 3.03 9.00
soils type A A-6 0.68 7.0 3.40 0.1 3.30 2.02
7 3.71 11.02
soils type A A -7 offsite 5.62 7.0 3.40 0.1 3.30 16.69
8 9 27.71
Storm Frequency: 25YR
Development cond: DEVELOPED C Q Q
N1de Area Deslon. In Acres Tc I Fm 1-Ff 0.9 *C *A Acwn
Areas A
1
soils type A A -1 2.07 7.0 4.00 0.1 3.90 7.27
2 2.07 7.27
soils type A A -2 0.34 7.0 4.00 0.1 3.90 1.19
3 2.41 8.46
soils type A A-3 0.19 7.0 4.00 0.1 3.90 0.67
4 2.60 9.13
soils type A A-4 0.37 7.0 4.00 0.1 3.90 1.30
5 2 10.42
soils type A A -5 0.06 7.0 4.00 0.1 3.90 0.21
6 3.03 10.64
soils type A A-6 0.68 7.0 4.00 0.1 3.90 2.39
7 3.71 13.02
soils type A A -7 offsite 5.62 7.0 4.00 0.1 3.90 19.73
8 9.33 32.75
.I
Rational Method Hydrology Tc: time of concentration from Fig. D -1 in minutes
County of San Bernardino I: Intencity from Intencity Duration curve
Job file: 0806 c 547 Fm: max loss rate from table C -2
Job Address Calvary Chapel Hispano, Merril Avenue city of Fontana
Soils Type: per plan Date: 2/2512007
Storm Frequency: 100YR
Development cond: DEVELOPED C 0 0
Node Area Design. In Acres Tc I Fm lfm 0.9 *C *A Acorn
Areas A
1
soils type A A -1 2.07 7.0 5.00 0.1 4.90 9.13
2 2.07 9.13
soils type A A -2 0.34 7.0 5.00 0.1 4.90 1.50
3 2.41 10.63
soils type A A-3 0.19 7.0 5.00 0.1 4.90 0.84
4 2 11.47
soils type A A-4 0.37 7.0 5.00 0.1 4.90 1.63
5 2.97 13.10
soils type A A-5 0.06 7.0 5.00 0.1 4.90 0.26
6 3.03 13.36
soils type A A-6 0.68 7.0 5.00 0.1 4.90 3.00
7 3.71 16.36
soils type A A -7 offsite 5.62 7.0 5.00 0.1 4.90 24.78
8 9 41 .15
Preliminary Hydrology
For Calvary Chapel Hispano
Merrill Ave
Job No.: 0806 C 547
and Hydraulic Study
PM 17614, CUP 03 -4 -031
Fontana
June 10, 2007
Appendix "B"
Hydraulic
analysis
parkway drain to street
Worksheet for Rectangular Channel
Project Description
2.66
Project File
c: \haestad \academic \fmw\calvfont.fm2
Worksheet
parkway drain to street
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
2.66
Mannings Coefficient
0.013
Channel Slope
0.030000 ft/ft
Depth
0.30 ft
Bottom Width
1.29 ft
Results
Discharge
2.66
cfs
Flow Area
0.39
ft 2
Wetted Perimeter
1.89
ft
Top Width
1.29
ft
Critical Depth
0.51
ft
Critical Slope
0.006701 ft/ft
Velocity
6.88
ft/s
Velocity Head
0.74
ft
Specific Energy
1.04
ft
Froude Number
2.21
Flow is supercritical.
Pipe 3- 4 -5 -6 -7
Worksheet for Circular Channel
Project Description
Project File
c:\haestad \academic \fmw\calvfont.fm2
Worksheet
Pipe 34-5 -6 -7
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Mannings Coefficient
0.009
Channel Slope
0.005000 ft/ft
Depth
1.50
It
Diameter
18.00
in
Results
Discharge
10.73
cfs
Flow Area
1.77
ft 2
Wetted Perimeter
4.71
ft
Top Width
0.37e -7
It
Critical Depth
1.26
ft
Percent Full
100.00
Critical Slope
0.004814
ft/ft
Velocity
6.07
ft/s
Velocity Head
0.57
ft
Specific Energy
2.07
ft
Froude Number
0.15e -3
Maximum Discharge
11.54
cfs
Full Flow Capacity
10.73
cfs
Full Flow Slope
0.005000
ft/ft
Flow is subcritical.
Pipe 7 -71
Worksheet for Circular Channel
Project Description
Project File
c: \haestad \academic \fmw\calvfont.fm2
Worksheet
Pipe 7 -71
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Mannings Coefficient
0.009
Channel Slope
0.010000 Rift
Depth
1.00
ft
Diameter
12.00
in
Results
Discharge
5.15
cfs
Flow Area
0.79
ft 2
Wetted Perimeter
3.14
ft
Top Width
0.3e -7
ft
Critical Depth
0.92
ft
Percent Full
100.00
Critical Slope
0.008666 ft/ft
Velocity
6.55
ft/s
Velocity Head
0.67
ft
Specific Energy
1.67
ft
Froude Number
0.23e -3
Maximum Discharge
5.54
cfs
Full Flow Capacity
5.15
cfs
Full Flow Slope
0.010000 ft/ft
Flow is subcritical.
Merrill Cross section Q100
Worksheet for Irregular Channel
Project Description
Project File
c:\haestad \academic \fmw \calvfont.fm
Worksheet
ON THE DRWY
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Input Data
Channel Slope
0.002900 ft/ft
Elevation range: 209.60 ft to 210.65 ft.
Station (ft)
Elevation (ft) Start Station
0.00
210.65 0.00
12.00
210.41
12.00
209.74
13.50
209.87
44.00
210.55
76.00
209.60
76.00
210.27
88.00
210.51
Discharge
41.15 cfs
Results
Wtd. Mannings Coefficient
0.013
Water Surface Elevation
210.34
ft
Flow Area
15.27
ft 2
Wetted Perimeter
52.73
ft
Top Width
51.43
ft
Height
0.74
ft
Critical Depth
210.31
ft
Critical Slope
0.003861 ft/ft
Velocity
2.69
ft/s
Velocity Head
0.11
ft
Specific Energy
210.46
ft
Froude Number
0.87
Flow is subcritical.
Flow is divided.
End Station Roughness
88.00 0.013
STREET CROSS SECT
Cross Section for Irregular Channel
Project Description
Project File
c:\ haestad \academic\fmw\calvfont.fm2
Worksheet
ON THE DRWY
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Water Elevation
Section Data
Wtd. Mannings Coefficient 0.013
Channel Slope 0.002900 ft/ft
Water Surface Elevation 210.34 ft
Discharge 41.15 c fs
210.
6
210.
4
C
.2 210.2
N
N
W
210.
209.
�TeT'f"
77 77
;7
O
8
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0
Station (ft)