HomeMy WebLinkAboutEA 09-07; Coastal Rail Trail Reach 1; Administrative Permits (ADMIN) (4)Coastal Rail Trail Reach 1 lm provements
Project No. 3455
Hydrology and Hydraulics Report
September 17, 2012
Prepared for:
CITY OF CARLSBAD
1635 Faraday Avenue
Carlsbad; CA 92008
CONTACT: Jon Schauble
Prepared by:
Contact Person:
Katharine Maker, P.E.
RBF JN 55-100827
RBF CONSULTING
5050 Avenida Encinas, Suite 260
Carlsbad, CA 92008
760.476.9193
Table of Contents
1 Introduction and Purpose ....................................................................................... 1
1.1 Background and Project Description .............................................................. 1
1.2 Existing Drainage Patterns ............................................................................. 1
1.3 Proposed Drainage Patterns ........................................................................... 2
1.4 Study Goals .................................................................................................... 3
2 Rational Hydrology ................................................................................................. 4
3 Pipe Hydraulics ...................................................................................................... 5
4 Inlet Hydraulics ....................................................................................................... 5
4 Conclusions ............................................................................................................ 6
List of Figures
Figure 1 -Vicinity Map ..................................................................................................... 3
List of Tables
Table 4-1
Table 4-2
Table 4-3
Runoff Summary for Pre-Improvement 100-Year Rational Event
Runoff Summary for Post-Improvement 100-Year Rational Event
Runoff Summary for Post-Improvement 10-Year Rational Event
Technical Appendices
Appendix A-Pre-Improvement Hydrology
Appendix B -Post-Improvement Hydrology
Appendix C -100-Year and 10-Year Hydraflow Models
Appendix D -10 Year Inlet Sizing Calculations
Coastal Rail Trail Reach 1 Improvements
Hydrology and Hydraulics Report
A I
1 Introduction and Purpose
1.1 Background and Project Description
The project is located along State Street and Carlsbad Boulevard/Coast Highway, from
Eaton Street, in the City of Oceanside, to just south of the State Street and Carlsbad
Boulevard intersection, in the City of Carlsbad, CA. The project continues down State
Street to Oak Avenue, however there are no hard improvements proposed within this
segment. Figure 1.1 provides a location map for the project.
The County-wide Coastal Rail Trail project proposes a non-motorized trail, primarily
within the San Diego Northern Railroad (SDNR) right-of-way (RNV). The trail includes
segments of 8' wide multi-use Class I paved paths, 5' wide Class II bike lanes, and
Class Ill bike routes within existing roadways. The Class I pathway will reflect a linear
park and will include such amenities that will enhance the pathway. These may include
landscaping, permanent storm water treatment systems, irrigation, fencing, public art,
park furniture, trash containers, lighting, water fountains, bicycle racks, and sign kiosks.
The Reach 1 portion of the Coastal Rail Trail through the City of Carlsbad begins at
Eaton Street in the City of Oceanside and extends south to the State Street and
Carlsbad Boulevard intersection. The trail continues along State Street to Oak Avenue,
where the trail accesses the eastern edge of the railroad right-of-way.
Existing site conditions for Carlsbad Boulevard include paved 4-lane asphalt streets.
There is existing curb, gutter, and sidewalk along the roadway north of the Buena Vista
Lagoon. There is no existing curb, gutter, or sidewalk along the roadway south of the
Buena Vista Lagoon, having dirt shoulders on either side of the pavement. Vertical
slopes range from 0.5-5.5% north of the lagoon and 0.5-7.5% south of the lagoon.
Existing site conditions for State Street include paved 2-lane asphalt streets, with street
parking on either side. There is curb, gutter, and sidewalk along the entirety of the
roadway on either side, including existing curb inlets where necessary. Vertical slopes
range from 2-5.5%.
The improvements include the construction of a 1 0' Class I bike path, Class II bike lanes,
Class Ill bike routes. A roundabout is proposed at the State Street and Carlsbad
Boulevard intersection.
Construction activities, which will effectively convey runoff through the site, include
landscaping, curb and gutters, storm drain inlets, underground storm drain pipes, and
vegetated strips. Ultimately, all site runoff will be treated by one of more BMPs before
entering Buena Vista Lagoon or the Pacific Ocean.
1.2 Existing Drainage Patterns
Runoff from the project site drains entirely to the Buena Vista Lagoon. The existing
hydrology calculations conservatively assume that 100% of the watershed is conveyed
into the lagoon. In reality, a small portion of flow gets trapped due to inadequate
drainage slopes.
The area north of the lagoon drains south along Carlsbad Boulevard in the existing curb
and gutter before eventually spilling into the lagoon just north of the bridge. The area
Coastal Rail Trail Reach 1 Improvements 1
Hydrology and Hydraulics Report
south of the lagoon flows north towards the lagoon and either sheet flows directly into
the shoulder or flows in the existing curb and gutter before spilling into the lagoon. One
inlet exists along Carlsbad Boulevard south of the Carlsbad Boulevard and State Street
intersection. This inlet collects the majority of the runoff flowing from the bridge and
discharges it directly into the lagoon.
State Street runoff travels in the existing curb and gutter before being concentrated into
an existing 18" CMP pipe south of the Carlsbad Boulevard and State Street intersection.
The majority of the flow coming from State Street is forced into the storm drain and
discharges directly into the lagoon.
1.3 Proposed Drainage Patterns
The project is divided into two drainage areas. Drainage Area A extends from Eaton
Street to the existing bridge. Drainage Area B extends from the existing bridge to
Laguna Drive, along State Street, and to the existing bridge over the N.C.T.D. tracks
along Carlsbad Boulevard. Within Drainage Area A, an increase of approximately 9,200
SF of impervious area is proposed. However, the impervious area is attributed to the
construction of the 10' wide Class I bike path and, therefore, will not produce the
pollutants associated with a roadway project (i.e. oils and greases, heavy metals, and
nutrients and pesticides (since no formal landscaping is proposed within Drainage Area
A). Within Drainage Area B, there is an overall decrease in impervious area of
approximately 2,000 SF. A majority of the improvements within this drainage area will
be constructed within the existing limits of pavement and therefore will not generate_any
new pollutants. A ten-foot wide vegetated strip is proposed adjacent to the proposed
improvements between the existing bridge and the proposed roundabout on both the
east and west side of Carlsbad Boulevard.
Proposed storm drain improvements include the installation of two curb inlets along
State Street, as well as the relocation of the existing headwall on the west side of the
proposed roundabout. A 36" square pre-cast inlet is proposed in the northbound
approach median on Carlsbad Boulevard.
An existing 280 If natural vegetated swale (S=2.0% and 5.0%) exists west of the site.
Runoff will flow across the vegetated buffer strips and into the existing swale; this
remaining runoff is expected to be filtered through the swale and infiltrate as ground
conditions allow. The swale will discharge into the Buena Vista Lagoon and ultimately
the Pacific Ocean.
Table 1-2 Summary of Construction Site Characteristics
Estimated size of Construction Area: 2.8 acre±
Percentage of the Construction Site Area Impervious (Before Construction): 13 %±
Percentage of the Construction Site Area Impervious (After Construction): 12 %±
Estimate of Runoff Coefficient (Before Construction): 0.80
Estimate of Runoff Coefficient (After Construction): 0.80
Existing Vegetation to be Preserved (On-Site): 85%±
Coastal Rail Trail Reach 1 Improvements 2
Hydrology and Hydraulics Report
------------------
1.4 Study Goals
• To delineate the pre and post improvement watersheds
• Quantify 01oo at the pre and post improvement study nodes using the rational
method
• Verify adequacy of existing pipes for pre and post improvement conditions based
upon City and County Criteria
Figure 1. 1 -Vicinity Map
Coastal Rail Trail Reach 1 Improvements 3
Hydrology and Hydraulics Report
2 Rational Hydrology
The rational hydrology study was completed using information from the Coastal Rail Trail
Reach 1 improvement plans and methodology described within the San Diego County
Hydrology Manual. The design storms for this study are the 1 0-yeam and 1 00-year
events. Using the San Diego County Hydrology Manuallsopluvial Map, the 100-year P6
was found to be 2.5 inches. The 1 0-year P6 was found to be 1. 7 inches. The soil type
was determined to be type '8'. A runoff coefficient ("C") value of 0.80 was used for the
majority of the watershed, assuming commercial I industrial (G. Comm) density,
according to the San Diego County Hydrology Manual. The time of concentration (Tc) to
each Node was found using the procedure described in the San Diego County
Hydrology Manual:
• Initial time of concentration (Ti) was found for overland non-concentrated flow
using Table 3-2 and Figure 3-4 of the Manual. A minimum Ti of 5 minutes was
assumed.
• Travel time (Tt) was found for concentrated flows traveling in impervious areas,
such as concrete gutter or asphalt streets.
• The overall time of concentration (Tc) was found by adding together (Ti) and (Tt).
The intensity was found using Figure 3-2 (San Diego County Hydrology Manual). The
drainage areas and node designations used can be seen in Appendix A for the pre-
improvement condition and Appendix 8 for the post-improvement condition. The Flow
(Q) at each node was calculated using the Rational Equation Q=CIA, where:
• Q = Flow (cubic feet per second)
• C = runoff coefficient
• I = Intensity (inches per hour)
• A = Drainage Area (acres)
Coastal Rail Trail Reach 1 Improvements 4
Hydrology and Hydraulics Report
3 Pipe Hydraulics
"Hydraflow" software was used to verify the adequacy of the existing pipe systems. The
design software uses flows generated from the post-improvement site hydrology to
calculate hydraulic grade line and flow velocity. The software computes pipe hydraulics
using the widely accepted "Standard Step" Method, in which iterative calculations are
performed to achieve on overall system energy balance, as described in Bernoulli's
Principal. The software makes an assumption at the upstream end about hydraulic
grade elevation (HGL}, and then checks for an energy balance between the two points
after considering head loss due to pipe friction and junctions. The assumption process
is repeated until the assumed upstream HGL achieves an energy balance, at which time
a calculation is done to determine HGL based upon inlet control and is compared to the
previous results from energy balance. The more conservative (higher) of the two
elevations is added to a computed junction loss. The sum elevation becomes the contro.l
for the next upstream segment and the process is repeated. If an energy balance
cannot be achieved the software sets the hydraulic grade line at critical depth, and
proceeds to the next line. Detailed hydraulic calculations for each existing pipe segment
during the 1 00-year event are included in Appendix B.
For this project, only minimal storm drain improvements are proposed. Two curb inlets
are proposed on State Street, just south of the proposed roundabout at Nodes 250 and
260. The inlet at Node 260 will connect to the inlet at Node 250 via a 24-inch RCP and
then ultimately to the existing 48-inch RCP storm drain that outlets to the lagoon, east of
the proposed improvements. A 24-inch RCP is proposed to connect the proposed inlets
to the existing storm drain.
Additionally, a 36-inch square precast grate inlet is proposed within the northbound
approach median on Carlsbad Boulevard at Node 240. This inlet will connect to the
existing 8" PVC that runs the length of the existing median. The existing inlet that
currently drains the northbound lane along Carlsbad Boulevard is to be converted into a
cleanout structure. The existing headwall located on the west side of the Carlsbad
Boulevard and State Street intersection will be relocated approximately twenty feet to the
northwest to accommodate the proposed roundabout. An 18-inch RCP storm drain will
connect the existing pipe outlet to the proposed headwall. A rip-rap energy dissipater is
proposed at the headwall to accommodate the 100-year storm event where 0=2.32 cfs,
and V=8.32 ft/s. The rip-rap energy dissipater will be 1 0' long x 3' wide x 12" thick and
constructed with No. 2 Backing per SDRSD D-40.
The proposed lateral pipes, described above, will be sized to convey the 1 00-year storm
event flows. Since overall, the flows to these pipes have decreased, only the proposed
condition will be analyzed. The results of this analysis can be found in Appendix C.
4 Inlet Hydraulics
The proposed drainage design includes two curb inlets (Type B-1). The two curb inlets
are in "sump" conditions. A 24" square area drain is proposed within the landscaped
area between State Street and Carlsbad Boulevard. One Type 'J' median inlet is also
proposed on-grade along the northbound approach median on Carlsbad Boulevard.
Inlets are sized to capture the 10-year flows with minimum bypass at the calculated flow
depths, inlet type and inlet size. "Hydraflow" computes the depth of flow in the gutter at
Coastal Rail Trail Reach 1 Improvements 5
Hydrology and Hydraulics Report
each inlet using the widely accepted methodology of FHWA HEC No. 22. This method
utilizes the formulas listed below for "On-Grade Curb Inlets."
LT = KQA0.42 SA0.3 (1/nSe)A0.6
Where:
L T = length of inlets of plans, in feet
K= Coefficient of 0.6
S= Longitudinal gutter slope, in decimal
n= Manning's "n"-value
Se= equivalent cross slope, in decimal
The standard orifice equation used is:
Q=CoA(2gh)A .5
Where:
Co= 0.67
A= clear opening area in sqft (sqm)
g= 32.16 (9.8) gravity
h= depth of water over the great in ft (m)
The weir equation used is:
Q=CwPhA1.5
Where:
Cw = 3.0 (1.66)
P = Perimeter of the grate in ft (m) disregarding side against curb
h = depth of water over the grate in ft (m)
5 Conclusions
The pre and post-improvement watersheds and sub-areas have been identified and can
be found in Appendices A and B. The 01oo for the pre-improvement condition has been
calculated at the critical points within the site and a summary table has been included
(Table 4-1). The 010o for the post-improvement condition has been calculated at the
critical points within the site and a summary table has been included (Table 4-2). The
010 for the post-improvement condition has been calculated at the critical points within
the site and a summary table has been included (Table 4-3). Rational method flow
calculations can be found in Appendices A and B. The Hydraflow calculations are
provided in Appendix C. All proposed pipes can adequately convey the 1 00-year event
in the proposed condition.
Coastal Rail Trail Reach 1 Improvements 6
Hydrology and Hydraulics Report
Table 4-1 -Runoff Summary for Pre-Construction 1 00-Year Rational Event
11.41
0.86
3.44
1.00
5.49
3.95
1.49
6.94
12.27
3.44
1.00
5.49
5.44
6.94
Table 4-2-Runoff Summary for Post-Construction 100-Year Rational Event
11.72
0.96
3.97
2.66
2.32
4.81
2.54
2.31
1.21
12.68
3.97
2.66
2.32
10.87
Table 4-3-Runoff Summary for Post-Construction 10-Year Rational Event
7.96
0.65
2.70
1.78
1.58
3.27
1.73
1.56
1.21
Coastal Rail Trail Reach 1 Improvements 7
Hydrology and Hydraulics Report
7.83
2.70
1.78
1.58
7.77
Appendix A-Pre-Improvement Hydrology
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SCALE ______ _:E:::c.LXL.!.C. C""'.~o:.!.:tvx:..fJ..l)ulc.....'..L1..J..t-'o"-'"o..J...l ____ ·-·---·--..
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Appendix B-Post-Improvement Hydrology
L-----------~--
CARLSBAD BOULEVARD · . ~-----------------------------------------
""""""""
0
DRAl~GE SlBAREA {"-~S) Q,.. (cfs)
ll'"INAGE PATH
EXISTINO STORM ri'AIN
'" I
HYDRAFLOW SYSTEM 'A'
COASTAL RAIL TRAIL REACH 1
POST-IMPROVEMENT HYDROLOGY MAP
0.=1. 85 0,.=1.58
-----
I
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----
o.=o. n 0,.=0 65
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too% SU/IIMJ"f1"AL..
tJr;!J£ 1o5'
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1i, = lNIIIAI.-lc.
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TAe>LE ?J -2, ~ ::7s' , rL-<' 3."M'N
T, = I~ Tfl.AV~J... ltME: 8"
G1A#etL.!;fow 1 L:: 415'1 slope:.= /'115 1 = l.f%
tt.ssuME Q :?..S(A) :: ~-5" (3.f3Ac) = Z-,?15"cF'.s
FlG:>UR-e. ?>-~ --)' V: ~. f5 FPs 1 D = o.f
1-41 S1
_ (.a Mt.J 1i ;: v :: p. 'D -0
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t:1jlAY( ~-~ ~ V-:. 1. 2.. t=ps; D = o-4~'
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~:; ~-~+-\.g _,.f . .; +p.l ~ 1.Z~~Ai~
1 i4 •') yc-~~ 11'1/ to = l. 'i (I. 7 ( q · <g J f .. .2. q 0 I Htl..
1: J.S :: 7· 4 ( ,2..0'') ( 4. g) .... ~ S' ~ ;.4l'~tt--
r\110.: 7-44 ( 2..S'') ( 1-~~-~1~ :: 1· 21 1"/Htt.
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A; \o,oqs. 1>1 =a. ?..~A(,
~~ :: h-1ifiAl Tc.
o>tiiN'/ltJIJ (&.coMtA), slop~::. t~/.
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\st 'T, :; TAAV~ TJM6: ~IA~((L t-:=\ow, L ~ ~or/ 1 slept. ::: 2hoo !0 o. 7'{,
Asstuv\E ~ :: z.s CA) c .2.s (o.2~ :: ~.57' cFs
Ftjt.tYt ~'~1 V-: I·(, FPS, D = o.~'
L ?oo' ~ . T, : v :. TI -3. l MJ..J
Tc. ~ 4.1 t-2.1 = 7-2 t~~i..J
'fto ;.-7-44 ( \.7") (7.zJ "11,"45 : l5f'N4t2-
I2.c;; 1-44 (2.o") (7.2.) .... ~:: 4. l7'"%t~
4o "7.44 (2-5'')(7-2.).,·~>:: 5-2J'oJ/.4R.
G1o ::-0·~0 (,.,-+) (o.1.';J., (?.{,5" CF.s
Ot~ " 0 · S' 0 ( 4. ( 7} ( o. 2.'~) c-0 ·17 cFs
~"":: (;. ~0 ( '-~l) (O·Z? ~ t?.1 ~ CFS
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A:; 5"~ ;\q~.~t Sf :: 1-";hAc..
TL = tNl1lA L-!"
(;.(.814\JA I $:: sO/o
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ftt~~ ~-2 , L.rvt = ~o' 1 Tl.. :: 2.1 Ml·~
T; "' l ~~ TILIWb.. t... TiM~ ~~ ft(tt. 1=lot-0 ) L = 7r;o: .s:: s .1 c/0
A s-slAtv\E: Q. ::: 2. 5 C A) :-3.4c F.s r,:tj lAY t 3 ~L,, v & SF~ I D:: 0·2.{,'
T 1 :: .b. :: ~~ S Mi\j v
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a:: 3.4 crs ~i~Ltrt. '6-l, 1 V::: (.'isr;~, D = o. 3 t'
T2.:. h. = 7, l tAttJ \1
Tc. ::. 1-q-\ J_.S + 7-l ::: l2. s MitJ
I 1v = /.4-4(1.7) (12.sro-~4}-=-2-4~'~/H,..
I2.s .:: 1-4-t ( q,.o) ( IZ. 5) ~~~·~45 t: 2. '12. lll(ltfJ-
Lr9b::. 7·t4c2.s) ( 11. s)-o.'-+s":: Q. &s ,.~/Hr..
Q\D :t o.~Q (2.4-~){j.~~) .. 2.]o crs
Q2-~ 1: f!J·~ ( 2.qz_) (1.~~) ~ 'b. \Z CFs
~1oo~ O·iQ(~.~~) (J·'?b):; ~.17 CFS
~ SHEET NO. . . . .. OF .
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A= ~~,7D7.25SF: O-'Z1Ac.
T~ : it.JitAL T;.
G-CoN\~1 s~ i%
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1 T~ ::. 2.1 t.AnJs
~ :: i $} -frA vel -htn.e. j"~ ~low1 L-= lt?i 1 s =: 4Pk
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t:=lj~ver~-~J v:; 4-'~'"l~, D ~D-2..~4'
L-
Tl = V .: o. ~ ~ MnJs
2 wa trAvel -hhu.. ~~~(r 9l<~w 1 t....: ~qoJ 1 ~:::o-r:l
ASSl\rnl_ G = z. 1-?>?FS
~'jtAre, ~---~, V:: 1./!:J'Fir-fs, !)::o.?i
L. T2. ~ v::. ~-5 MINS
Tc-:: 2.1 + 0-~~ +-~-5 :; 12.0& t.\itJs
t;. " 7-44 ( 1·7) ( (1.~) _,,(,4; ~ 1. 5 t-.fjHIL
I1s-:: 1.44 (2.o){12.obf"·(,is-f: 2..qg ·~IHP
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ASSUME Q ; 2.$ lFrJ = I. 2..c Fs Ft~"v-e 2-~~ V:: 4. S" Fr/s1 D =o.z'
L
'"G'"= v= l.S"t.\IN•
DATE
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r, .. .> -,. 44 ( 1.1) (s) ... ~ = 4. -+~ ~~~~~
r~} = lALf (2-o) (s) ~o.b :: c; -2-7 IN/Hl.
r\#f> , 7.44 ( 2. s) (5) -(1·"-h-= fo. s1 ,'J/iitl..
(),. ~ o.go ( 4· 4~) (o. 44) : (. s-'6 cFs
Ql> : 0·~0 ( ~·2..1 )co.t1) ~ I.~ 5 Cfs
Q100 ~ 0·'6D (~·S1) (o.4t\) = 2-~2 cFs
JOB 5'5-/0tJ~1.J ~ SHEET NO. ··························--····-·--OF __
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1(. :: itJikA l fc.
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(:, .CON\N\ J S ; '2. •fo
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11 = 1st T~Vt'J.. tiME.
~~~t;:it flovJ 1 L :-.~'?01
1 s = 1-7~
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f\,fAYt ~ ... ~ y:2..1 f~/s D ::: 0·~'$1
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1-r'L ~ V: \.55 M.lijs.
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1,0 .. 7. 44 (1.7) (~·47)-D~ := 3.1q '1HP-
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&ts = o. $Q ( 4.~) ((.o t) =-~. '3S Cf.S
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.. DATE -~------
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~~ :: I Nl +i" I fc.
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-r; ~ 15~ trtrv!-l hrvu., l->I4t/ 1 s:; l.o(.
AssuME. Q = 2-s {A)= 1. Z1cF.s
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1;. .. 1 .sJ. irtlveJ 11me.
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'f:z.r ~ 1-44-(~ea) ( 7.1 q) -41· ,. ~ ..f.17 '" / Htl...
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Q," ~ o.<go (~.s+)u,.,~ =-l.7?cr.s
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Q1.,, .. (o·~) ?A?(o.~?)= 2..~lc~s
DATE
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T~ ==-\~~~·~\ Tc. ./
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/.-. 1: <: v-== o-ls-~~~s
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r2..5 " 5. 21 ~~I»P-
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aa~:: O·io(?.Z..7) O·'J-.'7::. ~-17cFs
0.1 .. :: ().~o(~.s~) o.'b~::. l·Z-1 cfs
DATE _____ _
Appendix C -100-Year and 10-Year Hydraflow Models
Hydraflow System 'A'
10-Year Storm Event
Hydraflow Plan View -\o 'ffl-
Outfall
3
1------·····--·······-··-······--···-·-----------------------.------------,--------
CRT_Reach 1 No. Lines: 4 09-17-2012
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
I Line Line ID 1 Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length ELDn ELUp slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Inserted Line 7.38 48 c 27.8 7.44 116.50 32.649 8.24 17.30 n/a 17.30 End
2 Inserted Line 7.38 24 c 9.3 16.50 1 16.75 2.694 17.48 17.71 nla 18.22 i 1
3 Inserted Line 4.11 24 c 31.5 16.75 17.35 1.905 18.22 18.10 nla 18.32 i 2
4 2.38 8 c 6.2 17.35 17.50 2.419 18.32* 18.44* nla 19.71 i 3
I I
I
i
i '
I
I
!
; I J
I '
I !
!
i
I I
i
I I I l I
CRT_Reach 1 Number of lines: 4 I Run Date: 09-17-2012
NOTES: c = cir; e = ellip; b =box; Known Qs only ; *Surcharged (HGL above crown). ; i -Inlet control. I
Hydraflow Storm Sewers 2005
Storm Sewer Tabulation Page 1
·-·--""' ---1
Station Len DmgArea Rnoff Areax C Tc Rain Total Cap Vel Pipe lnvertEiev HGLEiev Grnd I Rim Elev LineiD
·--~ coeff (I) flow full -
Line To I ncr Total I ncr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fils) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 27.8 0.00 0.00 0.00 0,00 0.00 0.0 0.0 0.0 7.38 820.8 4.10 48 32.65 16.50 7.44 17.30 8.24 19.00 0.00 Inserted Line
2 1 9.3 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 7.38 37.12 4.88 24 2.69 16.75 16.50 17.71 17.48 19.25 19.00 Inserted Line
3 2 31.5 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.11 31.22 2.75 24 1.90 17.35 16.75 18.10 18.22 19.25 19.25 Inserted Line
4 3 6.2 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.38 2.71 6.82 8 2.42 17.50 17.35 18.44 18.32 19.40 19.25
CRT_Reach 1 Number of lines: 4 Run Date: 09-17-2012
I--·
NOTES: Known Qs only ; Pipe travel time suppressed.
=·~·-~·~~-···-,~-·-
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
-··· --··-··-·-·,----·-
Line Size Q Downstream Len Upstream Check JL Minor
f.--·-.-----........ ····-·------coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) ('Yo) (%) (ft) (K) (ft)
1 48 7.38 7.44 8.24 0.80 1.80 4.10 0.26 8.50 0.338 27.8 16.50 17.30 o.80""* 1.80 4.10 0.26 17.56 0.338 0.338 n/a 1.00 nta
2 24 7.38 16.50 17.48 0.98 1.53 4.83 0.36 17.84 n/a 9.3 16.75 17.71 j 0.96** 1.50 4.94 0.38 18.09i n/a n/a n/a 1.50 n/a
3 24 4.11 16.75 18.22 1.47 2.47 1.66 0.04 18.26 nla 31.5 17.35 18.10 0.75 1.07 3.84 0.23 18.33i nla n/a -0.163 1.32 nla
4 8 2.38 17.35 18.32 0.67 0.35 6.82 0.72 19.04 n/a 6.2 17.50 18.44 0.67 0.35 6.82 0.72 19.16i nla nla -0.607 1.00 n/a
I
I I I I
-~-··
CRT_Reach 1 I Number of lines: 4 I Run Date: 09-17-2012 --
Notes: ; •• Critical depth.; j-Une contains hyd. jump.
~~~-~-··
Hydraflow StoiTTl Sewers 2005
Hydraflow System 'A'
100-Year Storm Event
Hydraflow Plan View -100 '(rz_
Outfall
lCRT_R~-c-h-1--------------------------------------------~--N-o.-L-in-es_:_4----------~09--1-7--2-01-2----~
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID ! Flow Line Line Invert Invert Line HGL HGL Minor HGL Dos 1 No. rate size length ELDn ELUp slope down up loss Junct line ' (cfs) (in) (ft) (ft) (ft) ("'o) (ft) (ft) (ft) (ft) No. '
i
I I
1 Inserted Line 10.87 48 c 27.8 7.44 16.50 32.649 8.42 17.48 0.33 17.48 End
2 Inserted Line 10.87 24 c 9.3 16.50 16.75 2.694 17.67 17.92 n/a 18.65 i 1
3 Inserted Line 6.06 24 c 31.5 116.75 17.35 1.905 18.65 18.61 0.17 18.79 2 I I
4 3.52 8 c 6.2 17.35 '17.50 2.419 18.79" 19.04" n/a 21.95 i 3 I ' I I I
I
i
I i I
I I
' ' I
I
' I I I
l I
i i
I
I I
I I I
CRT_Reach 1 I Number of lines: 4 \Run Date: 09-17-2012
NOTES: c = cir; e = ellip; b = box: Known Qs only : *Surcharged (HGL above crown). ; i-Inlet control. !
Hydrallow Storm Sewers2005
Storm Sewer Tabulation Page 1
--··-·-··--··-··--·-·-··
Station Len Orng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGLEJev Grnd I Rim Elev Line ID
~·------coeff (I) flow full
Line To I ncr Total I ncr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ac) (ac) (C) (min) (min) (infhr) (cfs) (cfs) (ftfs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
·--
1 End 27,8 0.00 0.00 0.00 0.00 0.00 0.0 0,0 0,0 10.87 820.8 4.58 48 32.65 16.50 7.44 17.48 8.42 19,00 0.00 Inserted Line
2 1 9.3 0.00 0.00 0.00 0.00 0.00 0.0 0,0 0,0 10,87 37.12 5.71 24 2.69 16.75 16,50 17,92 17.67 19.25 19.00 Inserted Line
3 2 31.5 0.00 0.00 0.00 0.00 0,00 0.0 0,0 0.0 6.06 31.22 2.43 24 1.90 17,35 16,75 18.61 18,65 19.25 19.25 Inserted Line
4 3 6.2 0.00 0.00 0.00 0,00 0.00 0.0 0.0 0.0 3.52 2.71 10,09 8 2.42 17.50 17,35 19.04 18.79 19.40 19.25
---#<
CRT_Reach 1 Number of lines: 4 Run Date: 09-17-2012
-·--·-··
NOTES; Known Qs only ; Pipe travel time suppressed.
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
----~-·-·····---,-
Line Size Q Downstream Len Upstream Check JL Minor
···-y•·····-coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elell head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
--··
1 48 10.87 7.44 8.42 0.98 2.37 4.58 0.33 8.74 0.337 27.8 16.50 17.48 0.98** 2.37 4.58 0.33 17.80 0.337 0.337 n/a 1.00 0.33
2 24 10.87 16.50 17.67 1.17. 1.90 5.71 0.51 18.17 n/a 93 16.75 17.92 1.17** 1.90 5.71 0.51 18.42i n/a n/a n/a 1.50 n/a
( 3 24 6.06 16.75 18.65 1.90 3.08 1.97 0.06 18.71 0.062 31.5 17.35 18.61 1.26 2.09 2.90 0.13 18.74 0.136 0.099 0.031 1.32 0.17
4 8 3.52 17.35 18.79 0.67 0.35 10.09 1.58 20.37 n/a 6.2 17.50 19.04 0.67 •• 0.35 10.08 1.58 20.62i n/a n/a -1.328 1.00 n/a
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CRT_Reach 1 I Number of lines: 4 1 Run Date: 09-17-2012
Notes: • Critical depth assumed.;** Critical depth.
-Hydraflow Storm Sewers 2005
Hydraflow System 'B'
10-Year Storm Event
Hydraflow Plan View -\0 Yr<-
~-·-· ··············~---... ·····~· ... ----..... ·-· -··---·--------
3
4
OutfaR
j
,-· --~~-~~'~'WN""~>nw•••••••••O ----···---··--~---·--·-------~--·---····-··-··········-···-··-------.----------1 I CRT Reach 1 ~ ~-:--···································---------········ ....... .
No. lines: 4 09-17-2012
·--------·--·--······-············-__ _j_ _____ _
Hydraflow Storm Sewera 2005
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Storm Sewer Summary Report Page 1
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Line Line 10 Flow Line I Line I Invert Invert Line HGL HGL Minor HGL Dns
No. rate size I length I ELDn EL Up slope down up loss Junct line
(cfs) (In) . (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
I
1 Inserted Line 0.57 18 c I 26.6 9.00 10.44 5.416 9.29 10.73 n/a 10.73 End
2 Inserted Line 0.57 18 c
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33.3 10.44 13.60 9.484 10.82 13.89 n/a 13.98 i 1
3 0.57 8 c 125.5 13.60 23.40 7.807 13.98 23.76 n/a 23.76j 2 I
4 0.57 8 c I 4.2 23.40 23.48 1.928 23.85 23.84 n/a 24.02 i
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NOTES: c = cir; e = ellip; b = box; Known Qs only ; i -Inlet control. ; j -Line contains hyd. jump.
Hydraflow Storm Sewers 2005
Storm Sewer Tabulation Page 1
~·~·-·····-.. ····
Station Len Orng Area Rnoff Area xC Tc Rain Total Cap Vel Pipe Invert Elev HGLEiev Grnd I Rim Elev Line 10
coeff (I) flow full
Line To I ncr Total I ncr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (a c) (ac) (C) (min) (min) (infhr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
'~~T~~~'"""
1 End 26.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.57 24.44 2.40 18 5.42 10.44 9.00 10.73 9.29 19.00 0.00 Inserted Line
2 1 33.3 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.57 32.34 2.02 18 9.48 13.60 10.44 13.89 10.82 17.92 19.00 Inserted Line
3 2 125.5 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.57 4.87 2.90 8 7.81 23.40 13.60 23.76 13.98 25.50 17.92
4 3 4.2 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.57 2.42 2.62 8 1.93 23.48 23.40 23.84 23.85 26.00 25.50
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CRT_Reach 1 Number of lines: 4 Run Date: 09-17-2012
NOTES: Known Qs only ; Pipe travel time suppressed.
·---•u•--Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
-----
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 0.57 9.00 9.29 0.29 0.24 2.40 0.09 9.38 0.453 26.6 10.44 10.73 0.29** 0.24 2.40 0.09 10.82 0.453 0.453 n/a 0.89 n/a
2 18 0.57 10.44 10.82 0.38 0.35 1.64 0.04 10.86 n/a 33.3 13.60 13.89j 0.29-0.24 2.40 0.09 13.98i n/a n/a n/a 1.00 n/a
3 8 0.57 13.60 13.98 0.38 0.20 2.80 0.12 14.10 0.285 126 23.40 23.76j 0.36** 0.19 3.01 0.14 23.90 0.343 0.314 n/a 1.00 0.14
4 8 0.57 23.40 23.85 0.45 0.25 2.25 0.08 23.93 nta 4.2 23.48 23.84j 0.36** 0.19 2.99 0.14 23.98i nla n/a -0.096 1.00 n/a
CRT_Reach 1 I Number of lines: 4 I Run Date: 09-17-2012
···--··-••••••••OoOoo<U-U
Notes: : •• Critical depth.; j-Une contains hyd. jump.
-·
Hydraflow Storm Sewers 2005
Hydraflow System 'B'
100-Year Storm Event
Hydraflow Plan View -100 YP-
--·-~ -~--.
3
•i \ ... )Jo4E l1o
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1
OIJlfaR
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CRT_Reach 1 I No. Lines: 4 09-17-2012
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
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Line Line ID I Flow Line Line Invert I Invert Line l HGL HGL Minor HGL Dns
No.
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rate size length ELDn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) (%) I (ft) (ft) (ft) (ft) No. I
1 Inserted Line I 0.70 18 c 26.6 9.00 10.44 5.416 9.32 10.76 0.09 10.76 End
2 Inserted Line 0.70 18 c 33.3 10.44 13.60 9.484 10.86 13.92 n/a 14.02 i 1
3 0.70 8 c 125.5 13.60 23.40 7.807 14.02 23.79 n/a 23.79j 2
4 0.70 8 c 4.2 23.40 23.48 1.928 23.90 23.88 n/a 24.10 i 3
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CRT_Reach 1 I Number of lines: 4 I Run Date: 09-17-2012 I
' NOTES: c = cir; e = ellip; b = box; Known Qs only ; i -Inlet control. ; j -Line contains hyd. jump.
Hydraftow Storm Sewers 2005
Storm Sewer Tabulation Page 1
-~"·~· ·-·-·····-·-..•
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev LineiD
coeff (I) flow full --··•~m·.---·-----·-
Line To I ncr Total I ncr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (a c) (ac} (C) (min) (min} (in/hr) (cfs) (cfs) (ft/5) (in) (%) (ft) (ft) (ft) (ft) (ft} (ft}
--*~---------------
1 End 26.6 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.70 24.44 2.54 18 5A2 10.44 9.00 10.76 9.32 19.00 0.00 Inserted Line I
2 1 33.3 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.70 32.34 2.14 18 9.48 13.60 10.44 13.92 10.86 17.92 19.00 Inserted Line
3 2 125.5 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.70 4.87 3.13 8 7.81 23.40 13.60 23.79 14.02 25.50 17.92
4 3 4.2 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.70 2.42 2.88 8 1.93 23.48 23.40 23.88 23.90 26.00 25.50
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CRT_Reach 1 Number of lines: 4 Run Date: 09-17-2012
NOTES: Known Qs only ; Pipe travel time suppressed.
'----·
Hydraflow Storm Sewers 2005
Hydraulic Grade Line Computations Page 1
---·····---··---~-·~
Line Size Q Downstream Len Upstream Check JL Minor
1-----------coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
{in) (cfs) {ft) (ft) (ft) {sqft) (ftls) (ft) {ft) (%) (ft) (ft) (ft) {ft) (sqft) (ftls) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 0.70 9.00 9.32 0.32 0.28 2.54 0.10 9.42 0.450 26.6 10.44 10.76 0.32 .. 0.28 2.54 0.10 10.86 0.450 0.450 nla 0.89 0.09
2 18 0.70 10.44 10.86 0.42 0.40 1.74 0.05 10.90 n/a 33.3 13.60 13.92 j 0.32** 0.28 2.54 0.10 14.021 n/a nla nla 1.00 nla
3 8 0.70 13.60 14.02 0.42 0.23 3.01 0.14 14.16 0.305 126 23.40 23.79 j 0.39** 0.21 3.26 0.16 23.96 0.373 0.339 nla 1.00 0.16
4 8 0.70 23.40 23.90 0.50 0.28 2.51 0.10 23.99 n/a 4.2 23.48 23.88j 0.40** 0.22 3.24 0.16 24.04i nla n/a -0.119 LOO n/a
CRT_Reach 1 I Number of lines: 4 I Run Date: 09-17-2012
Notes: ; •• Critical depth.; j-Une contains hyd. jump. ·····-·-----
Hydraflow Slorm Sewers 2005
Appendix D ~ 10-Year Storm Drain Inlet Sizing
Inlet Report
Hydraflow Express by lntelisolve
Node 240: Type 'J' Median Inlet 10-Year
Curb Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope(%)
Gutter n-value
= On grade
= 4.00
= 6.00
= -0-= -0-
= -0-
= 0.083
= 0.030
= 0.95
= 1.50
= 7.00
= 0.013
Calculations
Compute by:
Q (cfs)
Highlighted
Monday, Sep 17 2012
Known Q
= 1.58
Q Total (cfs) = 1.58
Q Capt (cfs) = 0.57
Q Bypass (cfs) = 1.01
Depth at Inlet (in) = 2.20
Efficiency(%) = 36
Gutter Spread (ft) = 3.45
Gutter Vel (ft/s) = 6.63
Bypass Spread (ft) = 2.68
Bypass Depth (in) = 1.92
Inlet Report
Hydraflow Express by lntelisolve
Node 250: Type 'B-1' Curb Inlet 10-Year
Curb Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ftlft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope(%)
Gutter n-value
= Sag
= 14.00
= 6.00 = -0-= -0-= -0-
= 0.083
= 0.030 = 4.00
= 1.50 = -0-
= -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Monday, Sep 17 2012
Known Q
= 3.27
Q Total (cfs) = 3.27
Q Capt (cfs) = 3.27
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 6.17
Efficiency (%) = 100
Gutter Spread (ft) = 6.03
Gutter Vel (ft/s) = 7.11
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express by lntelisolve
Node 260: Type 'B-1' Curb Inlet 10-Year
Curb Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n-value
= Sag = 11.00 = 6.00 = -0-= -0-= -0-
= 0.083 = 0.030
= 4.00
= 1.50
= -0-= -0-
Calculations
Compute by: a (cfs)
Highlighted
Monday. Sep 17 2012
Known Q
= 1.73
a Total (cfs) = 1.73
Q Capt (cfs) = 1.73 a Bypass ( cfs) = -0-
Depth at Inlet (in) = 5.72
Efficiency (%) = 1 00
Gutter Spread (ft) = 4.77
Gutter Vel (ft/s) = 7.11
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
Inlet Report
Hydraflow Express by lntelisolve
Node 280: 24in Square Inlet 1 0-Year
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft}
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n-value
All dimemDnt., feet
= Sag = -0-
= -0-
= 0.28
= 2.00
= 2.00
= 1.000 = 1.000 = -0-
= 2.00 = -0-= -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Monday, Sep 17 2012
Known Q
= 2.38
Q Total (cfs) = 2.38
Q Capt (cfs) = 2.38
Q Bypass (cfs) = -0-
Depth at Inlet (in) = 30.03
Efficiency(%) = 100
Gutter Spread (ft) = 7.00
Gutter Vel (ft/s) = 7.11
Bypass Spread (ft) = -0-
Bypass Depth (in) = -0-
~-------~
. --1-----,-;;----t ----,~----~ -----;,; ------