HomeMy WebLinkAboutSW3170305_Calculations_20230517Project Report
for
Larkin Multi -Family Development
Iredell County, North Carolina
Date: May 5, 2017
Client:
True Homes
2649 Brekonridge Centre Drive, Suite 104
Monroe, North Carolina 28110
Engineer:
41
it R. JOE fURRIS R ASSOCIATES, INC.
Engineering . Surveying . Planning . Management
127 Ben Casey Drive, Suite 101
Fort'VIill, SC 29708
P:(803) 802-1799
mvivajoeharris.com
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Report -
2nd Submittal to NCDEQ
Larkin MF Development
Project Report Section 2: Project Information
Overall Project Information
Larkin Multi -Family Development
Project Report
A. PROJECT DESCRIPTION
Summary
The Larkin Multi -Family Development is a Planned Development located west of Interstate 77, at the
intersection of Fox Den Cir and 10th Green Ct, north of Amity Hill Rd in Iredell County, North Carolina.
This development consists of approximately 4.79 acres consisting of 29 townhome units.
This property has a Tax Parcel Number of 80031471, Deed Book number of 2390 and Deed Book Page
Number of 3. The site is currently cleared with the exception of a couple existing buildings and trees that
will be removed. The site is also moderately sloped.
The predominant soil types within the proposed limits of construction are Cecil sandy loam, and Cecil -
Urban land complex; all of which belong to the Soil Hydraulic Group B (as taken from the Web Soil
Survey 2.1— National Cooperative Soil Survey by NRCS).
The disturbance for the site will encompass roughly 4.00 acres. The site will encounter two phases of
erosion and sediment control management, beginning with an initial phase. Initial clearing, grading and
infrastructure placement will occur during this phase. The last phase (stabilization or final phase) will
include paving and stabilization of the site. Given the amount of grading work that will take place, the
majority of the erosion control is best managed through the use of sediment basins with temporary
diversion ditches to help channel flow to the aforementioned basins. Accessory features such as inlet
protection, silt fence, and concentration outlets will also be used to assist with bypass areas and smaller
areas of concentrated flow.
Three sediment basins have been specified for the initial phase erosion control. The three basins will
remain active during the final phase of erosion control and sediment management. The storm drainage
installation will either be staged (stub pipes) or include temporary pipes to effectively discharge the
storm water into the basins until all work has been completed. At this point, the sediment basins will be
converted into permanent BMP ponds and the temporary pipes will be discarded and permanent pipes
installed in order for the storm systems to effectively discharge into the permanent BMP ponds.
B. STORMWATER MANAGEMENT
Pre and Post development flows were analyzed at two different locations on the Larkin MF
Development site due to a high point on the site during the pre -development stage and the storm
system during the post development stage. The first point of analysis is an existing catch basin located in
the North West corner of the site on 101h Green Ct. The second point of analysis is located at an existing
ditch in the South West corner of the site were the ditch discharges water off the site.
For the purposes of this analysis the pre -development conditions account for potential proposed
impervious area as a result of previous designed residential development for this site. With the
installation of the proposed BMP Wet pond and BMP Detention Ponds with Sand Filters on this site, it
was observed that the post development condition improved on that of the pre -development conditions
Pre and Post Development runoff summaries can be found in Section III of this project report and in
summary for the 2 -Year and 10 -Year Storm Events.
Larkin Multi -Family Development
Project Report
Pre -Development Runoff (North West)
Pre Area #1
Post Development Runoff (North West)
Post Area #2
Post Area #3
Bypass Area #4
Bypass Area #5
Combined
Pre -Development Runoff (South West)
Pre -Area #2
Post Development Runoff (South West)
Post Area #1
C. WATER QUALITY
Project Summary
Area (Ac.) 2 Yr (cfs) 10 Yr (cfs)
3.86
9.21
17.55
1.05
0.54
4.80
0.77
0.09
2.54
1.08
1.72
3.82
0.66
1.60
3.06
3.56
3.40
13.34
1.20
2.23
4.87
1.15
0.06
0.59
There are 5 main drainage areas that make up the two points of discharge locations. Four of the five
areas are collectively discharged into an existing storm system by means of an existing storm structure
located in the North West corner of the site. The remaining area discharges into an existing ditch which
discharges water of the site in the South West corner. There are no proposed impacts to jurisdictional
Waters of the State (WoS). In order to achieve the intended water quality the storm outfalls for this site
have been routed into the permanent BMP ponds where the water is to be detained for a period of time
between 48 and 96 hours before being released into the into the designated discharge locations. BMP
Detention Pond with Sand Filter #200 and BMP Detention Pond with Sand Filter #300 will discharge into
the existing storm structure in the North West corner of the site, while BMP Wet Pond #100 will
discharge into the existing ditch in the South West corner of the site.
The BMP Detention ponds were designed to collect the 100 -year flow from the site and allow it to
collect in the wet pond to an elevation of that not exceeding that of the emergency spillway in each
pond, or 1ft of freeboard between the water elevation and the top of the berm of each wet pond.
D. STORM DRAINAGE SYSTEM
An analysis of all receiving storm drainage systems within the Larkin Multi -Family Development was
conducted to verify that the drainage systems would not surcharge or be beyond capacity due to the
drainage areas and the storm water runoff from the site for the 10 -year, 24-hour rainfall intensity. All of
the street catch basins have been evaluated for inlet spread using the 1 -year, 24-hour rainfall intensity,
and all yard inlets have been evaluated for sump capacity using the 10 -year, 24-hour rainfall intensity.
For the analysis of the infrastructure, R1H utilized a combination of field -run topography for the area and
proposed lot/road grading to evaluate each of the storm drain systems. All storm systems are new
systems designed from drainage within the limits of the Marthas Ridge Subdivision and also from off-site
drainage. All storm systems function within the design parameters set forth by the Town of Statesville,
Iredell County and NCDOTfor both pipe design and inlet spread capacity.
Larkin Multi -Family Development
Project Report
Project Summary
All systems have been fitted with a properly sized riprap apron at the outflow for energy dissipation. All
proposed storm drain profiles have been designed to limit the hydraulic gradient line (HGQ to no closer
than 0.5' below the weir/rim elevation.
End Report
Larkin MF Development
Project Report Section 6: Water Quality Calculations
Permanent Wet Pond 100
Bottom
B. Shelf
Pool
T. Shelf
T. Berm
PROJECT NAME:
PROJECT #:
DESCRIPTION:
Larkin MF Development DATE: 9 -Nov -16
2382 DESIGNER: A. Bowersox
Pond #100 -Permanent Pond Volume ENGINEER: A. Bowersox
PERMANENT POOL STORAGE VOLUME:
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
862.50
390
0.0
0
0.00
863.00
757
0.5
282
282
864.00
1,597
1.5
1,151
1,433
865.00
2,586
2.5
2,072
3,505
865.50
3,170
3.0
1,437
4,941
866.00
4,093
3.5
1,811
6,752
866.50 1
1 5,005
4.0
2,271
9,023
867.00
5,575
4.5
2,644
11,666
868.00
6,767
5.5
6,161
17,828
869.00
8,025
6.5
7,387
25,215
870.00
9,367
7.5
8,687
33,902
871.00
10,026
8.5
9,695
43,597
Bottom
Top
PROJECT NAME: Larkin MF Development
PROJECT #: 2382
DESCRIPTION: Pond #100 - Forebay
PERMANENT POOL STORAGE VOLUME:
DATE: 9 -Nov -16
DESIGNER: A. Bowersox
ENGINEER: A. Bowersox
ELEV.
AREA
DIFFERENTIALCONTOUR ELEVATION
INCREMENTAL
ACCUM.
Larkin MF Development
Statesville, North Carolina
Project Number: 2382
November 9, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
BMP Wetpond #100
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.18 ac.
Paved Roads/Sidewalk/Structures 0.55 ac.
CN = 98
Wooded Area
CN = 60
0.00 ac.
Good Grass (>75% of area) 0.63 ac.
CN = 61
Newly Graded
CN = 86
Composite CN 78.25
0.00 ac.
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Larkin MF Development
Wet Detention Pond #100
September 23, 2016
Drainage Area:
1.18 Acres
% Impervious:
46.31 Percent
Pond Depth:
3.5 Feet
SA/DA:
1.8
Required Surface Area =
(1.8/100) X 1.18Acres X 43,560 S.F./Ac.
=
925 Sq.Ft. (OK - See Surface Area of Permanent Pool = 4,093 sq.ft.)
Runoff Coefficient =
0.05 +.009 (% Impervious)
=
0.467 in./in.
Volume (To Be Controlled) =
Design Rainfall X Runoff Volume X Drainage Area
_
(lin. Rainfall) X (0.4671n./in.) X (1/12 feet/in.) X (1.18acres) X (43,560 sq.ft/acre)
=
1,999 cu.ft. (OK -2,005 cu.ft. @ 866.28' MSG when there is no release)
Release Rate =
(1999 cu.ft.)/((2 days) X (86,400 sec./day))
=
0.012 cu.ft./sec.
From Hydrograph Model (3 -yr
Storm Event)
Peak Discharge Rate =
0.019 cu.ft./sec. (@ 866.27 MSG)
Average Discharge Rate =
[ (0.000+0.019) /2 ] = 0.010 cu.ft./sec.
Time to Drain 1" Rainfall =
Volume/Avg Discharge
_
(1999 CF)/(0.01 CFS)
=
210,468 sec.
=
58.463 hours
=
2.44 days
Water Quality Volume =
6,752 cu.ft. See Attached Permanent Pool Chart
Required Forebay Volume =
(20%) X (Water Quality Pool Volume) ' At permanent pool level
=
1,350 cu.ft.
Forebay Volume Provided =
See Attached Forebay Volume Chart
=
1,814 cuff.
=
26.87% (OK - Forebay volume should be minimum 20% of permanent pool
volume)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, May 5 2017
Basin #100 Final
Invert Elev Dn (ft)
= 865.00
Calculations
Pipe Length (ft)
= 63.00
Qmin (cfs)
= 4.81
Slope (%)
= 1.59
Qmax (cfs)
= 4.81
Invert Elev Up (ft)
= 866.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 4.81
No. Barrels
= 1
Qpipe (cfs)
= 4.81
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.30
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 5.16
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 866.07
HGL Up (ft)
= 866.89
Embankment
Hw Elev (ft)
= 867.44
Top Elevation (ft)
= 871.00
Hw/D (ft)
= 1.15
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 159.00
Basin 91N Final
Hw[KP6+lfl1
600
6..
4.
3.00
IN
.
0.
-1.
S.
R.&tm
WM
CfraYVGYVM HGL E..k
Hydrograph Summary Re P% aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
I
SCS Runoff
0.949
1
718
2,005
---
------
------
Wet Pond #100
2
Reservoir
0.019
1
1146
1,746
1
866.28
1,264
Wet Pond
Wet Pond #100.gpw
Return Period: 3 Year
Friday, 05 / 5 / 2017
2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 / 2017
Hyd. No. 1
Wet Pond #100
Hydrograph type
= SCS Runoff
Peak discharge
= 0.949 cfs
Storm frequency
= 3 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 2,005 cuft
Drainage area
= 1.150 ac
Curve number
= 78.1
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 1.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Wet Pond #100
Q (cfs) Hyd. No. 1 -- 3 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 2
3000
Wet Pond
(min)
— Hyd No. 2Time
— Hyd No. 1
Hydrograph type
= Reservoir
Peak discharge
= 0.019 cfs
Storm frequency
= 3 yrs
Time to peak
= 1146 min
Time interval
= 1 min
Hyd. volume
= 1,746 cuft
Inflow hyd. No.
= 1 -Wet Pond #100
Max. Elevation
= 866.28 ft
Reservoir name
= Wet Pond #100
Max. Storage
= 1,264 cuft
Storage Indication method used.
Wet Pond
Q (cfs) Hyd. No. 2 -- 3 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 300 600
900 1200
1500 1800 2100 2400 2700
3000
(min)
— Hyd No. 2Time
— Hyd No. 1
®Total storage used = 1,264 cult
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Pond No. 7 - Wet Pond #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 866.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00
866.00
4,093
0
0
0.50
866.50
5,005
2,270
2,270
1.00
867.00
5,575
2,643
4,914
2.00
868.00
6,767
6,161
11,075
3.00
869.00
8,025
7,386
18,461
4.00
870.00
9,367
8,686
27,148
5.00
871.00
10,026
9,694
36,841
El
Friday, 05 / 5 / 2017
Culvert / Orifice Structures
Note: CulverVOrifice outflows are analyzed under inlet(ic) and outlet (cc) control. Weir risers checked for orifice conditions(ic) and submergence (a),
Weir Structures
Storage /
Discharge
Table
[A]
[B]
[C]
[PrtRsr]
Stage
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1,25
6.00
0.00
Crest Len (ft)
= 8.00
173.00
0.00
0.00
Span (in)
= 15.00
1.25
12.00
0.00
Crest EI. (ft)
= 869.00
870.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert EI. (ft)
= 866.00
866.00
867.00
0.00
Weir Type
= 1
Ciplti
---
---
Length(ft)
= 63.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.59
0.00
0.00
n/a
--- 0.00
0.00 ---
--- --- --- 3.244
4.00
27,148
N -Value
= .013
.013
.013
n/a
0.00 ---
--- --- --- 10.76
5.00
36,841
871.00
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note: CulverVOrifice outflows are analyzed under inlet(ic) and outlet (cc) control. Weir risers checked for orifice conditions(ic) and submergence (a),
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
CIV C
PrtRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
866.00
0.00
0.00
0.00
--- 0.00
0.00 ---
-- --- --- 0.000
0.50
2,270
866.50
0.03 is
0.03 is
0.00
-- 0.00
0.00 ---
--- --- --- 0.027
1.00
4,914
867.00
0.04 is
0.04 is
0.00
--- 0.00
0.00 ---
--- --- --- 0.039
2.00
11,075
868.00
2.16 is
0.05 is
2.08 is
--- 0.00
0.00 ---
--- --- --- 2.131
3.00
18,461
869.00
3.27 is
0.06 is
3.18 is
--- 0.00
0.00 ---
--- --- --- 3.244
4.00
27,148
870.00
10.76 is
0.01 is
0.57 is
--- 10.18s
0.00 ---
--- --- --- 10.76
5.00
36,841
871.00
12.34 is
0.00 is
0.26 is
-- 12.05s
576.09 ---
--- -- --- 588.40
Larkin MF Development
Project Report
Section 6: Water Quality Calculations
Permanent Detention Pond with Sand Filter 200
Larkin MF Development
Statesville, North Carolina
Project Number: 2382
November 9, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
BMP Detention Pond with Sand Filter #200
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.05 ac.
Paved Road s/Sidewalk/Structu res 0.51 ac.
CN = 98
Wooded Area
CN = 60
0.00 ac.
Good Grass (>75% of area) 0.54 ac.
CN = 61
Newly Graded
CN = 86
Composite CN 79.0
0.00 ac.
SAND FILTER
Larkin MF Development
THE DRAINAGEAREA
f
Oner"e_rea number
To. cosml andiandsa,.a amft)
2
IBm.k down of Bull In the tlralnayearea,(bolh naw and a.iali.,L______
- Parking f mines, pach th
_
tdBO sf
Trial sume- walerarea(�fl) _ _
Tell l dral may(sgft)
45707 ef
mi0
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BOA associated wtlh mating detalo nt(WR
3amoof
-Roadway(s4tt
.504
Posed new BOA me, it)22J1]3
31i488of
_Other. pleaUspecilyintheocm nt lbxlmilar �
( lNel
Percent BOA of amemage area
40%
Tohilaid (cgfl)
223Pd
COMPL AhICE WITH THE APPLICABLE STORMWATER PROGRAM
152.d
I- Olney idiaar specify in tea comment ria. below I, th
-
ebrmw_p �sl lmapply(pleamspecify)
Design rainfall depth (in)
1Sin
COMPLIANCE MI THE APPLICABLE STCIFMWATER PROGRAM
Mnim in wlume.,.,atlft
]146d
_�_�
Oetig-lame of SCM (cu lq
2P50 or
GENERAL MDC FROM O2H .1050
in
#11s the SCM sized to Uat the SW from 011 uRaces al6Wldaul?
#2 is the SCM hermit in wnprearMed sores?
Yea
No
#T if applicable. with the SCM be cleaned ow after cun_stmction?
#B Poem the me co _h General M00 (0)?
aasemenl
Ym
Yes
L3 What are the side slopes of SCM (HN)?
3:1
#9 des tM1e dmtnam_a comp[ wN_ GenemIMOC (9)?
9 e _Y_
Yes
93 Coas the SCM haus retainin IIs bion -alb orolneren immmasdeelo
tea ga- _g_ yes?.__._
#4Arelheinlels,outlets, and race Nng stream protedea fmmeroeian(t0-yearslortn)?
No
I Yes
Y101INe 5LM lso_ingle Tamil ICT, tloes tM1a pl lcom wlN GeneralMDL 10)?
v Genera
#111s IM1ere an O9M�r_memlhetw�ll_wlPaGeneral MDC (tt)?
Vex
Yec
AS is them a abypmas Irflows of has ian(Ray
#fi What -is the method for cancer, the SCM for mentenance?
Yes
Pm, Proarr
#121 them -08M P1 ht -mi wtlM1G ral MDC (12]=I_arm
,yt3 Was the SCM tle i netl by an NC Iranian professorial?
Yee
SAND FILTER MDC FROM 02H.1056
Ye¢
#90aeslhe SCM havereminingwaib ebion walls or other an neeral ever, hill
No
#t SHNRelevm.-Ifmsp
#1 face .1 -no Not, (open dialect _
#1 if cloud, dUcnbe if the f0er will l»premsl or pour -in-place:
N/A
Open
#3 Volume of stormaymer from drainage area during design stone (cubic feep
#3 Total walums,lhal can W athad — the sediment and sand Chambers (cubcfeet)
1p is this Untl filler designed to attenuate peak [laws?
#3 Elavallan_f the bypass devlce(fmsp
952a
7376 of
Yee
084ft
#t l fctoxd lopo[gretearowdon(fmsl)
yes
_
!13 Bexabe the bypass deNca:
YU
#2 Volume t_bal can be seemed in the swiimant chamber (cubic feeq
#2_ Will there be a permanent pool in the sediment cha_mbe(t
602 of
NO
10 foot wide amerganry spillway
Pump(praferredl
142 Bothar.flhe Udncialchambarprop
fart it
#6 Pending depth from the top of the send to the bypass dawre ((t)
3fl
#2 Ant ancient feet)
' 419d
p50exnbe the mechan m6rtllsNbulin lbw owrtM1e santl sudece:
WA
_chamber _(secure
#2 Picracel depth of l_he sediment charmer,onches)
301n
R.,Ra, apron
Open
_ _
#2 Ponding depth in the sediment chamber, above any permanent pool (inches)
Win#e
Seta spaciGcslion for card chamber
1
#2 Elevalien of to of weir belwe_ham0ars (lmsl)
4_2 Volume that can be retained in the sand chamber (,,his feat)
Pb2ft
2216 of
ASTM33 m imps len,
_
M Be. ollbeeandchamb.,RI1l)
819th
#] OepP aWva undede a pipe(none&)
15 in
#2 Afra. of the and chamber(eguare feat)
1309d
#B Will In. media be mai mined to had. a110ast two inches per hour at the saM surface?
Y.
#2 Ph,cirsldepm of the sand chamber (inches)
38 in
0 yet heard one cbanoul pipe Res"redat the low point of each underdrain line?
I Yea
#2 Ponding tleplh in the sand chamber class, any Amman nt post(inches)
3g in
0 Will cleanout pipes be rsppad?
Yea
ADDITIONAL INFORMATION
_
ant chamberaep—
#2 Phyvrs�ae l�hof the seaimam enamner(manes)
98 in
deev o -a this space to p—de an addromall enhalion.Not Nis x ad Ilim that n thinkts
relevant to the reNew:
any Ponding depth in be sediment chamber ebo- any permanent pool('mcnes)
1 3r, in
N $e no ape pass mr seta member
#2 Eewhon.f RE-dweirbetwenmambers ffmd) _.
#2 Volume bet can be rete bed In the sena chamber fares leap
M5R
2a80d
THE DRAINAGE AREA
2
Drainage aumbe_
I3
Break down f SUA In lhadrainaga wharf olh new and a%ullwl:
___
Total coastal wetlands area (sq R)
-PaMiiy / tlrireway (sq fp
B30 d
TotaIwemewww.ma(agft)
3amoof
-Sldewalkhal
Tom, normal am. had th
31i488of
-Poor I, ri
( lNel
BOA asxcinim with a#sting deuelopmam(ag It)
-Reatl ped ll)
1 37104
cropased new BVA her ft)
152.d
I- Olney idiaar specify in tea comment ria. below I, th
-
Porwnt Ini of choice, am.
11i811A (a, ft)
1520) d
COMPLIANCE MI THE APPLICABLE STCIFMWATER PROGRAM
Sommayine, aMai that apply(leaus df)
Doslgn rainfall death(in)LS
in
Minimum wlume required Ru ft)
deign -lama of SCM (cu R)
859 d
1830 of
GENERAL MDC FROM 0211.1050
#1 is the SCM sizndto treat the SW from all surmser, tbodid-em?
yes
d] Ila II[enle, wiN lea SLM be cleanetl out after consnuction?
Yee
WL Is the SCM located on or nearconlaminated eoils?
I Na
f13 Coea lM1a meinetetmnce access cpm I wtlh Gene21MDCOP
Yes
M what are the.,.. ca aofthe50M(Ry)
Bt
A9 Coes lee tlairre�Jent mmplywlth GeneralMDL (0)? _
Ye¢
#90aeslhe SCM havereminingwaib ebion walls or other an neeral ever, hill
No
#t011 the SLM is one sin le (emit to does the lalwmplywlM1 GenemIMDC (t0)?
I Yes
its re Oa nletsouaetIn and ra Nngs4eam pcasRetl from erocion (10.yrear stormy.
Yes
#12 is there an OeM Agreememlast lies MDC14? 11)?_
yes
iAS lelhereaa bypass lfo llowatimmess of the
YU
#121s them a, O&M Pbndb ram dwe. r.Gane (
(12)?_
yea
armairlew't
%E Wnattslhe method brtlewetering the SCM formaintenance?
Pump(praferredl
Cli licensed rofeca
#t3 destneSCM tlesignetl by an NCllcenxa prolessi nal?
- YU
SAND FILTER MDC FROM 02H .1056
#t SHIT elewtmn(fmsq
WA
#3 Volume of contractor from cannot. ema di all cappor hi .feel)
3839 of
#t Type of sane tllter(openerclosetl)
Open
1q Totalwlama Thal can lie all above the sediment and send chambers (cubic (set)
al of
IIIfclased,descnbeinhe than will be pea—d or pour-Irvplace
1
ip is this send lithirdenignetl W attenuate peek flows?
Yes
#d Elavicbroflnebypayedynce(fmsl)
#t lfclasaa lop of 9ateelevellDn finep
ach 0—miedhomminanday.'.
142 Wilume b Un baanenea in thea wail t thannr(cubic feel)
K2 them mom pool'm me meaimem cnambe(!
12CB cf
No
tOfwt -tle ematgenry sglMey
Forell
82 In.had chambt (final)
P4 PomDewebyeepth top of me lana to has bypassaaNce lXl
. 3h
Ancoftnhedimentochamber(quareer _
41 Areaorihe sediment
782X
780 of
hemaamme
the mmeniem for anambe0n lbw overma aces eorfaca
I15 Dasa
_
ant chamberaep—
#2 Phyvrs�ae l�hof the seaimam enamner(manes)
98 in
RnP'Hav¢pron
pr
---
any Ponding depth in be sediment chamber ebo- any permanent pool('mcnes)
1 3r, in
N $e no ape pass mr seta member
#2 Eewhon.f RE-dweirbetwenmambers ffmd) _.
#2 Volume bet can be rete bed In the sena chamber fares leap
M5R
2a80d
ASTM93.r'prai int
#2 Bottom ohne pone mamber(fmap
�2k
tt] Depin abeue onaerarem pipe (lnanea)
leve
#2 Are. of the x ad chere., m9uare feet)
1185 of
#3 Will the media be maintains to stain at bast moschas per hour at the santl surface?
Yes
i PhWlwl depth or the conachember(Incnes)
..n
and is at lead one cleanotd pi we paciaea at the low point of each unaeraann line? —`I
Yes
lY2 an I, tleplM1 In thasantl m anue,ebo-enypnm nantpooldrerom
3g in
#9 .,It cleanout pipes b. -,,a,
Yes
ADMCNAL INFORIAA?ION
Pleex sex this space to pmviaa an etltlitionel lnformedon aboutthls xntl (amtlhat a trim, is relewnl to lbs re view:
Sand Filter 1 1:31 PM 5/4/2017
Project:
Larkin MF Subdivision Sand Filter #200
Engineer: R. Joe Harris & Associates, Inc.
Location:
Statesville, NC
Date: November 9, 2016
Client:
True Homes, LLC
By: M. Birmingham
BMP Type:
Surface Sand Filter (Pond #200)
3.5 ft/dy
Compute Surface Sand Filter Area and Volume to Treat Water Quality Volume (WQv)
1.0 Check Surface Sand Filter Area based on Darcy's Equation (assumed value of 1.75 in/hr for the design
coefficient of permeability for the sand filter media)
Af = 7�(WQ")(df)/[(k)(hf+df)(tf)] ««««««
= t 19sq.ft.
Surface Area Used =
Sand Filter Dims @ Filter Media =
282 sq.ft.
Develop Stage -Discharge for Bioretention Filter Media
10 Width (ft)
28 Length (ft)
Where: WQv
2796.28 cu. ft.
Depth
(Incr.)(ft)
Water Quality Vol.
df -
2 ft
849.0
filter bed depth
0.0
(2.5' optimal, 2.0' std)
k -
3.5 ft/dy
Assume "0" Discharge at Top of Soil Media
permeability coeff.
hf-
3 ft
197
avg. height of water
tf-
1.67 days
850.0
filter bed drain time
Outflow computed using following equations: Af = (WQ�)(df) / [(k)(hf + df)(tf)]
Q. = WQV/tf
Qa = [(Af)(k)(hf+df)]/df
Where: Af = surface area of filter bed (sq.ft.)(Required Surface Area) _ sf
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = avg. height of water above filter bed (ft)
Elevation
Contour
Area (SF)
Depth
(Incr.)(ft)
volume (cf)
Incr.Ac m.
Discharge (cfs)
(Filter Media)
This Is For Filter Media Only
Comments
849.0
302
0.0
0
0
0.000 9
Assume "0" Discharge at Top of Soil Media
849.5
486
0.5
197
1 197
0.014
850.0
670
0.5
289
486
0.017
850.5
905
0.5
394
1 880
0.020
851.0
1139
0.5
511
1391
0.023
851.3
1309.5
0.3
404
1795
0.025
Max Depth of Pond (Media to First Orifice)
Project: Larkin MF Subdivision Sand Filter #200 Engineer: R. Joe Harris & Associates, Inc.
Location: Statesville, NC Date: November 9, 2016
Client: True Homes, LLC By: M. Birmingham
BMP Type: Surface Sand Filter - Pond #200
Size Underdrains for Surface Sand Filter
The calculations utilized are taken from the NC DEQ BMP Manual, Section 5.7 Underdrain Systems
1.0 Compute number of pipes needed for the underdrain system as follows:
Design flow rate thourgh sand media at WQ Peak elev. 651.33 = cfs
Input Data: Rougness factor, manning's n 0.011
Internal slope, s (%.) 0.5
Underdrain Design flow, Q (cfs) 0.025
Underdrain Safety Factor - SF 10
Diameter: Equation in NC DEQ Section 5.7:
D = 16[(Q*SF*n)/SA0.5)]A(3/8)
D 1.99 in
Table 5-1: D<5.13in Number of 4" Pipes Needed: 2
Table 5-1
Number of Pines Reauired in the Underdrain
If D is less than
# of 4" pipes
If D is less than
# of 6" pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10.13
4
7.22
5
7.75
6
8.20
7
Add the following pipe and perferation specifications, from NC DEQ BMP Manual Section 5.7, to construction plan details:
All piping within the underdrain system shall have a minimum slope of 0.5 percent and shall be constructed of Schedule 40
or SDR 35 smooth wall PVC pipe. The size of pipes shall be 6 -inch diameter. The spacing of collection laterals shall be no
greater than 10 feet center to center, and a minimum of two pipes should be installed to allow for redundancy. A minimum
of 4 rows of perforations shall be provided around the diameter of the pipe and the perforations shall be placed 6 inches
on center within each row for the entire length of the drainage lateral. Perforations shall be 3/8 -inch in diameter. The
underdrain pipes shall have a minimum of 3 inches of washed #57 stone above and on each side of the pipe (stone is not
required below the pipe). Above the stone, either filter fabric or two inches of choking stone (#8 or #89) is required to
protect the underdrain from blockage.
PROJECT: Larkin
PROJECT #: 2382
DESCRIPTION: Sand Filter #200
POND STORAGE VOLUME:
DATE: 9 -Nov -16
DESIGNER: MWB
ENGINEER: PLM
llESC.
ELEV.
(FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
Bottom
849.00
302
0.0
0
0
849.50
486
0.5
197
197
850.00
670
1.0
289
486
850.50
905
1.5
394
880
851.00
1,139
2.0
511
1,391
WQV
851.33
1,310
2.3
404
1,795
851.50
1,428
2.5
233
2,027
Weir
852.00
1,716
3.0
786
2,813
852.50
1,999
3.5
929
3,742
853.00
2,281
4.0
1,070
4,812
Spillway
853.50
2,559
4.5
1,210
6,022
Top
854.00
2,837
5.0
1,349
7,371
WQVEIe� 851.33
PROJECT: Larkin
PROJECT #: 2382
DESCRIPTION: Final Sediment Basin #200
POND STORAGE VOLUME:
DATE: 14 -Sep -16
DESIGNER: RAS
ENGINEER: PLM
IDESC.
ELEV.
I (FT.)
CONTOUR
AREA
(S.F.)
ELEVATION
DIFFERENTIAL
(FT.)
INCREMENTAL
VOLUME
(C.F.)
ACCUM.
VOLUME
(C.F.)
Bottom
849.00
24
0.0
0
0
849.50
75
0.5
25
25
850.00
125
1.0
50
75
850.50
190
1.5
79
153
851.00
255
2.0
111
265
851.50
337
2.5
148
413
852.00
419
3.0
189
602
0.21
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, May 4 2017
Basin #200 Final
Invert Elev Dn (ft)
= 846.70
Calculations
Pipe Length (ft)
= 50.17
Qmin (cfs)
= 4.80
Slope (%)
= 0.60
Qmax (cfs)
= 4.80
Invert Elev Up (ft)
= 847.00
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 15.0
______
,--IM®®
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 4.80
No. Barrels
= 1
Qpipe (cfs)
= 4.80
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.30
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 5.13
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 847.77
HGL Up (ft)
= 847.89
Embankment
Hw Elev (ft)
= 848.45
Top Elevation (ft)
= 854.00
Hw/D (ft)
= 1.16
Top Width (ft)
= 18.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 42.00
uaa (ro
Basin #M Final
Hr, GMN (n)
BW
CkWIarCWvert -HGL Em�nk
ReeN la)
]DJ
600
600
4 O
3W
200
1.00
000
, a0
-2,00
-_®-_S_
S_
..
_
®--®/
--®..q
______
,--IM®®
-
�M—�
I
WL7
=:
CkWIarCWvert -HGL Em�nk
ReeN la)
]DJ
600
600
4 O
3W
200
1.00
000
, a0
-2,00
Project Name: Larkin
Ballast Pad Design for Detention Pond w/ Sand Filter #200
RJ Ref #2382 854 ft. Top of Basin
0.5 ft. Spillway Height
853.5ft. Spillway Elev.
Riser Size: 24 in 853ft. Riser Weir
Barrel Size: 15 in za"LD.PCS
Top of Basin: 854 ft.
Bottom of Basin 847 ft. 6 ft. 6.5
Riser Weir: 853 ft. III II'
Spillway Height from top of Basin: 0.5 ft.
847 ft. Bottom of Basin
Uplift @ Peak Elevation:
Peak Elevation =853 ft. - 847 ft.
Peak Elevation = 6ft.
Uplift Force= (62.4)(3 ft.)(2 ft.^2)
Uplift Force= 748.8 lbs
Volume of Concrete Required to Stabilize Riser:
1175.616 lbs X 1/150 Ibs/ft"3= 7.83744 cubic feet
Ballast Pad Dimensions:
Try Volume of: 4 ft. X 4 ft. X 2 ft.
32 cubic feet Ok
32 c.f. > or equal to 7.83744 c.f. True
4 f
Pad 15 in. RCP
24"I.D.PCS
4 ft.
Pad
Ballast Pad Dimensions: 4 ft. X 4 ft. X 2 ft.
Hydrograph Summary Re Kyld aflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
2.343
1
718
4,705
------
------
------
Sand Filter#200
2
Reservoir
0.077
1
864
2,869
1
851.95
2,725
Sand Filter#200
Sand Filter #200.gpw
Return Period: 1 Year
Thursday, 05 / 4 / 2017
1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Thursday, 0514 / 2017
Hyd. No. 1
Sand Filter #200
Hydrograph type
= SCS Runoff
Peak discharge
= 2.343 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 4,705 cuft
Drainage area
= 1.050 ac
Curve number
= 78.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.02 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
Sand Filter #200
Hyd. No. 1 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Sand Filter #200
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 1 - Sand Filter #200
Max. Elevation
Reservoir name
= Sand Filter #200
Max. Storage
Storage Indication method used.
Q (cfs)
3.00
go
1.00
Sand Filter #200
Hyd. No. 2 -- 1 Year
`-
Thursday, 05 / 4 / 2017
= 0.077 cfs
= 864 min
= 2,869 cuft
= 851.95 ft
= 2,725 cuft
0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Hyd No. 2 Hyd No. 1 ® Total storage used = 2,725 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
1980
Time (min)
Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Thursday, 05 14 12017
Pond No. 1 - Sand Filter #200
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 849.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
849.00
Note: CulveNOrrifice outflows are analyzed under inlet uc) and outlet (oc) control. Weir risers checked for orifice conditions(ic) and submergence (s).
302
Storage /
0
Table
0
0.50
849.50
486
195
Storage
195
CIvA
CIvB
1.00
850.00
WrA
670
WrD Exfil
288
Total
483
cuft
ft
1.50
850.50
cfs
905
cfs
392
cfs cfs
875
cfs
0.00
2.00
851.00
0.00
1,139
0.00
510
0.00
1,385
--- ---
---
2.50
851.50
195
1,428
6.20 oc
640
0.00
2,025
0.00
0.00 ---
3.00
852.00
0.000
1,716
483
785
6.20 oc
2,810
0.00
---
3.50
852.50
--- ---
1,999
0.000
928
875
3,738
6.20 oc
0.00
4.00
853.00
0.00
2,281
--- ---
1,069
0.000
4,807
1,385
851.00
4.50
853.50
0.00
2,559
0.00
1,209
--- ---
6,016
0.000
2.50
5.00
854.00
6.20 oc
2,837
0.00
1,348
0.00
7,364
-- ---
---
Culvert/ Orifice Structures
3.00
2,810
Weir Structures
6.20 oc
0.08 is
0.00
---
[A]
[B]
[C]
[PrfRsr]
0.080
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
2.00
5.00
0.00
Crest Len (ft)
= 8.00
124.00
0.00
0.00
Span (in)
= 15.00
2.00
12.00
0.00
Crest EI. (ft)
= 853.00 853.50
0.00
0.00
No. Barrels
= 1
1
4
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert EI. (ft)
= 847.00
851.33
852.00
0.00
Weir Type
= 1
Ciplti
---
-
Length (ft)
= 50.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.60
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000
(by Contour)
Multistage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: CulveNOrrifice outflows are analyzed under inlet uc) and outlet (oc) control. Weir risers checked for orifice conditions(ic) and submergence (s).
Stage /
Storage /
Discharge
Table
Stage
Storage
Elevation
CIvA
CIvB
CIvC
PrfRsr
WrA
WrB WrC
WrD Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs
cfs
0.00
0
849.00
0.00
0.00
0.00
---
0.00
0.00 ---
--- ---
---
0.000
0.50
195
849.50
6.20 oc
0.00
0.00
---
0.00
0.00 ---
--- ---
---
0.000
1.00
483
850.00
6.20 oc
0.00
0.00
---
0.00
0.00 ---
--- ---
---
0.000
1.50
875
850.50
6.20 oc
0.00
0.00
---
0.00
0.00 ---
--- ---
---
0.000
2.00
1,385
851.00
6.20 oc
0.00
0.00
---
0.00
0.00 ---
--- ---
---
0.000
2.50
2,025
851.50
6.20 oc
0.03 is
0.00
---
0.00
0.00 --
-- ---
---
0.031
3.00
2,810
852.00
6.20 oc
0.08 is
0.00
---
0.00
0.00 ---
--- ---
---
0.080
3.50
3,738
852.50
6.20 oc
0.11 is
4.33 is
---
0.00
0.00 ---
--- ---
---
4.443
4.00
4,807
853.00
6.20 oc
0.13 is
7.14 is
---
0.00
0.00 ---
--- ---
---
7.273
4.50
6,016
853.50
9.42 oc
0.15 is
9.12 is
---
9.42
0.00 ---
--- ---
---
18.69
5.00
7,364
854.00
14.69 oc
0.17 is
10.74 is
---
14.69s
145.99 ---
--- ---
---
171.59
Larkin MF Development
Project Report
Section 6: Water Quality Calculations
Permanent Detention Pond with Sand Filter 300
SAND FILTER
Larkin M DDevelopment
ITHE DRAINAGEAREA
1
Gminag number
Total m_stl I tlserea sq l0
_ 2
-
Break down of BUA in the drainag-:ana(b Ih all exisl g)_
Parking /tl Aew_ey sq (4
IB&B s!
_
Total audasa water am. ma, If
Total araingge area (sq ft)
BRA .—period with estram, bewilderment (I ft)
45707 sf
45]0]8!
-_Sidew_alk (se tt)
-Roof (sq h)
-Roadway an, fl)
1fi1]9 a(
WO IT
Ali it
Proposed nee, ar
Per<e nI BUA of drainage e
2231]4
49%
-OlM1ec please specify in tM1e wmment has below (1,fl)
Total BUA (sq X)
Iran 9(
COMPLIANCE WITH THE APPLICABLE STORMWATER PROGRAM
- Roadway 1: X)
3]1 04
Slormweterpmgre tM1 SIV IPIaa
15200 sf
Designralnfall depth (in)
15 in
____ ___
Percent RUA of reasons area
0.5%
Minimum whimsy old (be H)
Design Berne of 3CM(cu ft)
]WO cl
SIR. of
GENERAL MDC FROM 0211 .ID50
IXt IS the SCMszed fo freallM1 SWf Il sudawsa[bu luteol?
#21s ho BCM Fowled on.1rear fa - 1¢e ls_ _
Vea__
No
]II ppm cable, w_iN lh 3CMb _dee_netl t I nlon?
0 Does the apprearperho access coarlywlhG=mlralMDC d? _ _.
Yes
Yes
sh WM1at are the side slopes of the SCM(H:V)?
31
99 Once in. tlra_ge ea_e>_ImmQly with General MDC Ri
Yws
%i Doe In SCM M1eee rela_9 Il,g E nw_ells aromerestle slopes?
#4 Am lh-Iy water., antl dide on, lowern preluded from a.bad (t0yeer dorm)
0515 them aabypass for XowS in ssof the Scoffs Mw?
1—
No
Yes
Yes
_ _
101(the SCMis o_ ;ffleImill, tloes the pla{complYwlFG IMOCL0)?__
.y111s1harean O&MA endm.mle swth General MCCtt)_?
(12)?
Plan taut wmplies wieci
Yes
Yes
Yes
i6 WM1al is the methotllordewafenrg IM1e SCM (or mainlenenre?
_ _ _
-13 Was
I pum0 (Preferred) y13 Was IM1e SCM designetl by an NC lirsnsstl profes9oneP
forma
You
SAND FILTER MDC FROM 02H .1056
#215 tM1e 9CMlo<eretl onorneer mnleminetatl ls?
He
Ue Poas IM1e damnlainance aam_pl wly tr nGenerIMDC(9i=
41 SHWfelavalion(fmst
Xl Type of spend filter (open or cbsad)
tlt ldosed describe if the Than will the precast or pour -in-place:
.1 licensed lapofgraleelevedan(fmsf
I N/A
Oman
I
p3 Volume of stormwater From drainage area during resign slorm(cubic feel)
1f3 Tolelwlume that pan the sloretlabow the sediment and sena chambers (cubic feet)
tl3 isthis _Island _011erdecigned_foattenuate peak flows'
U3 Elewtion of the bypeaa daromi (Fms)
p_3 Dascnba Free bypass tleviw
al
]3)6 ci
Yes
di
p2 Volume that can be retained in IM1e sediment chamber(cubic feet)
G win thea be a Penn nem Stalin In. mdlmam charmers
M unread of the sadimem chamber Qmsp
902 c!
No
Say it
_
1. four wide emeyency spillway
d4 Po namg depth from the le, .111, 3s as to the bypass draw lfU
3fl
#2 Areeoflhe aadlment<hamealrem amtew)
41951
aG...,,,a. the onalb-ism for reddened, new o we the .,it surface
#t3 Was tee SCM utas signed by an NC licensed pro(assaonel?
TZi Was an NC
ll2 Physical depth of the sedimanlohember(In<M1as)3p
#2 Pending depth In the sediment chamber. planus any Tendered bar (inches)
in
03 in
Ri,Rap apma
tl6 Sandspedfcatica ormndcnamber
M Elew_ oFttPol weir baboen criminals (bmsf
&52X
ASTM33 on equivaent
#] DaSN armsane9Nrein prpe(incM1ed
15 in
_
Y2 Volume marl per be retairztl in the and al ambar(cobic feel) 2218 cf
AY Bodo. of the send chamber(fmsl)a4911
#2 an..I'maredchamberlsquembeef)
lai
M Wall the media he maintained to main at least two iheas Serlem-lthe sa ntl¢urfacea
Yes
#Pf,.-1 depth of the santl chember(anchea)
30 in
#B is at least one<Iaii Pipe provaded at the low mar of each undeM2in line?
Yes
92 Toning tleprhan IM1e aendeM1okill above any permanent prol(inches)
Sit in
#9 Will deanoa pi pas the <appetl?
Yes
ADDITIONAL INFORMATION
III 0asctlbe tbeb sstlevrce:
Please uss this s..a. -i td aaditaonal anformafion about the send firer that w u think is m levantto the redew'.
1209 at
No
10 tooteviee emamordyspillway
#2
ad I In pleasant (Ire
#2 SpreAncerfare sedtamber r((rest(
#2 Area oRM1e setlimenl chamberlWuarefeet)
J— 2 rpnc L
Y2 Ph amltlelh onhe sediment threat
Pending depth in the sediment cM1ambep above any permanent pool (inches)
7800W2 If
]005
39 in
Sit in
d4 Pontlnb tlepmtmmnithe
mfoofthe stin to lhebir the send purl)
RIods, nbe Ne macaanism brdastebulin flowrtM1 .ntl sudece'
RIPRapepron
Y95ands acafineon lormntl cM1amber
THE DRAINAGE AREA
2
Drainage area number
3
Break down of BUq in IM1e tlrainage aaa(both new and existing): ___,__
Total wasial..hand.... lsg fl)___
- Parking /dmeway (sg fl)
03e d
Torslsuaeac walararechic,X)__ _
Tote) itch.... gree(a, (l)
3310. of
33190 sf
-6itlawilk(agfl)
-Roof me, ft)
1L903id
BRA aswdicked with etistang developored lm ft)
- Roadway 1: X)
3]1 04
PmPosed new BVA(yft)
15200 sf
-Other gleam spedfyln Newmment box below (sq ll)
____ ___
Percent RUA of reasons area
0.5%
TataI EUA (¢q fl)
152.5
COMPLIANCE. THE APPLICABLE STORMWATER PROGRAM
Slormwaler ore amis)Inat eppl (please sped j
Design reanfall depth lint
1.6 in
Minimum wlume nli (<u ft)
-kni whim. a1 SCM(cu fl,
9517 4
Iia cf
GENERAL II FROM 0211.3050
111151.ST. ..red m load rhe SN from all eudance at hualabal?
Yea
d]If ep lirabla. wIf be, SCM be cleaned o. and, mn5ru<rian?
1 Yes
#215 tM1e 9CMlo<eretl onorneer mnleminetatl ls?
He
Ue Poas IM1e damnlainance aam_pl wly tr nGenerIMDC(9i=
l Ta¢
!p What am IM1e side stop.. of IM1e SCM(H V)?
3:1
%0 Doe, in. dream marl wmpl M_Ganeml MOM g)?
Yes
0m the ECM I.R.er and hicann,aarrm, amem wallsorotherenylneeretlsiph,
15 ._Am
#4 Arelhe_alets_out f.,fltl. inlocgstreamllim di fore eros.n(t0�ysens rm)?
rat. )
# as oralwsi_he ee
No
Yes
Yea
III .1 ..a. is ona_5nglefamllylmnnplalee plat �Iyww General MDCSID)?
#12 Ishere an O&M A re menl feel rod neswah GeneralMDC (11t
an Ord Plansign that swnM1 General MDC ry214
Vas
Ten
Yen
WhatI.
lore. the SCM for me ntenan a
#e What i. method SCM maintenafivelnce?
Pump (pmfemd)
#t3 Was tee SCM utas signed by an NC licensed pro(assaonel?
TZi Was an NC
ou
You
02H..
SAND FILTER MDC FROM 02H .1056
E MDC
#1 SHWTelevabonitmd)
I WA
#3 Volume of stormwater from bound, area during design sbrm kind. feat)
paid, of
#1 Ty of mne_fller (.man_orclo_m_d
OWn
W TOMl wlume that can be sraree abom Ne sediment and mnd ceembers (cubic feet
e26gef
_
#1 If cloche. demelbe YtM1a (leer will be paws orpour-In-plata'.
rd ellimed a peek (lows?
#3 is tbls.mnof
Yes
if3 Elsvataonof Nebypass((rest)
thepappe device
_
#11(domd, loP olgrete elevation ((rest)
III 0asctlbe tbeb sstlevrce:
r7 Volume that can be afainetl in IM1e mdamentchammrS._<ubcifeet__ _
_._
wool a maimed member?
peter
1209 at
No
10 tooteviee emamordyspillway
#2
ad I In pleasant (Ire
#2 SpreAncerfare sedtamber r((rest(
#2 Area oRM1e setlimenl chamberlWuarefeet)
J— 2 rpnc L
Y2 Ph amltlelh onhe sediment threat
Pending depth in the sediment cM1ambep above any permanent pool (inches)
7800W2 If
]005
39 in
Sit in
d4 Pontlnb tlepmtmmnithe
mfoofthe stin to lhebir the send purl)
RIods, nbe Ne macaanism brdastebulin flowrtM1 .ntl sudece'
RIPRapepron
Y95ands acafineon lormntl cM1amber
3ft
_
Kt LM atlonorbpolwear between chambers Imsl
62 Volume that can ba retained in the send chamber (cubic mi
M6ft
20504
ASTM33 or equivalent
IX2 Bonam of the mM<hands, lfmsq
.2 ft
#] Depth above ooaent pips(inches)
is an
AS Area of the bona chamber mel feet
11605
ad ..It the mead. bed nee.¢rei, at Wenches per hoar at send sueace?
raz
#2 shot depth of sena rnamberinch
r L_—______
39m
.laa Is.. pli me—l_plpe p—dd a tea mw pram o_ aecnundena2lnoma?
yen
#z pomemg aapmmma.ama mambecme. anr permamadpaolfnmea)
36m
_ _ _
#s wiu daamaaePipe. be So card?
I vas
ADDITIONAL INFORMATION
Plead im, this space protide an anderand information abouttM13 sandfloor that Vanthlnk is deadentl the have
-to
Sand Filler 1 1:53 PM 5/5/2017
Larkin MF Development
Comprehensive SWPPP
Pre & Post Analysis
Section 3: Pre & Post Analysis
Summary
Larkin
Statesville, North Carolina
Project Number: 2382
October 4, 2016
POINT OF ANALYSIS - NORTH WEST INTO EXISTING STORM PIPE
Pre vs. Post Hvdrologv
Pre vs. Post Hvdrolo
Area
2 YR
10 YR
25 YR
100 YR
Pre Area #2
(acres)
Post -Development Flow (cfs)
Post Area #1
1.18 0.07 0.66 1.46 2.29
Pre -Development Flow (cfs)
Pre Area #1
3.86
9.21
17.55
22.95
32.05
Post -Development Flow (cfs)
Post Area #2
1.05
0.54
4.80
6.14
6.77
Post Area #3
0.77
0.09
2.54
4.39
6.06
Post Bypass #4
1.08
1.72
3.82
5.25
8.30
Post Bypass #5
0.66
1.60
3.06
4.01
7.57
Combined Area
3.56
3.40
13.34
19.49
28.35
POINT OF ANALYSIS - SOUTH
WEST INTO EXISTING DITCH
Pre vs. Post Hvdrolo
Area 2 YR 10 YR 25 YR 100 YR
(acres)
Pre -Development Flow (cfs)
Pre Area #2
1.20 2.23 4.87 6.64 9.70
Post -Development Flow (cfs)
Post Area #1
1.18 0.07 0.66 1.46 2.29
Larkin MF Development
Comprehensive SWPPP (C-SWPPP)
Section 3: Pre & Post Analysis
Pre -Development Curve Numbers
Pre Curve Numbers
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre -Development Area #1
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 3.86 ac.
Paved Roads/Sidewalk/Structures 1.60 ac.
CN= 98
PA06MOVI_RF1
CN= 60
0.00 ac.
Goad Grass (>75% coverage) 2.26 ac.
CN= 61
Newly Graded
Composite CN 76.34
ac.
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Pre -Development Area #2
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.20 ac.
Paved Roads/Sidewalk/Structures 0.25 ac.
CN= 98
rr.•INOI& Er
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.95 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 68.71
0.00 ac.
Larkin MF Development
Comprehensive SWPPP
Section 3: Pre & Post Analysis
Post -Development Curve Numbers
Post Curve Numbers
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #1
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.18 ac.
Paved Roads/Sidewalk/Structures 0.55 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.63 ac.
Newly Graded
CN= 86
Composite CN 78.25
11111O)FT4
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #2
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.05 ac.
Paved Roads/Sidewalk/Structures 0.51 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.54 ac.
Newly Graded
CN= 61
• :c
Composite CN 78.97
111111411104
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Area #3
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 0.77 ac.
Paved Roads/Sidewalk/Structures 0.35 ac.
CN= 98
Wooded Area
CN= 60
14110104
Good Grass (>75% coverage) 0.42 ac.
CN= 61
Newly Graded
CN= 86
Composite CN 77.82
0.00 ac.
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
40L51��bY11_Y�Y:ip�[�7��fltiI79�DJiril=l��
24 Hour Storm Event
Post Development Bypass Area #4
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 1.14 ac.
Paved Roads/Sidewalk/Structures 0.23 ac.
CN= 98
Wooded Area
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.91 ac.
CN= 61
Newly Graded
:IMM -11
Composite CN 68.46
0.00 ac.
Larkin
Statesville, North Carolina
Project Number: 2382
October 24, 2016
COMPOSITE SCS RUNOFF CURVE NUMBERS
24 Hour Storm Event
Post Development Bypass Area #5
Soil Type: Cecil sandy clay loam, Cecil -Urban Land Complex - HSG "B"
Total Drainage Area = 0.92 ac.
Paved Roads/Sidewalk/Structures 0.32 ac.
CN= 98
n0000iIrix1
CN= 60
0.00 ac.
Good Grass (>75% coverage) 0.60 ac.
Newly Graded
CN= 61
CN= 86
Composite CN 73.87
0.00 ac.
/
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Larkin MF Development
Comprehensive SWPPP
2 & 10 -year Storm Event
Hydrograph Analysis
Section 3: Pre & Post Analysis
Hydrograph
Hydrograph Summary Re p9yd aflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
9.206
1
720
20,847
------
------
------
Pre -Development Area #1
2
SCS Runoff
2.233
1
718
4,592
------
------
-----
Pre -Development Area #2
3
SCS Runoff
3.573
1
718
7,181
-----
-----
------
Post Development Area #1
4
SCS Runoff
3.260
1
718
6,558
--•--
-----
------
Post Development Area #2
5
SCS Runoff
2.301
1
718
4,622
-----
------
------
Post Development Area #3
6
SCS Runoff
1.717
1
719
3,739
------
------
-----
Post Development Bypass #4
7
SCS Runoff
1.596
1
719
3,366
-----
------
------
Post Development Bypass Area #5
8
Reservoir
0.068
1
1023
5,112
3
867.03
5,074
BMP Wetpond #100
9
Reservoir
0.541
1
728
4,722
4
852.10
3,002
BMP Sand Filter #200
10
Reservoir
0.090
1
826
3,293
5
864.83
2,571
BMP Sand Filter#300
11
Combine
3.395
1
719
15,120
6,7,9,
------
------
Post Development Area#1
10
Pre vs Post with SF.gpw
Return Period: 2 Year
Friday, 05 / 5 / 2017
2
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Friday, 05 15 / 2017
Hyd. No. 1
Pre -Development Area #1
Hydrograph type =
SCS Runoff
Peak discharge
= 9.206 cfs
Storm frequency =
2 yrs
Time to peak
= 720 min
Time interval =
1 min
Hyd. volume
= 20,847 cuft
Drainage area =
3.860 ac
Curve number
= 76.3
Basin Slope =
0.0%
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 9.10 min
Total precip. =
3.64 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
10.00
:M
.M
2.00
0.00
0 120 240
Hyd No. 1
Pre -Development Area #1
Hyd. No. 1 -- 2 Year
360 480 600 720 840
Q (cfs)
10.00
MI
MI
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)
3
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 2
Pre -Development Area #2
Hydrograph type =
SCS Runoff
Peak discharge
= 2.233 cfs
Storm frequency =
2 yrs
Time to peak
= 718 min
Time interval =
1 min
Hyd. volume
= 4,592 cuft
Drainage area =
1.200 ac
Curve number
= 68.7
Basin Slope =
0.0%
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.64 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Pre -Development Area #2
Q (cfs)
Hyd. No. 2 -- 2 Year
3.00
2.00
1.00
CTdTb�
Q (cfs)
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 / 2017
Hyd. No. 3
Post Development Area #1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.573 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 7,181 cuft
Drainage area
= 1.180 ac
Curve number
= 78.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
4.00
3.00
r 11
1.00
hidTt�
Post Development Area #1
Hyd. No. 3 -- 2 Year
Q (Cfs)
4.00
3.00
2.00
1.00
Mww
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
Hydrograph
Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 05 / 5 / 2017
Hyd. No. 4
Post Development Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.260 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 6,558 cuft
Drainage area
= 1.050 ac
Curve number
= 78.9
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #2
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
Hydrograph
Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 5
Post Development Area #3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.301 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 4,622 cuft
Drainage area
= 0.790 ac
Curve number
= 77.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.60 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #3
Q (cfs) Q (cfs)
Hyd. No. 5 -- 2 Year
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 05 / 5 / 2017
Hyd. No. 6
Post Development Bypass #4
Hydrograph type
= SCS Runoff
Peak discharge
= 1.717 cfs
Storm frequency
= 2 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 3,739 cuft
Drainage area
= 1.080 ac
Curve number
= 67.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 8.10 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Bypass #4
Q (cfs)
Hyd. No. 6 -- 2 Year
2.00
1.00
r*dTd1
Q (Cfs)
2.00
1.00
HT1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 7
Post Development Bypass Area #5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.660 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.64 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
0.00
0 120 240
Hyd No. 7
Post Development Bypass Area #5
Hyd. No. 7 -- 2 Year
360 480 600 720
U
Friday, 05 / 5 / 2017
= 1.596 cfs
= 719 min
= 3,366 cuft
= 75.6
= Oft
= 7.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 05 15 / 2017
Hyd. No. 8
3000
BMP Wetpond #100
Time (min)
Hydrograph type
= Reservoir Peak discharge
= 0.068 cfs
Storm frequency
= 2 yrs Time to peak
= 1023 min
Time interval
= 1 min Hyd. volume
= 5,112 cuft
Inflow hyd. No.
= 3 - Post Development Area #Max. Elevation
= 867.03 ft
Reservoir name
= BMP Wetpond #100 Max. Storage
= 5,074 cuft
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
Orm
BMP Wetpond #100
Hyd. No. 8 -- 2 Year
Q (cfs)
4.00
OR
2.00
1.00
IWIT7
0 300 600
900 1200
1500 1800 2100 2400 2700
3000
Time (min)
— Hyd No. 8
—Hyd No. 3
Total storage used = 5,074 tuft
Pond Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Pond No. 1 - BMP Wetpond #100
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 866.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft)
Total storage (cult)
0.00 866.00 4,093
0
0
0.50 866.50 5,005
2,270
2,270
1.00 867.00 5,575
2,643
4,914
2.00 868.00 6,767
6,161
11,075
3.00 869.00 8,025
7,386
18,461
4.00 870.00 9,367
8,686
27,148
5.00 871.00 10,026
9,694
36,841
Culvert / Orifice Structures
Weir Structures
[A] [B] [C] [PrtRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00 1.25 6.00 0.00
Crest Len (ft)
= 10.00 173.00
0.00 0.00
Span (in) = 15.00 1.25 12.00 0.00
Crest EI. (ft)
= 869.00 870.00
0.00 0.00
No. Barrels = 1 1 1 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert EI. (ft) = 866.00 866.00 867.00 0.00
Weir Type
= 1 Ciplti
--- ---
Length (ft) = 63.00 0.00 0.00 0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.59 0.00 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a No No No
TW Elev. (ft)
= 0.00
Note:Culvert/Orifice ouflows are analyzed under inlet(ic) and outlet(oc) control. Weir risers checked for orifice conditions(ic) and submergence
(a).
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A Clv B CIV C
PrtRsr Wr A
Wr B WrC
Wr D Exfil User
Total
ft cuft ft cfs cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.00 0 866.00 0.00 0.00 0.00
--- 0.00
0.00 ---
--- - ---
0.000
0.50 2,270 866.50 0.00 0.03 is 0.00
-- 0.00
0.00 ---
-- -- ---
0.027
1.00 4,914 867.00 0.00 0.04 is 0.00
--- 0.00
0.00 ---
--- - ---
0.040
2.00 11,075 868.00 0.00 0.06 is 2.08 is
--- 0.00
0.00 ---
--- -- ---
2.142
3.00 18,461 869.00 0.00 0.07 is 3.18 is
--- 0.00
0.00 ---
--- --- ---
3.255
4.00 27,148 870.00 10.80 is 0.08 is 3.99 is
--- 10.79s
0.00 ---
--- -- ---
14.86
5.00 36,841 871.00 12.35 is 0.09 io 4.66 is
-- 12.30s
576.09 ---
-- - ---
593.14
Hydrograph
Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Friday, 05 15 / 2017
Hyd. No. 9
BMP Sand Filter #200
Hydrograph type
= Reservoir
Peak discharge
= 0.541 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 4,722 cuft
Inflow hyd. No.
= 4 - Post Development Area #24ax. Elevation
= 852.10 ft
Reservoir name
= Sand Filter #200
Max. Storage
= 3,002 cuft
Storage Indication method used
Q (cfs)
4.00
3.00
2.00
1.00
BMP Sand Filter #200
Hyd. No. 9 -- 2 Year
0.00
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 9 — Hyd No. 4 ® Total storage used = 3,002 cuft
Q (cfs)
4.00
3.00
2.00
1.00
---t 0.00
1800
Time (min)
Pond Report
12
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 /
5 / 2017
Pond No. 2 - Sand Filter #200
Pond Data
Contours -User-defined contour areas.
Conic method used for
volume calculation. Begining
Elevation = 849.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 849.00
302
0
0
0.50 849.50
486
195
195
1.00 850.00
670
288
483
1.50 850.50
905
392
875
2.00 851.00
1,139
510
1,385
2.50 851.50
1,428
640
2,025
3.00 852.00
1,716
785
2,810
3.50 852.50
1,999
928
3,738
4.00 853.00
2,281
1,069
4,807
4.50 853.50
2,559
1,209
6,016
5.00 854.00
2,837
1,348
7,364
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C] [PrtRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00
2.00 5.00 0.00
Crest Len (ft)
= 8.00 124.00
0.00 0.00
Span (in) = 15.00
2.00 12.00 0.00
Crest El. (ft)
= 853.00 853.50
0.00 0.00
No. Barrels = 1
1 4 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert EI. (ft) = 847.00
851.33 852.00 0.00
Weir Type
= 1 Ciplti
--- ---
Length (ft) = 50.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.20
0.00 0.00 n/a
N -Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a
No No No
TW Elev. (ft)
= 0.00
NoteCulvervonfice oudlows are analyzed
under inlet tc) and outlet (cc) control. Weir risers checked for crifiw conditions (c) and submergence (a).
Stage I Storage / Discharge
Table
Stage Storage Elevation
Civ A Clv B
CIV C
PrtRsr Wr A
Wr B W r C
Wr D Exfil User
Total
ft cuft ft
cfs cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
0.00 0 849.00
0.00 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
0.50 195 849.50
6.93 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
1.00 483 850.00
6.93 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
1.50 875 850.50
6.93 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
2.00 1,385 851.00
6.93 is 0.00
0.00
--- 0.00
0.00 ---
--- --- ---
0.000
2.50 2,025 851.50
6.93 is 0.03 is
0.00
--- 0.00
0.00 ---
--- --- ---
0.031
3.00 2,810 852.00
6.93 is 0.08 is
0.00
-- 0.00
0.00 -
--- --- ---
0.080
3.50 3,738 852.50
6.93 is 0.11 is
4.33 is
--- 0.00
0.00 ---
-- -- ---
4.443
4.00 4,807 853.00
6.93 is 0.13 is
7.14 is
--- 0.00
0.00 ---
--- --- ---
7.273
4.50 6,016 853.50
9.42 is 0.15 is
9.12 is
--- 9.42
0.00 ---
--- --- ---
18.69
5.00 7,364 854.00
14.74 is 0.17 is
10.74 is
--- 14.74s
145.99 ---
--- --- ---
171.64
Hydrograph
Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 15 / 2017
Hyd. No. 10
BMP Sand Filter#300
Hydrograph type
= Reservoir
Peak discharge
= 0.090 cfs
Storm frequency
= 2 yrs
Time to peak
= 826 min
Time interval
= 1 min
Hyd. volume
= 3,293 cuft
Inflow hyd. No.
= 5 -Post Development Area #&lax. Elevation
= 864.83 ft
Reservoir name
= Sand Filter #300
Max. Storage
= 2,571 cuft
Storage Indication method used
Q (cfs)
3.00
2.00
1.00
BMP Sand Filter #300
Hyd. No. 10 -- 2 Year
0.00 -
0 240 480 720 960 1200 1440 1680 1920 2160
Hyd No. 10 — Hyd No. 5 Total storage used = 2,571 cult
Q (cfs)
3.00
2.00
1.00
---1- 0.00
2400
Time (min)
Pond
Report
14
Hydragow Hydrographs Extension
for AutoCAD® Civil 3002016 by Autodesk, Inc. v10.5
Friday, 05 15 / 2017
Pond No. 3 - Sand Filter #300
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 862.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft) Incr. Storage (cuft)
Total storage (cuft)
0.00
862.00
178
0
0
0.50
862.50
393
139
139
1.00
863.00
608
248
388
1.50
863.50
902
375
763
2..00
864.00
1,195
522
1,285
2.50
864.50
1,597
696
1,981
3.00
865.00
1,938
882
2,863
3.50
865.50
2,252
1,046
3,909
4.00
866.00
2,566
1,204
5,113
4.50
866.50
2,979
1,385
6,498
5.00
867.00
3,189
1,542
8,039
Culvert/ Orifice
Structures
Weir Structures
[A]
[Bl [C] [PrtRsr]
[A] [B]
[C]
ID]
Rise (in)
= 15.00
2.00 5.00 0.00
Crest Len (ft)
= 8.00 162.00
0.00
0.00
Span (in)
= 15.00
2.00 12.00 0.00
Crest EI. (ft)
= 866.00 866.50
0.00
0.00
No. Barrels
= 1
1 4 0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert EI. (ft)
= 860.00
864.02 865.00 0.00
Weir Type
= 1 Ciplti
---
---
Length (ft)
= 125.00
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 1.11
0.00 0.00 n/a
N -Value
= .013
.013 .013 n/a
Orifice Coeff.
= 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
No No No
TW Elev. (ft)
= 0.00
Note:Culvert/Orifce outfows are analyzed under inlet(ic) and outlet (oc) control. Weir risers checked for orifce conditions(ic) and submergence (a).
Stage / Storage
/ Discharge
Table
Stage Storage Elevation
Clv A Clv B CIV C
PrtRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cult
ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00
0 862.00
0.00 0.00 0.00
--- 0.00
0.00 ---
---
--- --- 0.000
0.50
139 862.50
6.88 oc 0.00 0.00
--- 0.00
0.00 ---
---
--- --- 0.000
1.00
388 863.00
6.88 oc 0.00 0.00
--- 0.00
0.00 ---
---
--- -- 0.000
1.50
763 863.50
6.88 oc 0.00 0.00
--- 0.00
0.00 ---
---
--- --- 0.000
2.00
1,285 864.00
6.88 oc 0.00 0.00
--- 0.00
0.00 ---
---
--- --- 0.000
2.50
1,981 864.50
6.88 oc 0.07 is 0.00
--- 0.00
0.00 ---
---
--- -- 0.066
3.00
2,863 865.00
6.88 oc 0.10 is 0.00
--- 0.00
0.00 ---
---
--- --- 0.099
3.50
3,909 865.50
6.88 oc 0.12 is 4.33 is
--- 0.00
0.00 --
---
--- --- 4.458
4.00
5,113 866.00
6.88 oc 0.14 is 7.14 is
--- 0.00
0.00 ---
---
-- --- 7.285
4.50
6,498 866.50
9.42 oc 0.16 is 9.12 is
-- 9.42
0.00 ---
---
-- --- 18.70
5.00
8,039 867.00
12.49 oc 0.18 is 10.74 is
--- 12.49s
190.73 ---
---
-- --- 214.13
Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 05 / 5 / 2017
Hyd. No. 11
Post Development Area #1
Hydrograph type = Combine
Peak discharge
= 3.395 cfs
Storm frequency = 2 yrs
Time to peak
= 719 min
Time interval = 1 min
Hyd. volume
= 15,120 cuft
Inflow hyds. = 6, 7, 9, 10
Contrib. drain. area
= 1.740 ac
Q (cfs)
4.00
3.00
2.00
1.00
Post Development Area #1
Hyd. No. 11 -- 2 Year
0.00
0 180 360 540 720 900 1080
Hyd No. 11 — Hyd No. 6 — Hyd No. 7
— Hyd No. 10
1260 1440
— Hyd No. 9
Q (cfs)
4.00
3.00
2.00
1.00
IIMMM�- 0.00
1620
Time (min)
U -j
Hydrograph Summary Re pl9yd aflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.55
1
719
39,754
------
------
------
Pre -Development Area #1
2
SCS Runoff
4.867
1
718
9,773
------
-----
------
Pre -Development Area #2
3
SCS Runoff
6.534
1
718
13,349
------
------
---
Post Development Area #1
4
SCS Runoff
5.910
1
718
12,100
------
------
------
Post Development Area #2
5
SCS Runoff
4.267
1
718
8,689
------
------
------
Post Development Area #3
6
SCS Runoff
3.823
1
719
8,064
------
------
------
Post Development Bypass #4
7
SCS Runoff
3.057
1
718
6,479
-----
------
-----
Post Development Bypass Area #5
8
Reservoir
0.658
1
744
11,207
3
867.32
6,870
BMP Wetpond #100
9
Reservoir
4.800
1
720
10,264
4
852.55
3,844
BMP Sand Filter#200
10
Reservoir
2.536
1
722
7,360
5
865.32
3,524
BMP Sand Filter#300
11
Combine
13.34
1
720
32,167
6, 7, 9,
------
-----
Post Development Area #1
10
Pre vs Post with SF.gpw
Return Period: 10 Year
Friday, 05 / 5 / 2017
Hydrograph Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 / 2017
Hyd. No. 1
Pre -Development Area #1
Hydrograph type
= SCS Runoff
Peak discharge
= 17.55 cfs
Storm frequency
= 10 yrs
Time to peak
= 719 min
Time interval
= 1 min
Hyd. volume
= 39,754 cuft
Drainage area
= 3.860 ac
Curve number
= 76.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 9.10 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
• M
.10
3.00
Pre -Development Area #1
Hyd. No. 1 -- 10 Year
Q (cfs)
18.00
15.00
12.00
M
. IX
3.00
0.00 1 1 1—ice1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)
Hydrograph Report
18
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 2
Pre -Development Area #2
Hydrograph type =
SCS Runoff
Peak discharge
= 4.867 cfs
Storm frequency =
10 yrs
Time to peak
= 718 min
Time interval =
1 min
Hyd. volume
= 9,773 cuft
Drainage area =
1.200 ac
Curve number
= 68.7
Basin Slope =
0.0%
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
5.33 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Pre -Development Area #2
Q (cfs) Hyd. No. 2 -- 10 Year
5.00
GXIIIIH
ci1
2.00
1.00
MM
Q (cfs)
5.00
4.00
3.00
2.00
1.00
wM
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)
Hydrograph Report 19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5 Friday, 05 / 5 / 2017
Hyd. No. 3
Post Development Area #1
Hydrograph type
= SCS Runoff
Peak discharge
= 6.534 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 13,349 cuft
Drainage area
= 1.180 ac
Curve number
= 78.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #1
Q (cfs) Hyd. No. 3 -- 10 Year
7.00
6.00
5.00
4.00
3.00
2.00
1.00
000
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 3 Time (min)
Hydrograph Report 20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 / 2017
Hyd. No. 4
Post Development Area #2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.910 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 12,100 cuft
Drainage area
= 1.050 ac
Curve number
= 78.9
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Development Area #2
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
000
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 4 Time (min)
21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5 Friday, 05 / 5 / 2017
Hyd. No. 5
Post Development Area #3
Hydrograph type
= SCS Runoff
Peak discharge
= 4.267 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 8,689 cuft
Drainage area
= 0.790 ac
Curve number
= 77.4
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.60 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
5.00
M
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 5
Post Development Area #3
Hyd. No. 5 -- 10 Year
360 480 600 720
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
0.00
840 960 1080 1200 1320 1440
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAlDO Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 6
Post Development Bypass #4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 1.080 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.33 in
Distribution
Storm duration
= 24 hrs
Shape factor
Post Development Bypass #4
Q (cfs) Hyd. No. 6 -- 10 Year
4.00
3.00
2.00
1.00
22
Friday, 05 / 5 / 2017
= 3.823 cfs
= 719 min
= 8,064 cult
= 67.9
= Oft
= 8.10 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
M1r O
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
Hydrograph
Report
23
Hydraflow Hydrographs Extension
for AutoCADO Civil 3D@2016 by Autodesk, Inc. v10.5
Friday, 05 5 2017
Hyd. No. 7
Post Development Bypass Area #5
Hydrograph type
= SCS Runoff
Peak discharge
= 3.057 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 1 min
Hyd. volume
= 6,479 cuft
Drainage area
= 0.660 ac
Curve number
= 75.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.30 min
Total precip.
= 5.33 in
Distribution
= Type 11
Storm duration
= 24 hirs
Shape factor
= 484
Q (Cfs) Post Development Bypass Area #5 Q (Cfs)
Hyd. No. 7 10 Year
4.00 - 4.00
3.00 - 3.00
2.00 - 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)
Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 05 15 / 2017
Hyd. No. 8
BMP Wetpond #100
Hydrograph type
= Reservoir Peak discharge
= 0.658 cfs
Storm frequency
= 10 yrs Time to peak
= 744 min
Time interval
= 1 min Hyd. volume
= 11,207 cuft
Inflow hyd. No.
= 3 - Post Development Area #Max. Elevation
= 867.32 ft
Reservoir name
= BMP Wetpond #100 Max. Storage
= 6,870 cuft
Storage Indication method used.
BMP Wetpond #100
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 �_- --- — 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 8 — Hyd No. 3 Total storage used = 6,870 cuft Time (min)
Hydrograph Report
25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Friday, 05 / 5 / 2017
Hyd. No. 9
BMP Sand Filter #200
Hydrograph type
= Reservoir Peak discharge
= 4.800 cfs
Storm frequency
= 10 yrs Time to peak
= 720 min
Time interval
= 1 min Hyd. volume
= 10,264 cuft
Inflow hyd. No.
= 4 - Post Development Area #2/lax. Elevation
= 852.55 ft
Reservoir name
= Sand Filter #200 Max. Storage
= 3,844 cuft
Storage Indication method used.
BMP Sand Filter #200
Q (Cfs) Hyd. No. 9 10 Year Q (Cfs)
6.00 - 6.00
5.00 - 5.00
4.00 - 4.00
3.00 - 3.00
2.00 - 2.00
1.00 1.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 9 Hyd No. 4 Total storage used = 3,844 CA
Storage Indication method used.
Q (cfs)
5.00
m
3.00
2.00
1.00
BMP Sand Filter #300
Hyd. No. 10 -- 10 Year
0.00 ' '
0 180 360 540 720 900 1080 1260 1440
Hyd No. 10 — Hyd No. 5 ® Total storage used = 3,524 cuft
Q (cfs)
5.00
[gIQ11]
3.00
2.00
1.00
WWI- 0.00
1620
Time (min)
26
Hydrograph
Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5
Friday, 05 / 5 / 2017
Hyd. No. 10
BMP Sand Filter #300
Hydrograph type
= Reservoir
Peak discharge
= 2.536 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 1 min
Hyd. volume
= 7,360 cuft
Inflow hyd. No.
= 5 - Post Development Area #Blax. Elevation
= 865.32 ft
Reservoir name
= Sand Filter #300
Max. Storage
= 3,524 cuft
Storage Indication method used.
Q (cfs)
5.00
m
3.00
2.00
1.00
BMP Sand Filter #300
Hyd. No. 10 -- 10 Year
0.00 ' '
0 180 360 540 720 900 1080 1260 1440
Hyd No. 10 — Hyd No. 5 ® Total storage used = 3,524 cuft
Q (cfs)
5.00
[gIQ11]
3.00
2.00
1.00
WWI- 0.00
1620
Time (min)
Hydrograph Report
27
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302016 by Autodesk, Inc. v10.5
Friday, 05 / 5 / 2017
Hyd. No. 11
Post Development Area #1
Hydrograph type = Combine
Peak discharge
= 13.34 cfs
Storm frequency = 10 yrs
Time to peak
= 720 min
Time interval = 1 min
Hyd. volume
= 32,167 cuft
Inflow hyds. = 6, 7, 9, 10
Contrib. drain. area
= 1.740 ac
Q (Cfs)
14.00
WIIII11
10.00
M
RM
fflo
2.00
Post Development Area #1
Hyd. No. 11 -- 10 Year
Q (Cfs)
14.00
12.00
10.00
we
M-1
M
2.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 —Hyd No. 6 —Hyd No. 7 —Hyd No. 9 Time (min)
— Hyd No. 10