HomeMy WebLinkAboutDrainage Report (Revised Jan. 2021)DRAINAGE REPORT
FOR
NEW COMMERCIAL WAREHOUSE ADDITION
4511 W. 99™ STREET
CARMEL, INDIANA
December 2019
Revised January 2021
PREPARED BY:
Total Engineering Solutions Co., LLC
9702 E. Washington St., Suite 400-133
Indianapolis, IN 46229
ITEM
TECHNICAL DRAINAGE REPORT
TABLE OF CONTENTS
Project Narrative & Calculations
Pre-Developed Drainage Basin Map
Post-Developed Drainage Basin Map
Hydrograph Summary Report and Hydrographs
BMP Hydrograph
Soils Map
Flood Plain (FIRM) Map
PAGE
1-5
6
7
8-27
28
29-31
32
DRAINAGE REPORT
NEW WAREHOUSE BillLDING ADDITION
PROJECT NARRATIVE:
This project consists of a constructing a new 13,000 sf addition to an existing industrial warehouse
building located at 4511 W. 99th Street in Carmel. In addition to the building expansion, the project
will include a new truck doc, concrete pavement parking area, and utility connections. The
proposed project will disturb approximately 0.68 acres of the existing developed site.
EXISTING CONDITIONS:
The existing property is currently developed as an industrial warehouse business with asphalt and
concrete pavement, truck docks, drives, parking area, and utilities. The west side of the property
is currently wooded and includes a concrete slab from a previous building (which slab will be
demolished as part of this project). The developed portion of the property (identified as Basin #1),
including pavement and building roofs, sheet drain to existing storm inlets located within the drive
and parking area. The storm sewers convey stormwater from the site to the public storm sewer
system in 99th Street.
The undeveloped portion of the property (identified as Basin #2), primarily the wooded area, sheets
drains to the west off to the adjacent property.
Site Soils
Site soils within the property and project area are classified as Urban land Crosby silt loam (UcfA)
which is a Group C soil and moderate draining.
Predicted Storm Runoff
As predicted from the attached Hydrographs (Rational Method), the pre-developed storm water
runoff rates for the two drainage basins are as follows:
Storm Event
Q2
QIO
Q25
Q10o
Basin #1
0.72 cfs
1.06 cfs
1.22 cfs
1.47 cfs
PROPOSED CONDITIONS:
Basin #2
0.297 cfs
0.455 cfs
0.534 cfs
0.653 cfs
The proposed improvements include a new 13,000 sf addition to the existing industrial warehouse
building built on the site, as well as additional concrete pavement area, and utility connection work.
The proposed improvements will include demolition of an existing concrete slab but will still result
-1 -
in an increase of 0.456 acres in total impervious area. The total area disturbed by the project will
be approximately 0 .682 acres. The proposed building addition and parking area will be
constructed west of the existing improvements and extend into the wooded area identified as
existing Basin #2. Upon completion of the work, all the new impervious area will be sheet drained
to a proposed dry-detention area which will provide some amount of on-site storm water detention.
The detention area will drain through a new storm water quality unit (see discussion below) to the
existing storm sewer piping. As a result, the drainage area of Basin # 1 will increase and Basin #2
will decrease. The remaining area of Basin #2 will be undisturbed and continue to sheet drain to
the west.
Using the rational method, the stormwater runoff from the post-developed site, as predicted by the
Hydrographs attached , is as follows:
Storm Event
Q2
QIO
Q2s
Q10o
Basin #1 Post-Developed
2.69 cfs
Basin #1 Pre-Developed
0.72 cfs
3.96 cfs 1.06 cfs
4.57 cfs 1.22 cfs
5.49 cfs 1.47 cfs
Under the current City of Carmel Stormwater Technical Standards Manual, the allowable
stormwater release rate for any new developments is 0.1 cfs per acre under a ten year storm (Q10)
and 0.3 cfs per acre under a 100 year storm conditions (QlOO). The property falls within the old
Mayflower Industrial Park which. was originally master planned with regards to drainage and
stormwater detention. Therefore, the original development did not include or require any on-site
detention or storm water quality measures by Hamilton County at the time of the original building
and site development.
Per Section 302.03, the allowable release rates for the existing drainage basins are as follows:
Q10@ 0.10 cfs/Acre
Q100 @ 0.30 cfs/Acre
Basin #1
0.02 CFS
0.05 CFS
Basin #2
0.05 CFS
0.15 CFS
As designed, this project proposes on-site detention in order to reduce the peak stormwater release
rate from the site. Due to the limited area and the shallow depth of the existing stormwater system
both on-site and off-site, the pond must be relatively shallow. However, as shown in the attached
hydrographs, the proposed detention area does allow the project to nearly meet the current City
requirements for new development, albeit with a 1" orifice in the outfall structure. Using a 6"
orifice, the detention area will reduce the peak runoff from Basin# 1 to significantly below the pre-
existing which is the smallest size allowed per Section 302.06 conditions as shown in the table
below.
Storm Event
Q2
QIO
Q2s
Q IOo
Detention Release
with 6" Orifice
0.44 cfs
0 .58 cfs
0.63 cfs
0.71 cfs
Detention Release
with 1" Orifice
0.027 cfs
0.030 cfs
-2-
Basin # 1 Pre-Developed
0.72 cfs
1.06 cfs
1.22 cfs
1.47 cfs
Therefore, while the proposed design could meet the current City standards with a 1" or less orifice
pipe at the outfall structure, the proposed use of a 6" orifice will reduce the post-developed runoff
rates to about 50% of the current pre-developed rates.
Storm Water Quality
The project will disturb a total of 0.682 acres and under current ordinances and standards of the
City of Carmel, must include stormwater quality measures for treating runoff. We looked at
several alternatives for meeting the stormwater quality measures including an infiltration trench
and bio-retention area, but the existing site grades and shallow storm sewers on site limited the
options available. Therefore, the project as designed proposes the use of a flow through type
hydro-dynamic separator type unit, specifically an Aqua-Swirl Xcelerator series model XC-3. As
shown in flow through BMP calculations below and the BMP Hydrograph included in this report,
the, first flush rain event rate required to be treated by the BMP is 0.817 cfs. The selected Aqua
Swirl Model XC-3 has an approved treatment capacity of 1.13 cfs (per the City of Indianapolis
design standards as adopted by the City of Carmel).
A secondary BMP, as required by the City of Carmel, will consist of planting native grasses within
the bottom of the dry detention pond. These grass plantings will provide some measure of
treatment through the uptake of pollutants in the stormwater as well as absorb rainwater in the
basin bottom after rain events.
SUMMARY AND CONCLUSIONS:
The proposed project will disturb approximately 0.682 acres of the 2.47 acre site and the new
development will significantly increase the hard surface (impervious) area of the current property.
However, the peak runoff from the site will be detained by a new dry-detention area which will
reduce the peak storm water runoff from the site to approximately 50% of the pre-developed
conditions.
The project will include two stormwater quality measures (BMP) to treat the Stormwater Quality
Volume from the site. With the addition of stormwater treatment and existing detention, the
proposed improvements will have no adverse impacts to the downstream stormwater
infrastructure.
-3-
DRAINAGE CALCULATIONS
Existing (Pre-Developed) Conditions
The pre -developed project area includes 0.178 acres of existing concrete slab and 0.504 acres of
wooded land. A summary of the current land use designations is as follows:
Description Total Area Grass Pavement Roofs
Basin #1 0.178 Acres 0.000 Acres 0.178 Acres 0.00 Acres
Basin #2 0.504 Acres 0 .504 Acres 0.000 Acres 0.00 Acres
Existing Basin # 1 Runoff (Rational Method)
Q= CiA where C= Weighted Curve No. (Soil=0.20, Pavement= 0.85, Roof = 0.90)
C = (0.178 X 0.85) /0.178 = 0.85
Time of Concentration (Tc) = 5 minutes
Peak Storm Water Runoff(Q):
Q2 = (0.85)(4 .75 in!hr)(0.178 acres)= 0.719 cfs
Q10 = (0.85)(6.99 in!hr)(0.178 acres)= 1.06 cfs
Q25 = (0.85)(8.08 inlhr)(0.178 acres) = 1.22 cfs
Q100 = (0.85)(9.69 in!hr)(0.178 acres)= 1.47 cfs
Existing Basin #2 Runoff (Rational Method)
Q= CiA where C= Weighted Curve No. (Soil =0.20, Pavement= 0.85, Roof = 0.90)
C = (0.504 X 0.20) /0.504 = 0.20
Time of Concentration (Tc) = 15 minutes
Peak Storm Water Runoff (Q):
Q2 = (0.20)(2 .97 in!hr)(0.504 acres)= 0.297 cfs
Q10 = (0 .20)(4.55 inlhr)(0.504 acres)= 0.455 cfs
Q25 = (0.20)(5.34 in!hr)(0.504 acres)= 0.534 cfs
Q100 = (0.20)(6.53 in!hr)(0.504 acres)= 0.653 cfs
Post Developed Conditions
Description Total Area Pavement
Basin #1 0.682 Acres 0.047 Acres 0.336 Acres 0.298 Acres
Post Developed Runoff (Rational Method)
Q=CiA where C= Weighted Curve No. (Soil =0.20, Pavement= 0.85, Roof= 0.90)
C = (0.047 X 0.20) + (0.336 X 0.85) + (0.298 X 0 .90)/0.682 = 0 .83
-4-
Time of Concentration (Tc) = 5 minutes
Peak Storm Water Runoff(Q):
Q2 = (0.83)(4.75 inlhr)(0.682 acres)= 2.69 cfs
Q10 = (0.83)(6.99 inlhr)(0.682 acres)= 3.96 cfs
Q25 = (0.83)(8.08 inlhr)(0.682 acres)= 4.57 cfs
Q100 = (0.83)(9.69 inlhr)(0.682 acres)= 5.49 cfs
FLOW THROUGH BMP SIZING:
Contributing Drainage Area= 0.682 Acres (29 ,704 sf)
Percent Impervious Area: 27,615 SF/29,704 SF= 0.929 (92 .9%)
Water Quality Curve Number: CNwq = 98 .8 (From Exhibit 701-1)
Based on a 1" Rain Event, 24 Hour storm, and Type II distribution, the Peak Storm Water Quality
Volume as provided by the BMP Hydrograph = 0.82 cfs.
POND OUTLET PIPE SIZING & CAP A CITY
The proposed detention area outfall structure includes a 6" orifice on the inlet side, and a 12" RCP
storm pipe on the outlet side. The capacity of the outlet pipe is calculated as follows:
12 " RCP at 0.25% Slope, Q full = (1.49/n)(A)(rH)213 (S)112
Qfull = (1.49/0.013)(0.78s sf)(0.25)213 (0.0025)112 = 1.77 cfs
Pond Release rate at Q10 = 0.58 cfs < 1.77 cfs
Pond Release rate at Q100 = 0.71 cfs < 1.77 cfs
DOWNSTREAM PIPE CAP A CITY
The pond outfall will be connected to an existing 18 " RCP pipe that runs east through the property
and into 99th Street. The capacity of this existing storm pipe is calculated as follows:
18 " RCP at 0.36% Slope, Q full= (1.49/n)(A)(rHi13 (S)112
Qfull = (1.49/0.013)(1.77 sf)(0.375)213 (0.0036)112 = 6.31 cfs
Pond Outfall at QlO = 0.58 cfs
-5 -
I -~~-
1
Scale: 1 n-50'
I
I
I I
I
I
I I
I i \
889
~
"~
BASIN #2 \
0.504 Acres
\ C=0.20 890 /
\ ! ®
6
~6V
I
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I
JADAM PROPERTY GROUP
NEW WAREHOUSE ADDITION
PRE DEVELOPED BASIN MAP
181 -JADAM PROPERTY GROUP, LLC 4511 W. 99TIJ STREET :},'=L,.Iti --foP <Q -/ -/ / -raln/ot ll89. 16 -.~7(1/l" M6.67 (18" M6.67 (12" . ---~ Ul I s_____. ~ -~ I a.za. ::::>0<( ot-~ c::::oz C) OW >-<(<( 1--Wal c::::wo w::>W a.oa. OIO c::::w...J a.C::::W ~~Gj <(>0 0$1--<CwW • 0 Za_ "-L~ ~~ {/)
1
Hy d rog rap h sum rna ry R e PQOiow Hydrographs Extension for AutoCAD ® Civil 3D ® 2018 by Autodesk , Inc . v2018 .3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 0.719 1 5 216 ------------------Pre-Developed Basin 1
2 Rational 2.688 1 5 806 ------------------Post Developed Basin #1
3 Reservoir 0.443 1 9 785 2 888.34 664 Post Deve loped Release
Storm Hydrograph .gpw Return Period : 2 Year Tuesday, 12 I 17 I 2019
.......
b
Hydrograph Report
Hydra fl ow Hydrographs Extension fo r AutoCAD® C ivil 3 D® 2018 by Autodesk, Inc. v2018.3
Hyd . No. 1
Pre-Developed Basin 1
Hydrograph type
Storm frequency
Time interval
Drainage a rea
Intensity
IDF Curve
Q (cfs)
1.00
0 .90
0 .80
0.70
0 .60
0 .50
0.40
0 .30
/
/ v 0.20
v 0 .10
0 .00
=
=
=
=
=
=
Rationa l Peak discharge
2 yrs Time to peak
1 min Hyd . volume
0 .178 ac Runoff coeff.
4 . 749 in/hr Tc by User
INDY.IDF Asc/Rec limb fact
Pre-Developed Basin 1
Hyd . No . 1 --2 Year
/ "' / I' ' "' / v " ~
/ "'
1
Tuesday, 12 /1 7/2019
= 0 .719 cfs
= 0.08 hrs
= 216 cuft
= 0 .85
= 5.00 min
= 1/1
"' "\ ~
"'
Q (cfs)
1.00
0 .90
0 .80
0.70
0 .60
0 .50
0.40
0 .30
0.20
0.10
0 .0 0 .0 0 .0 0 .1 0 .1 0.1 0.1 0.1 0 .1 0 .2
0 .00
0.2
-HydNo.1
Time (hrs)
2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2018 by Autodesk, Inc . v2018 .3 Tuesday , 12 I 17 I 2019
Hyd. No.2
Post Developed Basin #1
Hydrograph type = Rational Peak discharge = 2.688 cfs
Storm frequency = 2 yrs Time to peak = 0 .08 hrs
Time interval = 1 min Hyd . volume = 806 cuft
Drainage area = 0.682 ac Runoff coeff. = 0.83
Intensity = 4.749 in/hr Tc by User = 5.00 min
IDF Curve = INDY .IDF Asc/Rec limb fact = 1/1
Post Developed Basin #1
Q (cfs) Hyd . No. 2 --2 Year Q (cfs)
3.00 -.-----r------.------.------,-----,-----,.---r----.-------.----.-3 .00
0.00 --1------'-------'------'------'------'--------'---'------"-----'----_,._ 0 .00
0.0 0.0 0 .0 0 .1 0 .1 0 .1 0.1 0.1 0.1 0 .2 0 .2
-HydNo.2
Time (hrs)
4
Hy d rog rap h sum rna ry Re PQfrtlow Hydrographs Extension for AutoCAD ® Civil 3D® 2018 by Autodesk , Inc . v2018.3
Hyd. Hydrograph Peak Time Time to Hyd . Inflow Maximum Total Hydrograph
No . type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 1.057 1 5 317 ~~----------------Pre-Developed Basin 1
2 Rational 3.953 1 5 1,186 ............. ---·--------Post Developed Basin #1
3 Reservo ir 0.575 1 9 1,160 2 888 .60 995 Post Developed Release
Storm Hydrograph .gpw Return Period : 10 Year Tuesday , 12 I 17 I 2019
\ \
3
Hydrograph Report
Hydraflow Hyd rographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk , Inc. v2018 .3 Tuesday , 12/17 /2019
Hyd. No.1
Pre-Developed Basin 1
Hydrograph type = Rational Peak discharge = 1.057 cfs
Storm frequency = 10 yrs Time to peak = 0.08 hrs
Time interval = 1 min Hyd. volume = 317 cuft
Drainage area = 0.178 ac Runoff coeff. = 0 .85
Intensity = 6.984 in/hr Tc by User = 5.00 min
IDF Curve = INDY.IDF Asc/Rec limb fact = 1/1
Pre-Developed Basin 1
0 (cfs) Hyd . No . 1 --10 Year 0 (cfs)
2 .00 ,-----,----,---.----.------r------.---r----.---.,.---.-2 .00
1.00
0 .00 ~--_...L_ __ __L_ __ _.J..... __ _....L __ ___l __ _..Jc__ __ L__ __ .L._ __ ...J...._ _ _____.:~ 0 .00
0.0 0.0 0 .0 0 .1 0 .1 0.1 0.1 0.1 0.1 0.2 0 .2
-HydNo.1
Time (hrs)
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2018 by Autodesk , Inc. v2018 .3 Tuesday , 12/17/2019
Hyd. No.2
Post Developed Basin #1
Hydrograph type = Rational Peak discharge = 3.953 cfs
Storm frequency = 10 yrs Time to peak = 0 .08 hrs
Time interval = 1 min Hyd . volume = 1,186 cuft
Drainage area = 0.682 ac Runoff coeff. = 0.83
Intensity = 6.984 in/hr Tc by User = 5.00 min
IDF Curve = INDY.IDF Asc/Rec limb fact = 1/1
Post Developed Basin #1
0 (cfs) Hyd . No . 2 --10 Year 0 (cfs)
4 .00 ,----,----,-------,------,----,-----.---r----.-----.-----. 4.00
1.00
0.00 ....6---___.J.__ __ __J_ __ _L.. __ __j__ __ ___,_ __ _____. ___ c__ __ .J__ __ __,__ __ ~ 0.00
0 .0 0.0 0 .0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0 .2
-HydNo.2
Time (hrs)
6
Hyd rog rap h sum rna ry Re PQ!tlow Hydrographs Extens ion for AutoCAD ® Civ il 3D ® 2018 by Autodesk , Inc. v20 18.3
Hyd. Hydrograph Peak Time Time to Hyd . Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (m i n) (m i n) (cuft) (ft) (cuft)
1 Rationa l 1.222 1 5 367 ------------------Pre-Developed Basin 1
2 Rationa l 4 .573 1 5 1,372 -----------------Post Developed Basin #1
3 Reservo ir 0.633 1 9 1,344 2 888.74 1,158 Post Developed Release
Storm Hydrograph .gpw Return Period : 25 Year Tuesday , 12 I 17 I 2019
I / [
I -,
5
Hydrograph Report
Hydraflow Hydrograp hs Extension for AutoCAD® Civil 30® 2018 by Autodesk , Inc. v2018 .3 Tuesday, 12 /17 /20 19
Hyd. No.1
Pre-Developed Basin 1
Hydrograph type = Rational Peak discharge = 1.222 cfs
Storm frequency = 25 yrs Time to peak = 0 .08 hrs
Time interval = 1 min Hyd. volume = 367 cuft
Drainage area = 0.178 ac Runoff coeff. = 0.85
Intensity = 8.078 in/hr Tc by User = 5 .00 min
IDF Curve = INDY.IDF Asc/Rec limb fact = 1/1
Pre-Developed Basin 1
Q (cfs) Hyd . No . 1 --25 Year Q (cfs)
2 .00 ...-----.----,------r------r------r------,---,.....---,....----,.-----.-2 .00
1.00
0 . 00 ~----'-------'-----'------'--------'---------'---'------'--------'----31--0 . 00
0 .0 0 .0 0 .0 0 .1 0 .1 0 .1 0.1 0 .1 0 .1 0 .2 0.2
-HydNo.1
Time (hrs )
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk , Inc. v2018 .3
Hyd. No.2
Post Developed Basin #1
Hydrograph type = Rational Peak discharge
Storm frequency = 25 yrs Time to peak
Time interva l = 1 min Hyd . volume
Drainage area = 0 .682 ac Runoff coeff.
Intensity = 8 .078 in/hr Tc by User
IDF Curve = INDY.IDF Asc/Rec limb fact
Q (cfs)
5 .00
4 .00
3.00
2 .00
1.00
0 .00
I
I
v
v
Post Developed Basin #1
Hyd . No . 2 --25 Year
I "' I v \
1'\ v \
"" \
6
Tuesday, 12/17 /20 19
= 4.573 cfs
= 0 .08 hrs
= 1,372 cuft
= 0.83
= 5 .00 min
= 1/1
'1'\
\
Q (cfs)
5 .00
4 .00
3 .00
2 .00
1.00
0 .0 0 .0 0 .0 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0 .2
0 .00
0 .2
-HydNo.2
Time (hrs)
I&
8
Hy d rog rap h sum rna ry Re PROiow Hydrographs Extension for AutoCAD® Civil 3D ® 2018 by Autodesk , Inc . v2018 .3
Hyd. Hydrograph Peak Time Time to Hyd . Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 1.465 1 5 440 ------------------Pre-Developed Basin 1
2 Rational 5.482 1 5 1,645 ----------------Post Developed Basin #1
3 Reservoir 0.7 12 1 9 1,614 2 888 .93 1,40 1 Post Developed Release
Storm Hydrograph .gpw Return Period : 100 Year Tuesday , 12/17/2019
I I
7
Hydrograph Report
Hydra flow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc . v2018.3 Tuesday , 12/17 /20 19
Hyd. No.1
Pre-Developed Basin 1
Hydrograph type = Rational Peak discharge = 1.465 cfs
Storm frequency = 100 yrs Time to peak = 0 .08 hrs
Time interval = 1 min Hyd . volume = 440 cuft
Drainage area = 0.178 ac Runoff coeff. = 0.85
Intensity = 9 .685 in/hr Tc by User = 5.00 min
IDF Curve = INDY.IDF Asc/Rec limb fact = 1/1
Pre-Developed Basin 1
0 (cfs) Hyd . No . 1 --100 Year 0 (cfs)
2 .00 --.------.----.----.-------.-------,------,---,----,-----..,..----, 2 .00
1.00
0.00 ..z_ __ ....J_ __ __j_ __ ...._L __ _..J... __ _...J... __ --l. __ ___JL__ __ ...._ __ ...L_ __ ~ 0 .00
0.0 0 .0 0.0 0 .1 0 .1 0 .1 0.1 0.1 0.1 0 .2 0 .2
-Hyd No .1
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extens ion for AutoCAD® Civ il 3D® 2018 by Autodesk , Inc. v20 18 .3
Hyd. No.2
Post Developed Basin #1
Hydrograph type
Storm frequency
Time interval
Drainage area
Intensity
IDF Curve
Q (cfs)
6 .00
5 .00
4 .00
=
=
=
=
=
=
Rational Peak discharge
100 yrs Time to peak
1 min Hyd. volume
0.682 ac Runoff coeff.
9.685 in/hr Tc by User
INDY.IDF Asc/Rec limb fact
Post Developed Basin #1
Hyd . No .2--100 Year
I ' / \
/ ' I \
/ \. v \
/
3 .00
2 .00 v
v I
1.00
0 .00
8
Tuesday , 12/17 /2019
= 5.482 cfs
= 0.08 hrs
= 1,645 cuft
= 0.83
= 5 .00 min
= 1/1
\.
\
\
Q (cfs)
6 .00
5.00
4.00
3 .00
2 .00
1.00
0 .0 0 .0 0.0 0 .1 0 .1 0 .1 0.1 0.1 0 .1 0 .2
0 .00
0 .2
-HydNo.2
Time (hrs)
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk , Inc . v2018 .3
Pond No . 1 -Dry Detention Area
Pond Data
3
Tuesday , 12 I 17 I 2019
Contours -User-defined contour areas. Average end area method used for volume calcu lation . Beg ining Elevation= 887 .60 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) I ncr. Storage (cuft) Total storage (cuft)
0.00 887 .60 500 0 0
0.40 888 .00 740 248 248
1.40 889 .00 1,750 1,245 1,493
2.40 890 .00 7,800 4 ,775 6,268
Culvert I Orifice Structures Weir Structures
[A] [B) [C) [PrfRsr] [A] [B) [C) [D)
Rise (in) 12.00 6.00 0.00 0 .00 Crest Len (ft) = 4 .00 0.00 0.00 0.00
Span (in) 12.00 6.00 0.00 0.00 Crest El. (ft) = 889 .70 0.00 0.00 0.00
No. Barrels 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 887 .60 887 .60 0.00 0.00 Weir Type = Rect
Length (ft) = 14.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.25 0.25 0.00 nla
N-Value = .013 .013 .013 nla
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.200 (by Contour)
Multi-Stage = nla Yes No No TW Elev. (ft) = 0.00
Note : CulverVOri fice outflows are analyzed under inlet (i c) and outlet (oc) control. Weir ri se r s checked for orifice conditions (ic) and submergence (s).
Stage (ft)
3.00
2.00
1.00
----
0.00
0.00
. If
0.50
-TotaiQ
\
~ ,......
1.00
-culvA
-WeirA
Stage I Discharge
-
1.50 2.00 2 .50
-CulvB
-WeirB -WeirC
3.00
-WeirD
3.50
Elev (ft)
890.60
889 .60
888 .60
887 .60
4 .00
Discharge (cfs)
-user
-Exfiltration
Hydrograph Report
Hydraflow Hyd rographs Exte nsion for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018 .3
Hyd. No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd . No .
Reservoir name
= Reservoir
= 2 yrs
= 1 min
= 2 -Post Developed Basin #1
= Dry Detention Area
Peak discharge
Time to peak
Hyd . volume
Max . Elevation
Max . Storage
Sto rage Ind icat ion me th od used . Exfil tration ext racted from Outflow .
Q (cfs)
3 .00
2 .00
1.00
0 .00
0.0
~ ~ ' loo...
0.2 0 .3 0 .5 0 .7
Post Developed Release
Hyd . No . 3 --2 Year
0 .8 1 .0 1.2 1.3 1.5 1 .7
=
=
=
=
=
1 .8
-HydNo.3 -HydNo.2 I I I I I I I I Total storage used = 664 cuft
2
Tuesday , 12 I 17 I 2019
0.443 cfs
0 .15 hrs
785 cuft
888.34 ft
664 cuft
2 .0
Q (cfs )
3.00
2 .00
1.00
0 .00
2 .2
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v2018 .3
Hyd. No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Reservoir name
= Reservoir
= 10 yrs
= 1 min
= 2 -Post Developed Basin #1
= Dry Detention Area
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Storage Indication method used . Exfiltration extracted from Outflow.
Q (cfs)
4 .00
3 .00
2 .00
1.00
0 .00
0 .0
-.............. r-----.-r-----.-
Post Developed Release
Hyd . No .3--10 Year
r---.......
0.2 0 .3 0.5 0.7 0 .8 1 .0 1.2 1.3 1.5 1.7
=
=
=
=
=
1.8
-HydNo.3 -HydNo.2 II I I I I II Total storage used = 995 cuft
5
Tuesday, 12/17/2019
0.575 cfs
0.15 hrs
1,160 cuft
888.60 ft
995 cuft
2 .0
Q (cfs)
4.00
3 .00
2.00
1.00
0.00
2.2
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk , Inc. v2018 .3
Hyd. No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No .
Reservoir name
= Reservoir
= 25 yrs
= 1 min
= 2 -Post Developed Basin #1
= Dry Detention Area
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Storage Indication method used . Exfi ltration extracted from Outflow.
Q (cfs)
5 .00
4 .00
3.00
2 .00
1.00
0 .00
0.0
-.. ............... r----.......___
Post Developed Release
Hyd . No. 3 --25 Year
r-----
0.2 0.3 0 .5 0 .7 0.8 1.0 1.2 1.3 1.5 1.7
=
=
=
=
=
1.8
7
Tuesday , 12/17/2019
0.633 cfs
0.15 hrs
1 ,344 cuft
888 .74 ft
1,158 cuft
2 .0
Q (cfs)
5 .00
4 .00
3.00
2 .00
1.00
0 .00
2.2
-HydNo.3 -Hyd No .2 Ill IIIII Total storage used= 1,1 58 cuft
Time (hrs)
Hydrograph Report
Hydraflo w Hydrog rap hs Extension fo r AutoCAD® C ivil 3 D® 2018 by Autodesk, Inc . v2018 .3
Hyd . No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd . No.
Reservoir name
= Reservoir
= 100 yrs
= 1 min = 2-Post Developed Basin #1
= Dry Detention Area
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Storage Indicat ion method used . Exfil tra tion extracted f rom Outflow.
Q (cfs)
6 .00
5 .00
4 .00
3 .00
2 .00
1.00
0.00
0.0
.... -------
0.2 0 .3 0.5 0 .7
Post Developed Release
Hyd . No. 3 --100 Year
r---
0 .8 1.0 1.2 1.3 1.5 1.7
=
=
=
=
=
1 .8
9
Tuesday , 12 /1 7 /20 19
0.712 cfs
0.15 hrs
1 ,614 cuft
888 .93 ft
1 ,401 cuft
2 .0
Q (cfs )
6.00
5 .00
4.00
3.00
2 .00
1.00
0.00
2 .2
-HydNo.3 -HydNo.2 II I I I I I I Tota l storage used = 1.401 cuft
Time (hrs)
Pond Report
Hyd raflo w Hydrographs Extension for AutoCA D® Civil 3D® 20 18 by Autodes k , Inc. v20 18.3
Pond No. 1 -Dry Detention Pond
Pond Data
2
Tuesday , 12 /17 /2019
Contours -User-defined contour areas . Ave rage end area method used fo r volume ca lcu lat ion . Beg ining Elevation= 88 7.60 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) lncr. Storage (cuft) Total storage (cuft)
0.00 887 .60 500 0 0
0.4 0 888.00 740 248 248
1.40 889.00 1,750 1,245 1,493
2.40 890 .00 7,800 4,775 6,268
Culvert I Orifice Structures Weir Structures
[A] [B) [C) [PrfRsr) [A] [B) [C) [D)
Rise (in) 12 .00 1.00 0.00 0.00 Crest Len (ft) = 4 .00 0.00 0.00 0.00
Span (in) 12 .00 1.00 0.00 0.00 Crest El. (ft) = 889 .70 0.00 0.00 0.00
No . Barrels 0 0 Weir Coeff. = 3.33 3.33 3.33 3.3 3
Invert El. (ft) = 88 7.60 88 7.60 0.00 0.00 Weir Type = Reel
Length (ft) = 14 .00 0.50 0.00 0.00 Multi-5tage = Yes No No No
Slope(%) = 0.25 0 .25 0.00 n/a
N-Value = .013 .013 .0 13 n/a
Orifice Coeff. = 0.60 0 .60 0.60 0.60 Exfil.(i n/hr) = 0.000 (by Co ntour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (i c) and outl et (oc) control. W eir risers checked for orifi ce cond iti ons (i c) and submergence (s).
Stage (ft) Stage I Discharge Elev (ft)
3.00 ....,.--------r------.,--------r------r-------.---------.-890 .60
\
2.00 -Ht-------t-------+-------+-------t-------+-------+-889 .60
1.00 --H-------+-------+------+------+-------+------+ 888 .60
0.00 ....._ ______ ..___ _____ __._ ______ _,_ ______ ..___ _____ __._ ______ .....J..... 887 .60
0.00 0 .~ 1.00 1 .~ 2 .00 2 .~ 3.00
-Tota i Q -CulvA -culvB -user
Discharge (cfs )
-WeirA -WeirB -We irC -WeirD
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® C ivil 30® 2018 by Autodesk, Inc . v2018 .3
Hyd. No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd . No.
Reservoir name
Storage Indication method used .
= Reservoir
= 10 yrs
= 1 min
= 2 -Post Developed Basin #1
= Dry Detention Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max . Storage
Post Developed Release
1
Tuesday, 12 I 17 I 2019
= 0.027 cfs
= 0.17 hrs
= 1,171 cuft
= 888.75 ft
= 1,175 cuft
Q (cfs) Hyd . No . 3 --10 Year Q (cfs)
4 .00 -,---r------r---.---r-----,----,---r-----,----,---r-----,----,-4.00
3 .00 ------!-----+---+---!-----+---+---!-----+---+---!-----+---+-3 .00
2.00 ------~--+---+---~--+---+---~--+---+---~--+---+ 2 .00
1.00 -----t----+---+---t----+---+---t----+---+---t------+--+ 1.00
0 .00 .._ _ _... __ .._ _____ =~~~~~~~~==========:.----......l----'---"---...1.--~ 0 .00
0 2 4 6 8 10 12 14 16 18 20 22 24
-HydNo.3 -HydNo.2 11111111 Total storage used= 1,175 cuft
Time (hrs)
Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 30® 2018 by Autodesk, Inc . v2018 .3
Hyd. No.3
Post Developed Release
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No .
Reservoir name
Storage Ind icat ion method used .
= Reservoir
= 100 yrs
= 1 min
= 2 -Post Developed Basin #1
= Dry Detention Pond
Peak discharge
Time to peak
Hyd . volume
Max. Elevation
Max. Storage
Post Developed Release
3
Tuesday , 12 I 17 I 2019
= 0.030 cfs
= 0.17 hrs
= 1,630 cuft
= 889.03 ft
= 1,633 cuft
0 (cfs) Hyd . No . 3 --100 Year 0 (cfs)
6.00 .------,------.-----.------.-----r-----.---.----,----~ 6.00
5.00 -+------+----+----1-------t----+----+---+----+----+ 5 .00
4 .00 -+------+----+----1-------t----+----+---+----+----+ 4 .00
3.00 --------+----+----f-------+----+-----+----+-----+----+-3.00
2 .00 ....-----+----+----t-----t----+-----t----+----t----t-2 .00
1.00 -------+----+----1-------t----+----+---+----+----+ 1.00
0.00 __. ___________ .... _______ _,_ ____ ~.... __ .... __ --~, ___ .J_ 0 .00
0 3 6 9 12 15 18 21 24 27
-HydNo.3 -HydNo.2 II I I I I II Total storage used = 1,633 cuft
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civ il 30® 2018 by Autodesk, Inc. v2018.3
Hyd. No.1
BMP Hydrograph
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip .
Storm duration
Q (cfs)
1.00
0 .90
0 .80
0 .70
0 .60
0 .50
0.40
0.30
0 .20
0 .10
0.00
0 .0 3 .0
-Hyd No .1
= SCS Runoff
= 1 yrs
= 3 min
= 0.682 ac
= 0.0%
= User
= 1.00 in
= 24 hrs
6 .0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cone. (Tc)
Distribution
Shape factor
BMP Hydrograph
Hyd . No. 1 --1 Year
9 .0 12 .0 15.0
1
Wednesday, 12 I 11 I 2019
= 0.815 cfs
= 11.95 hrs
= 2,014 cuft
= 98.8
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
1.00
0 .90
0 .80
0 .70
0 .60
0 .50
0.40
0 .30
0 .20
0 .10
0 .00
18 .0 21 .0
Time (hrs)
Soil Map-Hamilton County, Indiana
Mop Seal!: 1:1,080 fpma:l on A lardscape (11" X 8.5") ~
~----~.5?=====~~~------------~~?=============~~~
o~----~~~====~,oo~----------~zo~============~xo~
f'approjEction: Y.I!I:>M=ltcr Comer<IXll<fna<e;: Y.GS84 Ed;letic:s : liTM Zone 16NY.GS84
Natural Resources
Conservation Service
Web Soil Survey
National Cooperat ive Soil Survey
12/12/2019
Pag e 1 of 3
39"' S5'57"N
PSS'Sl'N
Soil Map-Hamilton County, Indiana
MAP LEGEND
Area of Interest (AOI)
D Area of Interest (AOI)
Soils
=:J Soil Map Unit Polygons
So il Map Unit lines
D So il Map Unit Po ints
Special Point Features
~ Blowout
l8l BorrowPft
X Clay Spot
0 Clo sed Dep ress ion
X Gra vel Pit
.. Gravelly Spot
Landfill
A. l ava Flow
.w. Marsh or swamp
* Mine or Quarry
@ Miscellaneous V\later
0 Perenn ial Water
v Rock Outcrop
+ Sa line Spot
Sandy Spot
""'' Se verely Eroded Spo t
¢· Sinkhole
~ Slide or Slip
II Sadie Spot
USDA Natural Resources
:iiiiili Conservation Service
E; Spo il Are a
(J Stony Spot
ro Very Stony Spot
'{;· Wet Spot
1::. Other
Special line Features
Water Features
Streams and Cana ls
Transportation
H-f Ra ils -Interstate Highways -US Routes
Major Roads
Local Roads
Background
Aerial Photography
Web Soil Survey
Nat ional Cooperative Soil Survey
MAP INFORMATION
The soil surveys that comprise your AOI w ere m apped at
1:15 ,800.
Warning : So il Map may not be valid at this scale.
Enlargem ent of maps beyond the sca le of mapping can cause
mi sunderstanding of the de tail of m apping and accuracy of soil
line placement. Th e m aps do not show the small are as of
contrasting soils th at could hav e been shown at a more detailed
scale.
Ple ase rely on th e bar sca le on ea ch map sheet for map
measurements .
Source of Map : Natural Re sources Con se rvation Service
Web Soil Su rvey URL:
Coordinate System : Web Mercator (EPSG:3857)
Maps from the Web Soi l Survey are based on the Web Mercator
projection , which preserves dir ection and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection , should be used ~more
accurate calculati ons of distance or area are required.
Th is product is generated from the USDA-NRCS certif ied data as
of the vers ion date(s) listed below.
Soil Surv ey Area : Hammon County, Ind iana
Survey Area Data: Version 20, Sep 16, 2019
Soil map un it s are labeled (as sp ace allows) f or map scales
1 :50,000 or larger.
Date(s) aerial im age s were photographed : Aug 1, 201 8-Sep
30, 2018
The orthophoto or other base map on which the soil lines w ere
compil ed and digitized probably differs from the background
im agery displa yed on th ese maps. As a r es ult , some m inor
shiftin g of map unit boundari es may b e evident.
12/12/2019
Page 2 of 3
Soil Map-Hamilton County, Indiana
Map Unit Legend
I
I Map Unit Symbol
UbaA
UcfA
I Totals for Area of Interest
USDA Natural Resources
~jjjj Conservation Service
Map Unit Name I Acres in AOI
Urban land-Brookston
complex , 0 to 2 percent
slopes
Urban land-Crosby silt loam
complex , fine-loamy subsoil ,
0 to 2 percent slopes
Web Soil Survey
National Cooperative Soil Survey
3/
Percent of AOI
0 .7
4.5
5.2
I
I
13 .1%
86.9%
1oo.o% 1
12/12/2019
Page 3 of 3
National Flood Hazard· layer FtRMette t.FEMA '•l.:r •• -USGS The National M;;r@: Feet 1 :6,000 0 250 500 1,000 1,500 2,000 Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT 1 SPECIAL FLOOD) HAZARD AREAS I OTHER AREAS OF FLOOD HAZARD "',. Without Base Flood Elevation (BFE) Zono A. V. A9S With BFE or Depth Zone AE. AO, AH. VE. All Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average cfepth less tl\an one foot or witl\ cfrainage areas of less than one square mile Zone x Future Conditions 1% Annual Chance Flood Hazard Zone x Area with Reduced Flood Risk due to Levee. See Notes. Zone x Area with Flood Risk due to Levee zone o §SCREEN! Area of Minimal Flood Hazard Zone x c::=::J Effective LOMRs OTHER AREAS I Area of Undetermined Flood Hazard zone! GENERAL~----Channel, Culvert, or Storm Sewer STRUCTURES 11 I II I I Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance Water Surface Elevation @---Coastal Transect -m-Base Flood Elevation Line(BFE) ~ = Limit of Study M ---= Jurisdiction Boundary ------Coastal Transect Baseline OTHER 1---Profile Baseline FEATURES ___ Hydrographic Feature D Digital Data Available N + No Digital Data Available MAP PANELS Unmapped The pin displayed on the map is an approximate point selected by the user and does not represen an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if It is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map wasexported-c:m-12/16/2019 at 3:26:24 PM and-does-ne~ reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, liood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes.