HomeMy WebLinkAbout19012L-StormReport-Apr2020TECHNICAL REPORT
Carmel Elementary Reconstruction
101 4th Avenue SE, Carmel, Indiana 46032
Karen K. Collins, PE
Indiana registration No. 10404538
PREPARED FOR
CARMEL CLAY SCHOOLS
5201 EAST MAIN STREET
CARMEL, IN 46033
April 2020
8365 Keystone Crossing, Suite 201 Indianapolis, Indiana 46240 Phone: (317) 202-0864 Fax: (317)202-0908 05/27/20
05/27/20
CARMEL ELEMENTARY SCHOOL
TABLE OF CONTENTS
TECHNICAL BRIEF
Includes maps:
FEMA FIRM (Flood Insurance Rate Map) Flood Zone Map
Zoning Map
Land Classification Map
Soils Map
Retention Table
PROPOSED DRAINAGE AREA MAP Appendix A
EXISTING DRAINAGE AREA MAP Appendix B
STORM WATER SEWER INLET CALCULATIONS Appendix C
STORM WATER SEWER HYDRAULIC CALCULATIONS Appendix D
EXISTING DRAINAGE MODEL (8 SUB-BASINS) Appendix E
PROPOSED DRAINAGE MODEL (8 SUB-BASINS)
INCLUDING DETENTION CALCULATIONS Appendix F
WATER QUALITY CALCULATIONS Appendix G
DETAILS OF XCELERATOR XC-6 & XC-7 & DETENTION STRUCTURE Appendix H
EXHIBIT: 100-YEAR PONDING LIMITS Appendix I
DETENTION VOLUME CALCULATION Appendix J
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ABSTRACT
This Technical Brief pertaining to storm water drainage has been prepared for the purposes of
demonstrating governmental compliance with the current technical rules, regulations and
requirements of the governing authorities, in particular elements applicable to storm water
management including detention, water quality treatment and / or best management practices
(BMPs). The City of Carmel is taking the lead as the primary governing jurisdictional body (as well
as also having jurisdictional authority governing potable water and sanitary sewer to this site).
The total area of the site is 16.09 acres. The existing site is already in-use as an elementary school
and owned by Carmel Clay Schools (CCS). CCS proposes to improve this land with a new
elementary school to replace the existing one, and to retire the existing baseball fields named
Wodock Fields. There is one existing and proposed entrance on 4th Avenue. A future second
proposed entrance may be coming from the south, from Lincoln Court. The four (4) baseball
fields to be retired are to be replaced by four (4) proposed little league baseball fields at the new
elementary school proposed at 12025 Clay Center Road.
The storm water detention pond is designed as an underground structure consisting of 7-foot
diameter perforated CMP pipes.
Storm water topics which shall be addressed and demonstrated in compliance include drainage
area delineation, retention calculations, hydraulic grade line calculations, water quality
calculations, and inlet calculations.
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FLOOD MAP ZONE
The FIRM Map Panel No. 18057C0226G dated November 11, 2019 indicates that this watershed
falls entirely within Flood Zones X. Flood Hazard zone X includes areas that are determined to be
outside the 0.2% annual chance of flood.
FEMA FIRM Map 18057C0226G
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ZONING
The project is in the R-2 residential zoning district, as shown in the below map, taken from the
Carmel GIS Viewer.
City of Carmel Zoning Map
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SOILS
The existing soils include two primary classifications: Crosby Silt Loam (0 to 2 percent slopes) and
Miami Silt Loam (2 to 6 percent slopes). The two soils account for 100% of the site area, with
Crosby Silt Loam dominating (95%).
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The hydrologic soil group designation is our interest here. We have C /D and C soils, with C/D
being 95% or more of this development. The standard engineering protocol is to downgrade to
the lowest possible class if there is a choice to make, and the lowest is hydrologic soil group D.
For simplicity and to be conservative, Class / type D soil causes the most runoff and is therefore
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accepted as being the most conservative class / type to select for engineering studies /
calculations such as these.
Detailed Descriptions of the primary site soil types are as follows:
CrA Crosby silt loam, 0 to 2 percent slopes
This is a somewhat poorly drained soil with a seasonal high water table at 0.5 to 2.0 ft. This soil
is located on rises on till plains; slopes are 0 to 2 percent. The native vegetation is hardwood
forest. The surface layer is silt loam and has moderately low to moderate organic matter
content (1.0 to 3.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer
above 60 inches. Available water capacity is moderate (6.2 inches in the upper 60 inches). The
pH of the surface layer in non-limed areas is 5.1 to 6.5. Droughtiness and wetness are concerns
for crops production. This soil responds well to tile drainage; it is designated potentially highly
erodible (class 2) in the Highly Erodible Land (HEL) classification system.
MmB2 Miami silt loam, 2 to 6 percent slopes, eroded
This is a moderately well drained soil with a seasonal high water table at 2.0 to 3.5 feet and is
on side slopes and rises on uplands. Slopes are 2 to 6 percent. The native vegetation is
hardwoods. The surface layer is silt loam and has moderately low organic matter content (1.0
to 2.0 percent). Permeability is very slow (<0.06 in/hr) in the most restrictive layer above 60
inches. Available water capacity is low (5.7 inches in the upper 60 inches). The pH of the
surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and water erosion are management
concerns for crop production.
STORM WATER SEWERS AND INLETS
Storm water sewer inlet calculations and hydraulic grade line calculations have been prepared
which demonstrate that the proposed storm water sewer system (inlets and pipes) has been
properly designed to both intercept and convey the rational method 10-year storm event and
therefore is compliant per City of Carmel standards.
CAPACITY AND ACCEPTANCE OF DOWNSTREAM RECEIVING STORM WATER
SYSTEM
It is proposed that the detention basin will discharge to the north by pipe to an existing closed
storm sewer system that leads to Main Street and ultimately to Cool Creek. This does not connect
directly to a Hamilton County regulated drain.
There are 8 sub-basins considered for the purposes of storm water modelling as it relates to
detention. All 8 sub-basins appear to drain to Cool Creek watershed. Per meeting and pre-
approval with the City of Carmel Engineering personnel, the retention basin allowable release
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rate is based upon not increasing actual existing flows to all points of consideration. This means
that the 0.1 cfs / acre 10-year storm and 0.3 cfs / acre 100-year storm are not applicable. It
should be noted that a small section of the overall catchment will drain to White River – Carmel
Creek. This area will be reduced in the proposed condition as shown in the detention results.
USGS Map: FISHERS (CARMEL USGS map is immediately west of this map)
It is proposed that this development will connect to an existing 18-inch pipe that is heading
through the Library property to the north and thence toward Main Street and ultimately to Cool
Creek.
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WATER QUALITY
The storm water for the site will be treated by a 2-component in-series treatment train system.
The first BMP in the treatment train is an Aquashield Xcelerator. Three Aquashield Xcelerators
are proposed to treat 3 separate pipe systems all inbound to the detention basin. The second
BMP in the treatment train is isolator rows in the detention basin system (isolator row qualifies
and a second treatment BMP).
Storm water sewer water quality calculations have been prepared which demonstrate that the
proposed storm water sewer system (inlets and pipes) including water quality devices (Best
Management Practices)(BMPs) has been properly designed to treat the 1-inch 24-hour Type 2
SCS / NRCS rainfall event and therefore is compliant per City of Carmel standards. Proposed site
disturbance is approximately 15 acres. Water quality devices are able to be employed to treat
the maximum extent practicable. Approximately 2.0 acres of disturbed area (of the 15.0 acres to
be disturbed) is proposed to be released without treatment due to site grading constraints and
grandfather-clause equivalency of classification as it relates to existing improvements being
modified.
DETENTION INCLUDING MODELING, RELEASE AND SEDIMENT VOLUME
Detention is provided with a maximum release rate of as currently developed, as pre-approved
in a meeting with Carmel Engineering. A bottom of detention pipe system is planned with an
elevation of 843.8 feet (existing pipe flowline to be connected to). 7.79 feet above that, 850.59
is proposed as the 100-year (1% annual chance) high water surface elevation. An outlet structure
has been determined to not be required because the existing 18-inch outlet pipe restricts the
flow sufficiently to stay under the existing release rates, and to safeguard against causing flooding
to the maximum extent practicable. HydroCAD was used to model the detention. 10% extra
volume for sediment is included in the detention basin volume calculations.
SUMMARY
All inlets pipes, and detention basin have been designed in accordance with the most current
requirements. Detailed detention results are shown on the following table. It has been
demonstrated that every point of consideration has been designed in a way to cause less flow to
occur. This applies to all 8 drainage points of consideration.
At the outfall point called “Piped North”, in the existing model the 100-year flow rate is 63.68 cfs.
In the proposed model the flow rate is 21.36 cfs. This is 1/3 of the original amount piped north.
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APPENDIX A:
PROPOSED DRAINAGE AREA MAP
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TSTOPSTOP
DO NOTENTERSTOP
1234567891012345678910STOP
STOPBUSONLYDRIVE TO BE CONSTRUCTED BY OTHERS WALK TO BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENT
P
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15' ELEC ESMT
4TH
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STOPBUSONLYDRIVE TO BE CONST R UCTED BY OTHE RS W ALK T O BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENT
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&
A
C
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S
S
E
A
S
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M
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0.47 AC IMP
0.00 AC PERV
0.62 AC IMP
0.01 AC PERV
0.22 AC IMP
0.15 AC PERV
0.40 AC IMP
0.74 AC PERV
0.00 AC IMP
0.20 AC PERV
0.04 AC IMP
0.37 AC PERV
0.23 AC IMP
0.05 AC PERV
0.02 AC IMP
0.14 AC PERV
0.07 AC IMP
0.06 AC PERV0.2 4 AC I MP0.01 AC PERV0.11 AC IMP
0.29 AC PERV
0.14 AC IMP
0.03 AC PERV
0.21 AC IMP
0.11 AC PERV
0.15 AC IMP
0.07 AC PERV
0.24 AC IMP
0.02 AC PERV
0.27 AC IMP
0.23 AC PERV
0.20 AC IMP
0.04 AC PERV0.17 AC IMP
0.07 AC P E RV
0.04 AC IMP
0.10 AC PERV
0.30 AC IMP
0.00 AC PERV
0.28 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.72 AC IMP
0.00 AC PERV
0.05 AC IMP
0.03 AC PERV
0.15 AC IMP
0.00 AC PERV
0.27 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.09 AC IMP
0.00 AC PERV
0.05 AC IMP
0.01 AC PERV0.12 AC IMP0.08 AC PERV0.02 AC IMP0.05 AC PERV0.
1
4
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0.06 A C PE RV0.05 AC IMP
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0.00 AC PE
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0.63 AC PERV
0.00 AC IMP
0.47 AC PERV 0.00 AC IMP0.49 AC PERV0.00 AC IMP0.23 AC PERV0.0
1
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4
A
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RV0.02 AC IMP
0.14 AC PERV
0.33 AC IMP
0.66 AC PERV
0.21 AC IMP
0.09 AC PERV
0.18 AC IMP
0.18 AC PERV 0.09 AC IMP
0.02 AC
P
E
R
V
0.16 AC IMP
0.04 AC PERV
0.04 OFFSITE IMP
0.27 AC IMP
0.21 AC PERV
0.00 AC IMP
0.32 AC PERV
0.00 AC IMP
0.28 AC PERV
0.27 AC IMP
0.07 AC PERV
0.12 AC IMP
0.10 AC PERV
0.06 AC IMP
0.18 AC PERV0.10 AC IMP0.03 AC PERV0.07 AC IMP0.08 AC IMP 0.10 AC IMP SHEET No.
SCALE:
Date:PROJECT:TITLE: Job No.8365 Keystone Crossing, Suite 201Indianapolis, IN. 46240 (317) 202-0864PROPOSEDDRAINAGE AREAS P1
02-13-20
1"= 60'
South node
S to South
East nodeE to EastSW
to SW
North collector node
Piped North
Detention Basin
NW
to NW
to North
- to
Offsite
Inlet
to North
- to
Onsite
Inlet
to Detn
to North -
to Offsite
Inlet
to North -
to 4th Ave
STM 713
STM 773STM 780
STM 785
STM 784
S
T
M
7
8
1
STM
782STM775
STM 786STM
724
STM 714
STM 723
STM 715
STM
716
STM 726
STM 788
S
TM
7
2
8 STM 718
STM 720STM 727STM
729
S
T
M
7
3
0
STM
753
STM
760
STM
747
STM
746
STM
744
STM 743 STM 783STM 778
S
T
M
7
5
7
STM
747
STM
759
STM
727
STM 728
STM 722
STM
749
STM
749
STM
758
STM
779STM 787STM
759
STM
749
STM
717
STM
716
EX INLET
STM
724STM777
STM
797
STM
796
STM
795
05/27/20
TSTOPSTOP
DO NOTENTERSTOP
STOP
STOPBUSONLYDETENTION: 7' CMP
FL / INV 843.8 (FLAT: 0% SLOPE)
(TOP OF PIPE 850.8)
HW100= 850.7
PROPOSED BMP & ACCESS EASEMENT
P
R
O
P
O
S
E
D
A
C
C
E
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TRDRDN O PARKINGNO PARKI
NGNO PARKINGH.Pt.OHUOHUOHU OHU OHUOHU OHUOHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHUOHU OHU
E
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STOPSTOP
DO NOTENTERSTOP
STOP
STOPBUSONLYDETENTION: 7' CMP
FL / INV 843.8 (FLAT: 0% SLOPE)
(TOP OF PIPE 850.8)
HW100= 850.7
PROPOSED BMP & ACCESS EASEMENT
P
R
O
P
O
S
E
D
A
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S
S
E
A
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TSHEET No.
SCALE:
Date:PROJECT:TITLE: Job No.8365 Keystone Crossing, Suite 201Indianapolis, IN. 46240 (317) 202-0864PROPOSED OVERALLDRAINAGE AREAS P1
01-03-20
1"= 60'
South node
S to South
East nodeE to East SW
to SW
North collector node
Piped North
Detention Basin
NW
to NW
to North
- to
Offsite
Inlet
to North
- to
Onsite
Inlet
to Detn
to North -
to Offsite
Inlet
to North -
to 4th Ave
EX INLET
CN=80
CN=80CN=80
CN=80
CN=91
CN=80
CN=80 CN=80
CN=92 CN=91
CN=93
CN=80
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CARMEL ELEMENTARY SCHOOL
APPENDIX B:
EXISTING DRAINAGE AREA MAP
05/27/20
Xref .\Xref\Carmel_Ground Floor_2019
-
09-12.dwg
4TH
A
V
E
N
U
E
Xref .\Xref\Carmel_Ground Floor_2019
-
09-12.dwg
0.06 AC IMP
1.99 AC PERV
0.08 AC IMP
2.55 AC PERV 0.02 AC IMP
2.81 AC PERV0.00 AC IMP0.71 AC PERV4.58 AC IMP
1.60 AC PERV
0.04 AC OFFSITE IMP
0.38 AC IMP
0.15 AC PERV
0.06 AC IMP
0.40 AC PERV
0.49 AC IMP
0.17 AC PERV
PIPED
TO
NORTH
Piped North node
TO
OFFSITE
INLET
TO
ONSITE
INLET
TO
4TH
AVE
E
S
SW
NW
to
NW
North - to NE - to
Onsite Inlet
to
North -
to
Offsite
Inlet
to East
to SW
to South
East node
to
North -
to
4th
Ave
North collector node
SHEET No.
SCALE:
Date:PROJECT:TITLE: Job No.8365 Keystone Crossing, Suite 201Indianapolis, IN. 46240 (317) 202-0864EXISTINGDRAINAGE AREAS E1
01-02-20
1"= 120'
South node
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CARMEL ELEMENTARY SCHOOL
APPENDIX C:
STORM WATER SEWER INLET CALCULATIONS
05/27/20
Inlet calculations & areas summed to detention, plus splits to BMP treatment #1: Xcelerators: one (1) XC-5 & two (2) XC-6 units
Project 19012L 4th Ave Carmel School
by Mark Kilgore, P.E.
10-yr x 1.9=
10-yr surface 10-yr 10-yr 100-yr 100-yr 100-yr
available total flow flow flow flow flow flow flow
ponding to inlet to inlet into inlet past inlet to inlet into inlet past inlet
(ft/ft) (ft) imperv pervious Area I (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
program # C3D # slope depth acres acres x C (in/hr) Q= CIA Q= CIA intaken bypass Q= CIA intaken bypass inlet chosen to XC area
726 to 725 726 0.10 0.30 0.00 0.27 7.20 1.94 0.39 0.39 0.00 0.74 0.74 0.00 24" Nyloplast 1
725 to 717 725 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1
729 to 727 729 0.50 0.05 0.03 0.05 7.20 0.37 0.37 0.37 0.00 0.70 0.70 0.00 24" Nyloplast 1
728 to 727 728 0.80 0.19 0.05 0.18 7.20 1.30 0.43 0.43 0.00 0.82 0.82 0.00 24" Nyloplast 1
727 to 719 727 0.80 0.15 0.06 0.15 7.20 1.06 0.26 0.26 0.00 0.50 0.50 0.00 GI R3405 1
724 to 723 724 0.50 0.18 0.10 0.18 7.20 1.31 1.31 1.31 0.00 2.49 2.49 0.00 GI R3405 1
723 to 714 723 0.50 0.07 0.06 0.08 7.20 3.40 3.40 3.40 0.00 6.46 6.46 0.00 GI R3405 1
730 to 721 730 0.10 0.27 0.00 0.24 7.20 1.75 0.52 0.52 0.00 1.00 0.75 0.25 24" Nyloplast 1
722 to 721 722 n/a 0.14 0.00 0.13 7.20 0.91 0.00 0.00 0.00 0.00 0.00 0.00 MH 1
721 to 720 721 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1
720 to 719 720 1.30 0.62 0.01 0.56 7.20 4.03 4.03 4.03 0.00 7.66 7.66 0.00 GI R3405 1
719 to 718 719 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1
718 to 717 718 1.30 0.47 0.00 0.42 7.20 3.05 3.05 3.05 0.00 5.79 5.79 0.00 GI R3405 1
717 to 716 717 0.50 0.01 0.04 0.02 7.20 0.12 0.12 0.12 0.00 0.23 0.23 0.00 GI R3405 1
716 to 715 716 0.50 0.16 0.05 0.15 7.20 1.11 0.28 0.28 0.00 0.53 0.53 0.00 GI R3405 1
715 to 714 715 0.50 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 1
714 to 731 714 0.50 0.23 0.05 0.22 7.20 1.56 1.56 1.56 0.00 2.97 2.97 0.00 GI R3405 1
713 to 731 713 1.50 0.40 0.74 0.51 7.20 3.66 3.66 3.66 0.00 6.95 6.95 0.00 GI R3405 1
731 to 712 731 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 1
712 to 710 712 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 1
711 to 710 711 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-7 1
710 to end 710 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 1
3.26 1.33
ac imp ac perv
757 to 756 757 0.70 0.21 0.09 0.21 7.20 1.49 1.49 1.49 0.00 2.83 2.83 0.00 CI R3010 2
760 to 748 760 0.50 0.12 0.18 0.14 7.20 1.04 1.04 1.04 0.00 1.97 1.97 0.00 CI R3010 2
759 to 748 759 0.50 0.77 0.01 0.70 7.20 5.00 0.35 0.35 0.00 0.67 0.67 0.00 GI R3405 2
758 to 759 758 n/a 0.04 0.00 0.04 7.20 0.26 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
761 to 750 761 1.00 0.05 0.00 0.05 7.20 0.32 0.32 0.32 0.00 0.62 0.62 0.00 GI R3405 AM GT 2
762 to 751 762 0.50 0.02 0.00 0.02 7.20 0.13 0.03 0.03 0.00 0.05 0.05 0.00 GI R3405 2
753 to 752 753 0.50 0.22 0.15 0.23 7.20 1.64 1.64 1.64 0.00 3.12 3.12 0.00 CI R3010 2
752 to 751 752 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
751 to 750 751 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
750 to 749 750 n/a 0.09 0.00 0.08 7.20 0.58 0.58 0.58 0.00 1.11 1.11 0.00 MH 2
749 to 748 749 0.50 0.31 0.07 0.29 7.20 2.11 2.11 2.11 0.00 4.01 4.01 0.00 CI R3010 2
748 to 747 748 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
747 to 756 747 0.50 0.27 0.23 0.29 7.20 2.08 2.08 2.08 0.00 3.95 3.95 0.00 CI R3010 2
756 to 745 756 0.50 0.12 0.08 0.12 7.20 0.89 0.89 0.89 0.00 1.70 1.70 0.00 CI R3010 2
745 to 743 745 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
744 to 745 744 0.90 0.19 0.10 0.19 7.20 1.38 1.38 1.38 0.00 2.61 2.61 0.00 CI R3010 2
743 to 734 743 0.90 0.18 0.18 0.20 7.20 1.43 1.43 1.43 0.00 2.71 2.71 0.00 CI R3010 2
736 to 735 736 1.00 0.02 0.14 0.05 7.20 0.33 0.33 0.33 0.00 0.63 0.63 0.00 GI R3405 2
735 to 734 735 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
734 to 742 734 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 2
742 to 732 742 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 2
733 to 732 733 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 2
732 to end 732 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 2
2.61 1.23
ac imp ac perv
783 to 780 783 0.50 0.24 0.01 0.22 7.20 1.57 0.16 0.16 0.00 0.30 0.30 0.00 CI R3010 3
786 to 775 786 0.40 0.16 0.04 0.15 7.20 1.09 1.09 1.09 0.00 2.08 2.08 0.00 CI R3010 3
782 to 781 782 0.50 0.24 0.02 0.22 7.20 1.58 1.58 1.58 0.00 3.01 3.01 0.00 CI R3010 3
788 to 776 788 0.10 0.28 0.00 0.25 7.20 1.81 0.54 0.54 0.00 1.03 0.75 0.28 24" Nyloplast 3
787 to 782 787 0.50 0.09 0.02 0.09 7.20 0.61 0.61 0.61 0.00 1.16 1.16 0.00 CI R3010 3
785 to 784 785 0.50 0.11 0.29 0.16 7.20 1.13 1.13 1.13 0.00 2.15 2.15 0.00 CI R3010 3
784 to 781 784 0.50 0.14 0.03 0.13 7.20 0.95 0.95 0.95 0.00 1.81 1.81 0.00 CI R3010 3
781 to 780 781 0.50 0.21 0.11 0.21 7.20 1.52 1.52 1.52 0.00 2.89 2.89 0.00 CI R3010 3
780 to 773 780 1.10 0.04 0.37 0.11 7.20 0.79 0.79 0.79 0.00 1.50 1.50 0.00 GI R3405 3
779 to 778 779 0.30 0.21 0.01 0.19 7.20 1.38 0.22 0.22 0.00 0.42 0.42 0.00 24" Nyloplast 3
778 to 777 778 0.50 0.20 0.04 0.19 7.20 1.35 1.35 1.35 0.00 2.57 2.57 0.00 CI R3010 3
777 to 776 777 0.50 0.17 0.07 0.17 7.20 1.20 1.20 1.20 0.00 2.28 2.28 0.00 CI R3010 3
776 to 775 776 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MH 3
775 to 781 775 0.50 0.15 0.07 0.15 7.20 1.07 1.07 1.07 0.00 2.04 2.04 0.00 CI R3010 3
773 to 772 773 1.10 0.33 0.66 0.43 7.20 3.09 3.09 3.09 0.00 5.87 5.87 0.00 GI R3405 3
772 to 770 772 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-splitter MH 3
771 to 770 771 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 XC-6 3
770 to end 770 n/a 0.00 0.00 0.00 7.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 flow-re-join MH 3
2.57 1.74
ac imp ac perv
ex inlet 853.16 0.80 0.00 0.20 0.04 7.20 0.29 0.29 0.29 0.00 0.55 0.55 0.00 GI R3405 none
8.44 4.50
ac imp ac perv
05/27/20
CARMEL ELEMENTARY SCHOOL
APPENDIX D:
STORM WATER SEWER HYDRAULIC CALCULATIONS
05/27/20
05/27/20
05/27/20
05/27/20
05/27/20
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CARMEL ELEMENTARY SCHOOL
APPENDIX E:
EXISTING DRAINAGE MODEL (8 SUB-BASINS)
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05/27/20
Xref .\Xref\Carmel_Ground Floor_2019
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09-12.dwg
4TH
A
V
E
N
U
E
Xref .\Xref\Carmel_Ground Floor_2019
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0.06 AC IMP
1.99 AC PERV
0.08 AC IMP
2.55 AC PERV 0.02 AC IMP
2.81 AC PERV0.00 AC IMP0.71 AC PERV4.58 AC IMP
1.60 AC PERV
0.04 AC OFFSITE IMP
0.38 AC IMP
0.15 AC PERV
0.06 AC IMP
0.40 AC PERV
0.49 AC IMP
0.17 AC PERV
PIPED
TO
NORTH
Piped North node
TO
OFFSITE
INLET
TO
ONSITE
INLET
TO
4TH
AVE
E
S
SW
NW
to
NW
North - to NE - to
Onsite Inlet
to
North -
to
Offsite
Inlet
to East
to SW
to South
East node
to
North -
to
4th
Ave
North collector node
SHEET No.
SCALE:
Date:PROJECT:TITLE: Job No.8365 Keystone Crossing, Suite 201Indianapolis, IN. 46240 (317) 202-0864EXISTINGDRAINAGE AREAS E1
01-02-20
1"= 120'
South node
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CARMEL ELEMENTARY SCHOOL
APPENDIX F:
PROPOSED DRAINAGE MODEL (8 SUB-BASINS)
INCLUDING DETENTION CALCULATIONS
05/27/20
05/27/20
TXref ..\Xref\Carmel
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DO NOTENTERSTOP
1234567891012345678910STOP
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0.00 AC PERV
0.62 AC IMP
0.01 AC PERV
0.22 AC IMP
0.15 AC PERV
0.31 AC IMP
0.07 AC PERV
0.40 AC IMP
0.74 AC PERV
0.00 AC IMP
0.20 AC PERV
0.04 AC IMP
0.37 AC PERV
0.23 AC IMP
0.05 AC PERV
0.02 AC IMP
0.14 AC PERV
0.07 AC IMP
0.06 AC PERV
0.19 AC IMP
0.10 AC PERV 0.2 4 AC I MP0.01 AC PERV0.11 AC IMP
0.29 AC PERV
0.14 AC IMP
0.03 AC PERV
0.21 AC IMP
0.11 AC PERV
0.15 AC IMP
0.07 AC PERV
0.24 AC IMP
0.02 AC PERV
0.27 AC IMP
0.23 AC PERV
0.20 AC IMP
0.04 AC PERV0.17 AC IMP
0.07 AC P E RV
0.04 AC IMP
0.10 AC PERV
0.30 AC IMP
0.00 AC PERV
0.28 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.72 AC IMP
0.00 AC PERV
0.05 AC IMP
0.03 AC PERV
0.15 AC IMP
0.00 AC PERV
0.12 AC IMP
0.18 AC PERV
0.27 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.14 AC IMP
0.00 AC PERV
0.09 AC IMP
0.00 AC PERV
0.05 AC IMP
0.01 AC PERV0.18 AC IMP0.03 AC PERV0.12 AC IMP0.08 AC PERV0.02 AC IMP0.05 AC PERV0.
1
4
A
C
I
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0
A
C
P
ERV
0.0
4
A
C
IMP
0.0
0
A
C
PE
RV
0.0
4
A
C
I
MP0.0
5
A
C
PER
V0.01 AC IMP
0.06 A C PE RV0.05 AC IMP
0.00 AC
PE
R
V
0.02 AC IMP
0.00 AC PE
RV
0.
0
4
A
C
I
MP0.
0
0
A
C
P
E
RV
0.0
3
A
C
I
MP
0.0
1
A
C
PE
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V0.01 AC IMP
0.63 AC PERV
0.00 AC IMP
0.47 AC PERV 0.00 AC IMP0.49 AC PERV0.00 AC IMP0.23 AC PERV0.0
1
A
C
I
MP0.0
4
A
C
PE
RV0.02 AC IMP
0.14 AC PERV
0.33 AC IMP
0.66 AC PERV
0.21 AC IMP
0.09 AC PERV
0.18 AC IMP
0.18 AC PERV 0.09 AC IMP
0.02 AC
P
E
R
V
0.16 AC IMP
0.04 AC PERV
0.04 OFFSITE IMP
0.27 AC IMP
0.21 AC PERV
0.00 AC IMP
0.32 AC PERV
0.00 AC IMP
0.28 AC PERV
SHEET No.
SCALE:
Date:PROJECT:TITLE: Job No.8365 Keystone Crossing, Suite 201Indianapolis, IN. 46240 (317) 202-0864PROPOSEDDRAINAGE AREAS P1
02-13-20
1"= 60'
South node
S to South
East nodeE to EastSW
to SW
North collector node
Piped North
Detention Basin
NW
to NW
to North
- to
Offsite
Inlet
to North
- to
Onsite
Inlet
to Detn
to North -
to Offsite
Inlet
to North -
to 4th Ave
STM 713
STM 773STM 780
STM 785
STM 784
S
T
M
7
8
1
STM
782STM775
STM 786STM
724
STM 714
STM 723
STM 715
STM
716
STM 726
STM 788
S
TM
7
2
8 STM 718
STM 720STM 727STM
729
S
T
M
7
3
0
STM
753
STM
760
STM
747
STM
746
STM
744
STM 743 STM 783STM 778
S
T
M
7
5
7
STM
747
STM
759
STM
727
STM 728
STM 722
STM
749
STM
749
STM
758
STM
779STM 787STM
759
STM
749
STM
717
STM
716
EX INLET
STM
724STM777 05/27/20
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CARMEL ELEMENTARY SCHOOL
APPENDIX G:
WATER QUALITY CALCULATIONS
05/27/20
City of Indianapolis Stormwater Quality Unit (SQU)
Selection Guide
Pg. 1 10/01/2019
Version 14.0
(Check
http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx
for current Selection Guide)
Performance Matrix for Manufactured SQUs that are approved for use as post-construction water
quality units in the City of Indianapolis and in compliance with the Stormwater Design and
Construction Specifications Manual
PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use.
On-line units must document the peak 10-year flow (per the Stormwater Design and
Construction Specification Manual) is less than the approved maximum10-yr flow rate.
Rate Based SQUs - Table 1
Manufactured
SQU SQU System Model
Max
Treatment
Flow
(cfs)
Max 10-yr
On-Line
Flow Rate
(cfs)
Cleanout
Depth
(Inches)
SC-3 0.39 N/A 9
SC-4 0.70 N/A 9
SC-5 1.09 N/A 9
SC-6 1.57 N/A 9
SC-7 2.14 N/A 9
SC-8 2.80 N/A 9
SC-9 3.54 N/A 9
SC-10 4.37 N/A 9
SC-11 5.29 N/A 9
SciClone1
SC-12 6.30 N/A 9
CDS-3 0.52 1.04 9
CDS-4 0.93 1.86 9
CDS-5 1.5 3.00 9
CDS-6 2.1 4.2 9
CDS-7 2.8 5.60 9
CDS-8 3.7 7.4 9
CDS-10 5.8 11.6 9
CDS
Technologies1
CDS-12 8.4 16.8 9
DVS-36C 0.56 1.12 9
DVS-48C 1.00 2.00 9
DVS-60C 1.56 3.12 9
DVS-72C 2.25 4.50 9
DVS-84C 3.06 6.12 9
DVS-96C 4.00 8.00 9
DVS-120C 6.25 12.50 9
DVS1
DVS-144C 9.00 18.00 9
05/27/20
City of Indianapolis Stormwater Quality Unit (SQU)
Selection Guide
Pg. 2 10/01/2019
Version 14.0
Manufactured
SQU SQU System Model
Max
Treatment
Flow
(cfs)
Max 10-yr
On-Line
Flow Rate
(cfs)
Cleanout
Depth
(Inches)
4-ft 1.12 2.95 9
6-ft 2.52 6.63 12
8-ft 4.49 11.81 15
10-ft 7.00 18.40 18
Hydro
International
Downstream
Defender1
12 ft 10.08 26.51 21
3-ft 0.85 1.84 9
4-ft 1.5 3.24 9
5-ft 2.35 5.08 9
6-ft 3.38 7.30 9
7-ft 4.60 9.94 9
Hydro
International
First Defense
High Capacity1
8-ft 6.00 12.96 9
HS-3 0.50 1.00 6
HS-4 0.88 1.76 6
HS-5 1.37 2.74 6
HS-6 1.98 3.96 6
HS-7 2.69 5.38 6
HS-8 3.52 7.04 6
HS-9 4.45 8.9 6
HS-10 5.49 10.98 6
HS-11 6.65 13.3 6
HydroStorm by
Hydroworks,
LLC1
HS-12 7.91 15.82 6
XC-2 0.57 1.16 6
XC-3 1.13 2.30 6
XC-4 1.86 3.79 6
XC-5 2.30 4.68 6
XC-6 3.31 6.74 6
XC-7 4.50 9.16 6
XC-8 5.88 11.97 6
XC-9 7.44 15.14 6
XC-10 9.19 18.70 6
XC-11 11.12 22.63 6
AquaShield
Aqua-Swirl
Xcelerator1
XC-12 13.23 26.92 6
1 Installed in the configuration as reviewed by NJCAT only
05/27/20
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CARMEL ELEMENTARY SCHOOL
APPENDIX H:
DETAILS OF XCELERATORS XC-5 & XC-6
&
DETENTION POND
05/27/20
2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (423) 826-2112
www.aquashieldinc.com
Structure #:
Drawn By:
Scale:
Date: 6/26/2019
Rvwed Rvw. Date
U.S. Patent No. 6524473 and other Patent Pending
Aqua-Swirl XCelerator
As Shown
OFlores
Aqua-Swirl Stormwater Treatment System
Standard Detail
XC-6 CCW STD
XC-6 STD
Aqua-Swirl Polymer Coated Steel (PCS)
Stormwater Treatment System
12 in
[305 mm]
Manhole Frame & Cover DetailFor Non-Traffic Areas OnlyNTS
4 in
[1219 mm] Min.
Gravel Backfill
Concrete
Wrap Compressible Expansion
Joint Material to a minimum
1/2-inch [13 mm] thickness around
top of riser to allow transfer of
inadvertent loading from
manhole cover to concrete slab.
Riser
Soil
Cover
Frame
1/2 in
[13 mm]
1/2 in
[13 mm]
Place small amount of
concrete [3,000 psi [20
MPa] (min)] to support
and level manhole frame.
DO NOT allow manhole
frame to rest upon riser.
Backfill (90%
Proctor Density)
8 in
[203 mm]
4 1/2 in
[114 mm]
Unless other traffic barriers are present,
bollards shall be placed around access riser(s)
in non-traffic areas to prevent inadvertent
loading by maintenance vehicles.
Manhole Frame & Cover Detail
For Traffic Loading Areas
NTS
Cover
Frame
48 in[1219 mm] Min.
Backfill (90%
Proctor Density)
3,000 psi [20 MPa]
(min) Concrete
#4 [13 mm] Rebar
@ 6 in [152 mm]
Each Way
30 in [762 mm]
Riser
1/2 in[13 mm]
4 1/2 in[114 mm]
14 in[356 mm]
1/2 in [13 mm] Thick
Expansion Joint
Material
If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m]
diameter, 14-inch [356 mm] thick reinforced concrete pad must be
placed over the Stormwater Treatment System Riser to support and
level the manhole frame, as shown. The top of riser pipe must be
wrapped with compressible expansion joint material to a minimum
1/2-inch [13 mm] thickness to allow transfer of wheel loads from
manhole cover to concrete slab. Manhole cover shall bear on concrete
slab and not on riser pipe. The concrete slab shall have a minimum
strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]
reinforcing steel as shown. Minimum cover over reinforcing steel shall
be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be
level with finish grade.
Please see accompanied Aqua-Swirl specification notes. See Site
Plan for actual System orientation. Approximate dry (pick) weight:
3000 lbs [1400 kg].
Backfill shall extend at least 18
inches [457 mm] outward from
Swirl Concentrator and for the
full height of the Swirl
Concentrator (including riser)
extending laterally to
undisturbed soils. (See MH
Detail Below)
Backfill
Bedding
Undisturbed soil
18 in
[457 mm]
6 in
[152 mm]
1
1
As an alternative, 42 in [1067 mm] diameter, HS-20/25
rated precast concrete rings may be substituted. 14 in
[356 mm] thickness must be maintained.
XC-6 inlet/outlet pipe size ranges up to 36 in [914 mm].
XC-6 chamber height may vary up to 128 in [3251 mm],
depending on inlet/outlet pipe size.
Orientation may vary from a minimum of 90° to a
maximum of 180°. Clockwise or counterclockwise
orientation as needed.
2
3
3
2
Plan View
SCALE 1:40
84 in
[2134 mm]
84 in
[2134 mm]
n36 in
[914 mm]
n36 in
[914 mm]
2
Octagonal Base Plate
Ø72 in
[Ø1832 mm]
Elevation View
SCALE 1:40
74 in
[188 mm]
128 in
[3251 mm]
[1067 mm] [940 mm]
5 MH Frame
[127 mm]
n30 in
[762 mm]
Band Coupler
by Manufacturer.
(as needed)Riser
Manhole Frame and
Cover by Manufacturer.
(See Details)
Rim elevations to
match finish grade.
Pipe coupling
by Contractor.
12 in [305 mm]
long Stub-out
by Manufacturer.
4
4
el. Varies
Inlet/Outlet Invert
el. Varies
el. Varies
Grade (Rim) el. Varies
Pipe coupling
by Contractor.
12 in [305 mm]
long Stub-out
by Manufacturer.
180°
n72 in
[1829 mm]
Projected View
SCALE 1:70
Optional inlet
orientations available
(See note 4)
05/27/20
Plan View
SCALE 1:40
Elevation View
SCALE 1:40
Projected View
SCALE 1:70
2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343
Phone (888) 344-9044 Fax (423) 826-2112
www.aquashieldinc.com
Structure #:
Drawn By:
Scale:
Date:
OFlores
6/26/2019
Rvwed Rvw. Date
U.S. Patent No. 6524473 and other Patent Pending
Aqua-Swirl XCelerator
Aqua-Swirl Stormwater Treatment System
Standard Detail
As Shown
el. Varies
Inlet/Outlet Invert
el. Varies
el. Varies
Grade (Rim) el. Varies
XC-7 CCW STD
XC-7 STD
Aqua-Swirl Polymer Coated Steel (PCS)
Stormwater Treatment System
12 in
[305 mm]
Manhole Frame & Cover Detail
For Non-Traffic Areas Only
NTS
4 in
[1219 mm] Min.
Gravel Backfill
Concrete
Wrap Compressible Expansion
Joint Material to a minimum
1/2-inch [13 mm] thickness around
top of riser to allow transfer of
inadvertent loading from
manhole cover to concrete slab.
Riser
Soil
Cover
Frame
1/2 in
[13 mm]
1/2 in
[13 mm]
Place small amount of
concrete [3,000 psi [20
MPa] (min)] to support
and level manhole frame.
DO NOT allow manhole
frame to rest upon riser.
Backfill (90%
Proctor Density)
8 in
[203 mm]
4 1/2 in
[114 mm]
Unless other traffic barriers are present,
bollards shall be placed around access riser(s)
in non-traffic areas to prevent inadvertent
loading by maintenance vehicles.
Manhole Frame & Cover Detail
For Traffic Loading Areas
NTS
Cover
Frame
48 in
[1219 mm] Min.
Backfill (90%
Proctor Density)
3,000 psi [20 MPa]
(min) Concrete
#4 [13 mm] Rebar
@ 6 in [152 mm]
Each Way
30 in [762 mm]
Riser
1/2 in
[13 mm]
4 1/2 in
[114 mm]
14 in
[356 mm]
1/2 in [13 mm] Thick
Expansion Joint
Material
If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m]
diameter, 14-inch [356 mm] thick reinforced concrete pad must be
placed over the Stormwater Treatment System Riser to support and
level the manhole frame, as shown. The top of riser pipe must be
wrapped with compressible expansion joint material to a minimum
1/2-inch [13 mm] thickness to allow transfer of wheel loads from
manhole cover to concrete slab. Manhole cover shall bear on concrete
slab and not on riser pipe. The concrete slab shall have a minimum
strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm]
reinforcing steel as shown. Minimum cover over reinforcing steel shall
be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be
level with finish grade.
Please see accompanied Aqua-Swirl specification notes. See Site
Plan for actual System orientation. Approximate dry (pick) weight:
3800 lbs [1700 kg].
Backfill shall extend at least 18
inches [457 mm] outward from
Swirl Concentrator and for the
full height of the Swirl
Concentrator (including riser)
extending laterally to
undisturbed soils. (See MH
Detail Below)
Backfill
Bedding
Undisturbed soil
18 in
[457 mm]
6 in
[152 mm]
1
1
As an alternative, 42 in [1067 mm] diameter, HS-20/25
rated precast concrete rings may be substituted. 14 in
[356 mm] thickness must be maintained.
XC-7 inlet/outlet pipe size ranges up to 42 in [1067 mm].
XC-7 chamber height may vary up to 151 in [3835 mm],
depending on inlet/outlet pipe size.
Orientation may vary from a minimum of 90 to a
maximum of 180. Clockwise or counterclockwise
orientation as needed.
2
3
3
2
96 in
[2438 mm]
96 in
[2438 mm]
P42 in
[P1067 mm]
P42 in
[P1067 mm]
2
Octagonal Base Plate
P84 in
[P2137 mm]
85 in
[2159 mm]
151 in
[3835 mm]
Varies Varies
5
[127 mm]
MH Frame
P30 in
[P762 mm]
Band Coupler
by Manufacturer.
(as needed)Riser
Manhole Frame and
Cover by Manufacturer.
(See Details)
Rim elevations to
match finish grade.
Pipe coupling
by Contractor.
12 in [305 mm]
long Stub-out
by Manufacturer.
4
4
Pipe coupling
by Contractor.
12 in [305 mm]
long Stub-out
by Manufacturer.
180P84 in
[P2134 mm]
Optional inlet
orientations available
(See note 4)
05/27/20
ACCESS HATCH
ACCESS HATCH
ACCESS HATCH 18"
18"
843.80
843.80
843.80
844.20
843.80
05/27/20
1.75" CCTYPCOIL WIDTH
OPEN AREA = 3.33 SQ IN/SQ FT
2.711"
9@2.711" = 24.399"
EDGE SPACING EQUAL ON BOTH SIDES
NOTES:
1. PERFORATIONS MEET AASHTO AND ASTM SPECIFICATIONS.
2. PERFORATION OPEN AREA PER SQUARE FOOT OF PIPE IS BASED
ON THE NOMINAL DIAMETER AND LENGTH OF PIPE.
3. DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.
4. ALL HOLES 3/8"Ø.
EXFILTRATION AREA
STANDARD PERFORATION PATTERNS
APPROXIMATE AREA PER LINEAR FOOT OF PIPE
PIPE
CORRUGATION PATTERN
2 2/3" x 1/2" 3" x 1" 5" x 1" ULTRA FLO
84"Ø 85.5 SQ. IN. 90.3 SQ. IN. 87.9 SQ. IN.
NOTES:
· GAGE AND COATING LIMITATIONS APPLY. 5" x 1" IS NOT AVAILABLE IN
ALUMINUM.
· DIMENSIONS SUBJECT TO MANUFACTURER'S TOLERANCES.
TYPICAL PERFORATION DETAIL
NOT TO SCALE
TYPICAL SECTION VIEW
NOT TO SCALE
NOTE: IF SALTING AGENTS FOR SNOW AND ICE REMOVAL ARE USED ON OR NEAR THE
PROJECT, A GEOMEMBRANE BARRIER IS RECOMMENDED WITH THE SYSTEM. THE
GEOMEMBRANE LINER IS INTENDED TO HELP PROTECT THE SYSTEM FROM THE
POTENTIAL ADVERSE EFFECTS THAT MAY RESULT FROM A CHANGE IN THE
SURROUNDING ENVIRONMENT OVER A PERIOD OF TIME. PLEASE REFER TO THE
CORRUGATED METAL PIPE DETENTION DESIGN GUIDE FOR ADDITIONAL INFORMATION.
84" TYP.
36"
TYP.27" SEE TYPICAL
BACKFILL DETAIL
NOTES
LIMITS OF
REQUIRED
BACKFILL
20 MIL PE
IMPERMEABLE
LINER OVER
TOP OF PIPE
(IF REQUIRED)
1 MINIMUM TRENCH WIDTH MUST ALLOW ROOM FOR PROPER COMPACTION OF HAUNCH MATERIALS UNDER THE PIPE.
THE TRENCH WIDTH IS THE MINIMUM AMOUNT REQUIRED FOR PROPER INSTALLATION AND TO SUPPORT HORIZONTAL PRESSURE FROM
THE PIPE. THE MANUFACTURER'S SUGGESTED MINIMUM VALUE IS: 1.5D + 12".
1a MINIMUM EMBANKMENT WIDTH (IN FEET) FOR INITIAL FILL ENVELOPE:
3.0D BUT NO LESS THAN D + 4'0".
2 FOUNDATION SHALL BE WELL CONSOLIDATED & STABLE, CAPABLE OF SUPPORTING FILL MATERIAL LOAD.
3 OPEN-GRADED GRANULAR BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE
BOTTOM OF THE PIPE, 4" TO 6" IN DEPTH. SUGGESTED PARTICLE SIZE OF 1/2 CORRUGATION DEPTH.
4 CORRUGATED STEEL PIPE (CSP / HEL-COR).
5 HAUNCH ZONE MATERIAL SHALL BE HAND SHOVELED OR SHOVEL SLICED INTO PLACE TO ALLOW FOR PROPER COMPACTION.
5a THE BACKFILL MATERIAL SHALL BE A FREE-DRAINING, ANGULAR, WASHED-STONE PER AASHTO M 43 SIZE #3 WITH A ½” - 2” PARTICLE
SIZE OR APPROVED EQUAL. MATERIAL SHALL BE PLACED IN 12" MAXIMUM LIFTS AND SHALL BE WORKED INTO THE PIPE HAUNCHES BY
MEANS OF SHOVEL-SLICING, RODDING, AIR-TAMPER, VIBRATORY PLATE OR OTHER EFFECTIVE METHODS. COMPACTION IS CONSIDERED
ADEQUATE WHEN A DENSITY EQUIVALENT TO 90% STANDARD PROCTOR IS ACHIEVED OR WHEN NO FURTHER YIELDING OF THE
MATERIAL IS OBSERVED UNDER THE COMPACTOR OR UNDER FOOT. THE PROJECT ENGINEER OR HIS REPRESENTATIVE MUST BE
SATISFIED WITH THE LEVEL OF COMPACTION. INADEQUATE COMPACTION CAN LEAD TO EXCESSIVE PIPE DEFLECTIONS AND
SETTLEMENT OF THE SOILS OVER THE SYSTEM. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO-LIFT
DIFFERENTIAL BETWEEN THE SIDES OF ANY PIPE IN THE SYSTEM AT ALL TIMES DURING THE BACKFILL PROCESS. BACKFILL SHALL BE
ADVANCED ALONG THE LENGTH OF THE SYSTEM AT THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON ANY PIPES IN THE SYSTEM.
6 INITIAL OPEN GRADED GRANULAR BACKFILL ABOVE PIPE MAY INCLUDE ROAD BASE MATERIAL (AND RIGID PAVEMENT IF APPLICABLE).
SEE TABLE ABOVE.
6a TOTAL HEIGHT OF COMPACTED COVER FOR CONVENTIONAL HIGHWAY LOADS IS MEASURED FROM TOP OF PIPE TO BOTTOM OF
FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT.
7 FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS SHALL FOLLOW THE PROJECT PLANS AND SPECIFICATIONS
PER THE ENGINEER OF RECORD.
NOTES:
· GEOTEXTILE SHOULD BE USED TO PREVENT SOIL MIGRATION INTO VARYING SOIL TYPES (PROJECT ENGINEER).
· FOR MULTIPLE BARREL INSTALLATIONS THE RECOMMENDED STANDARD SPACING BETWEEN PARALLEL PIPE RUNS SHALL BE PIPE DIA. / 2 BUT NO LESS THAN
12", OR 36" FOR PIPE DIAMETERS 72" AND LARGER.
· CONTACT YOUR CONTECH REPRESENTATIVE FOR NONSTANDARD SPACING (TABLE C12.6.7-1).
FINAL BACKFILL
GRANULAR BACKFILL
DIAMETER (D)IN SITU
DIAMETER MIN.
COVER
CORR.
PROFILE
6"-10" 12" 1 1/2" x 1/4"
12"-48" 12" 2 2/3" x 1/2"
54"-96" 12" 3" x 1", 5" x 1"
102"-144" 18" 3" x 1", 5" x 1"
LIMITS OF DRAIN ROCK MAY BE
PLACED BELOW PIPE AS DEFINED
BY ENGINEER OF RECORD.
FOUNDATION SPEC STILL
APPLIES AND BEDDING WILL BE
THE FIRST 4" TO 6" BELOW
INVERT
4
TYPICAL BACKFILL DETAIL
NOT TO SCALE
EMBANKMENT CONDITIONTRENCH CONDITION
6
6a
BEDDING
FOUNDATIONPIPE EMBEDMENT5a
7
5
3
2
INITIAL FILL ENVELOPE 1 1a
7037 Ridge Road, Hanover, MD 21076
866-740-3318 410-796-5505 866-376-8511 FAX
MAK
CHECKED:
DRAWN:
MAK
DESIGNED:
APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AMSHEET NO.:
OF P2
DATE:PROJECT No.:
631048
SEQ. No.:
010
PROPOSAL
CONTECH
DRAWING
84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010
CARMEL ELEMETARY
INDIANAPOLIS, IN
SITE DESIGNATION:
The design and information shown on this drawing is provided
as a service to the project owner, engineer and contractor by
Contech Engineered Solutions LLC ("Contech"). Neither this
drawing, nor any part thereof, may be used, reproduced or
modified in any manner without the prior written consent of
Contech. Failure to comply is done at the user's own risk and
Contech expressly disclaims any liability or responsibility for
such use.
If discrepancies between the supplied information upon which
the drawing is based and actual field conditions are encountered
as site work progresses, these discrepancies must be reported
to Contech immediately for re-evaluation of the design. Contech
accepts no liability for designs based on missing, incomplete or
inaccurate information supplied by others.
www.ContechES.com
4REVISION DESCRIPTIONDATE MARK BY
PIPE Ø2'-6"
PIPE Ø
2'-6"PIPE ØFRONT
TYPICAL MANWAY DETAIL
NOT TO SCALE1'-0" MIN.48"Ø to 90"Ø FITTING REINFORCEMENT
MAY BE REQUIRED BASED ON HEIGHT OF
COVER AND LIVE LOAD CONDITION
PLAN
11/13/19
05/27/20
FLAT GASKET
FLAT GASKET
HUGGER
BAND
CONNECTION DETAIL
(SBBS)
2 2/3"x1/2" RE-ROLLED END HEL-COR PIPE
H-12 HUGGER BAND DETAIL
NOT TO SCALE
GENERAL NOTES:
1. JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.
2. BAND MATERIALS AND/OR COATING CAN VARY BY LOCATION. CONTACT YOUR CONTECH REPRESENTATIVE FOR AVAILABILITY.
3. BANDS ARE SHAPED TO MATCH THE PIPE-ARCH WHEN APPLICABLE.
4. BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
· 12" THRU 48" 1-PIECE
· 54" THRU 96" 2-PIECES
· 102" THRU 144" 3-PIECES
5. BAND FASTENERS ARE ATTACHED WITH SPOT WELDS, RIVETS OR HAND WELDS.
6. ALL CMP IS REROLLED TO HAVE ANNULAR END CORRUGATIONS OF 2 2/3"x1/2"
7. DIMENSIONS ARE SUBJECT TO MANUFACTURING TOLERANCES.
8. ORDER SHALL DESIGNATE GASKET OPTION, IF REQUIRED (SEE DETAILS ABOVE).
SINGLE BAR,
BOLT AND STRAP (SBBS)
12 1/8"
10 1/4"12"
TECHCO BAND ANGLES
1/2" DIA. BOLT
12" RISER BAND DETAIL
NOT TO SCALE
PLAIN END CMP RISER PIPE
CONNECTION DETAIL
7 1/2" TECHCO SHOWN - MAY VARY
STUB HEIGHT2'-0" RECOMMENDED12" MIN.MAINLINE
PIPE
RISER
EXTENSION FLAT BAND SHOWN,
MAY VARY (NO
GASKET)
GENERAL NOTES:
1. DELIVERED BAND STYLE AND FASTENER TYPE MAY VARY BY FABRICATION PLANT.
2. JOINT IS TO BE ASSEMBLED PER AASHTO BRIDGE CONSTRUCTION SPECIFICATION SEC 26.4.2.4.
3. BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL.
4. IF RISER HAS A HEIGHT OF COVER OF 10' OR MORE, USE A SLIP JOINT.
5. BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
· 12" THRU 48" 1-PIECE
· 54" 2-PIECES
6. ALL RISER JOINT COMPONENTS WILL BE FIELD ASSEMBLED.
7. MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS.
8. DIMENSIONS SUBJECT TO MANUFACTURING TOLERANCES.
ELEVATION VIEW
OF CMP AND RISER
7037 Ridge Road, Hanover, MD 21076
866-740-3318 410-796-5505 866-376-8511 FAX
MAK
CHECKED:
DRAWN:
MAK
DESIGNED:
APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AMSHEET NO.:
OF P3
DATE:PROJECT No.:
631048
SEQ. No.:
010
PROPOSAL
CONTECH
DRAWING
84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010
CARMEL ELEMETARY
INDIANAPOLIS, IN
SITE DESIGNATION:
The design and information shown on this drawing is provided
as a service to the project owner, engineer and contractor by
Contech Engineered Solutions LLC ("Contech"). Neither this
drawing, nor any part thereof, may be used, reproduced or
modified in any manner without the prior written consent of
Contech. Failure to comply is done at the user's own risk and
Contech expressly disclaims any liability or responsibility for
such use.
If discrepancies between the supplied information upon which
the drawing is based and actual field conditions are encountered
as site work progresses, these discrepancies must be reported
to Contech immediately for re-evaluation of the design. Contech
accepts no liability for designs based on missing, incomplete or
inaccurate information supplied by others.
www.ContechES.com
4REVISION DESCRIPTIONDATE MARK BY
11/13/19
05/27/20
MANHOLE CAP DETAIL
NOT TO SCALE8"11" TYP.2" COVERTYP.1" GAP (TYP. ALLSIDES)NOTES:
1. DESIGN IN ACCORDANCE WITH AASHTO, 17th
EDITION AND ACI 350.
2. DESIGN LOAD HS25.
3. EARTH COVER = 1' MAX.
4. CONCRETE STRENGTH = 4,000 psi
5. REINFORCING STEEL = ASTM A615, GRADE 60.
6. PROVIDE ADDITIONAL REINFORCING AROUND
OPENINGS EQUAL TO THE BARS INTERRUPTED,
HALF EACH SIDE. ADDITIONAL BARS TO BE IN THE
SAME PLANE.
A
A2" COVER
(TYP)
SECTION VIEW
ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
Ø CMP RISER
INTERRUPTED BAR
REPLACEMENT,
SEE NOTE 6.
STANDARD
REINFORCING,
SEE TABLE
OPENING IN
PROTECTION
SLAB FOR
ACESS
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.
A
INTERRUPTED BAR
REPLACEMENT, SEE
NOTE 6.
B
OPENING IN
PROTECTION
SLAB FOR
ACCESS
#4 DIAGONAL TRIM
BAR (TYP. 4 PLACES),
SEE NOTE 7.
STANDARD
REINFORCING,
SEE TABLE
GASKET MATERIAL
SUFFICIENT TO PREVENT
SLAB FROM BEARING ON
RISER TO BE PROVIDED BY
CONTRACTOR.
2
"
COVER(TYP.
)
ØB
REINFORCING TABLE
Ø CMP
RISER A B Ø REINFORCING
**BEARING
PRESSURE
(PSF)
24"4'Ø
4'x4'26"#5 @ 10" OCEW
#5 @ 10" OCEW
2,540
1,900
30"4'-6"Ø
4'-6" x 4'-6"32"#5 @ 10" OCEW
#5 @ 9" OCEW
2,260
1,670
36"5'Ø
5' x 5'38"#5 @ 9" OCEW
#5 @ 8" OCEW
2,060
1,500
42"5'-6"Ø
5'-6" x 5'-6"44"#5 @ 8" OCEW
#5 @ 8" OCEW
1,490
1,370
48"6'Ø
6' x 6'50"#5 @ 7" OCEW
#5 @ 7" OCEW
1,210
1,270
** ASSUMED SOIL BEARING CAPACITY1'-0"A
2" COV
E
R
(TYP.)2" C
O
V
E
R
(T YP )7. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND BARS A
MINIMUM OF 12" BEYOND OPENING, BEND BARS AS REQUIRED
TO MAINTAIN BAR COVER.
8. PROTECTION SLAB AND ALL MATERIALS TO BE PROVIDED AND
INSTALLED BY CONTRACTOR.
9. DETAIL DESIGN BY DELTA ENGINEERS, ARCHITECTS AND LAND
SURVEYORS, ENDWELL, NY.
ØB
36"Ø MAX., HS-25 ACCESS CASTING
WITH GRADE RINGS AS REQUIRED, TO
BE PROVIDED AND INSTALLED BY
CONTRACTOR. MAY BE TOP MOUNTED
(AS SHOWN) OR RECESSED.CMP
PROTECTION
SLAB VARIES
RIM/FINISHED
GRADE
ACCESS CASTING NOT SUPPLIED BY CONTECH
7037 Ridge Road, Hanover, MD 21076
866-740-3318 410-796-5505 866-376-8511 FAX
MAK
CHECKED:
DRAWN:
MAK
DESIGNED:
APPROVED:I:\MERLIN\PROJECT\ACTIVE\631000\631048\631048-10-CMP DETENTION\DRAWINGS\631048-010-CMP CONFAB.DWG 11/13/2019 11:34 AMSHEET NO.:
OF P4
DATE:PROJECT No.:
631048
SEQ. No.:
010
PROPOSAL
CONTECH
DRAWING
84"Ø UNDERGROUND DETENTION SYSTEM - 631048-010
CARMEL ELEMETARY
INDIANAPOLIS, IN
SITE DESIGNATION:
The design and information shown on this drawing is provided
as a service to the project owner, engineer and contractor by
Contech Engineered Solutions LLC ("Contech"). Neither this
drawing, nor any part thereof, may be used, reproduced or
modified in any manner without the prior written consent of
Contech. Failure to comply is done at the user's own risk and
Contech expressly disclaims any liability or responsibility for
such use.
If discrepancies between the supplied information upon which
the drawing is based and actual field conditions are encountered
as site work progresses, these discrepancies must be reported
to Contech immediately for re-evaluation of the design. Contech
accepts no liability for designs based on missing, incomplete or
inaccurate information supplied by others.
www.ContechES.com
CONSTRUCTION LOADS
FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER
THE TOP OF THE PIPE. THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW.
THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED
GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC.
PIPE SPAN,
INCHES
18-50
MINIMUM COVER (FT)
AXLE LOADS
(kips)
50-75 75-110 110-150
12-42 2.0 2.5 3.0 3.0
4.03.5 3.0 48-72 3.0
3.078-120 3.5 4.0 4.0
4.54.5 4.0 126-144 3.5
*MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL
COVER REQUIRED TO AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO
THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE.
HEIGHT OF
COVER
TEMPORARY COVER FOR
CONSTRUCTION LOADS
FINISHED
GRADE
CONSTRUCTION LOADING DIAGRAM
NOT TO SCALE
SCOPE
THIS SPECIFICATION COVERS THE MANUFACTURE AND
INSTALLATION OF THE CORRUGATED STEEL PIPE (CSP) DETAILED IN
THE PROJECT PLANS.
MATERIAL
THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE
APPLICABLE REQUIREMENTS OF AASHTO M274 OR ASTM A929.
PIPE
THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
APPLICABLE REQUIREMENTS OF AASHTO M36 OR ASTM A760. THE
PIPE SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON
THE PROJECT PLANS.
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE
UNITED STATES.
HANDLING AND ASSEMBLY
SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE
NATIONAL CORRUGATED STEEL PIPE ASSOCIATION (NCSPA)
INSTALLATION
SHALL BE IN ACCORDANCE WITH AASHTO STANDARD
SPECIFICATIONS FOR HIGHWAY BRIDGES, SECTION 26, DIVISION II
OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS
AND SPECIFICATIONS. IF THERE ARE ANY INCONSISTENCIES OR
CONFLICTS THE CONTRACTOR SHOULD DISCUSS AND RESOLVE
WITH THE SITE ENGINEER.
IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR TO
FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES.
SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEEL
MATERIAL SPECIFICATION
NOT TO SCALE
4REVISION DESCRIPTIONDATE MARK BY
11/13/19
05/27/20
CARMEL ELEMENTARY SCHOOL
APPENDIX I:
EXHIBIT: 100-YEAR PONDING LIMITS
05/27/20
OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHU OHUOHU OHU OHU OHU OHU OHU OHUOHUOHUOHUOHU OHUOHUOHUOHU OHU OHU OHU OHUOHU OHU OHU OHU OHU OHUOHU OHU OHU OHU OHU OHUOHU OHU OHUOHUOHU OHU OHU OHU OHU OHUOHUOHUOHU OHUOHUOHU OHU OHU OHUOHUOHUEEEEEEE EEE E E E E4TH AVENUEXref .\Xref\Carmel_Ground Floor_2019-09-12.dwgSTOPSTOPD
O NO
T
EN
T
ERSTOP
STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7DRIVE TO BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENTPRO
P OSED ACCESS EASEMENTUNDERGROUND DETENTIONXref .\Xref\FloorPlan-SITEPLANCE-ELECTRICAL 11-18-19.dwg WALK TO BE CONSTRUCTED BY OTHERSFFE = 855.80Xref .\Xref\Carmel_Ground Floor_2019-09-12.dwgSTOP STOPD
O NO
T
EN
T
ERSTOP STOPSTOPBUSONLYDETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW100= 850.7DRI VE TO BE CONSTRUCTED BY OTHERSPROPOSED BMP & ACCESS EASEMENTPRO
P OSED ACCESS EASEMENTUNDERGROUND DETENTIONXref .\Xref\FloorPlan-SITEPLANCE-ELECTRICAL 11-18-19.dwg WALK TO BE CONSTRUCTED BY OTH ERS730
RIM=855.10
726
RIM=855.10
788
RIM=855.10
717
RIM=853.00
758
RIM=855.00
742
RIM=854.50
772
RIM=854.00
722
RIM=854.80
712
RIM=856.00
752
RIM=854.70
759
RIM=854.50
729
RIM=854.30
779
RIM=854.10
725
RIM=854.75
721
RIM=854.10
728
RIM=854.00
727
RIM=854.00
751
RIM=853.20
719
RIM=854.20
762
RIM=854.80
724
RIM=853.00
723
RIM=853.50
716
RIM=853.00
748
RIM=854.20
753
RIM=853.10
750
RIM=852.70
715
RIM=851.50
720
RIM=852.90
718
RIM=852.90
776
RIM=852.55
749
RIM=852.50
778
RIM=852.40
786
RIM=852.50
745
RIM=852.25 747
RIM=851.75
760
RIM=852.25
746
RIM=852.20
744
RIM=852.00
777
RIM=851.90
761
RIM=851.80
714
RIM=851.50
757
RIM=851.30
756
RIM=851.30
713
RIM=851.60
743
RIM=851.50
780
RIM=851.00
787
RIM=851.50
783
RIM=851.50
782
RIM=851.00
775
RIM=851.00
773
RIM=851.00
781
RIM=851.00
785
RIM=851.00
784
RIM=851.00
731
RIM=855.90
735
RIM=854.60
736
RIM=854.00 DETENTION: 7' CMPFL / INV 843.8 (FLAT: 0% SLOPE)(TOP OF PIPE 850.8)HW 10-YR= 847.32 HW 100-YR= 850.596''SSD 6''SSD6''SSD
6''SSD6''SSD6''SSD
6''SSD6''SSD6''SSD
6''SSD6''SSD6''SSD6''SSD6''S
S
D6''SSD6''SSD6''SSD
6''SSD6''SSD6 ''S S D
6'
'SSD
6''SSD
6''SSD6''SSD
6''SSD6''SSD
6''SSD6''SSD6''SSD6''SSD6''SSD
6''SSD6''SSD6''SSD6''SSD
6''SSD
6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSDRD
RD
RD
RD
RDRD
RD
RD
RDRDRDRDRDRD
RD
RD
RD
RD
RD
RD
RD
RD
RD
RD
RD
RD
RDRDRD
RD
RD
RD
RDPROPOSED BMP & ACCESS EASEMENTPRO
P OSED ACCESS EASEMENT
N
O
P
A
R
K
I
N
G
NO PA
R K ING
NO PARKING
A
RIM=854.50
B
RIM=852.85
D
RIM=854.28
E
RIM=852.94
F
RIM=854.44
C
RIM=853.13 6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD 6''SSD 6''SSD6''SSD6''SSD6''SSDH.Pt.6''SSD 6''SSD 6''SSD6''SSD6''SSD 6''SSD771
RIM=854.10
770
RIM=854.20
734
RIM=854.50
732
RIM=854.85
733
RIM=854.72
711
RIM=856.10
710
RIM=856.20
6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD6''SSD
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Project Number:
Drawing Number:
Certified By:
Checked ByDrawn ByIssue Date
Revisions:PROJECT:Scope Drawings:CARMEL, INDIANAFORCARMEL CLAY SCHOOLSNEW ELEMENTARY SCHOOLSDrawing Title:
11-19-19 SO MK
18094
Rev. #Revision
Description
Issue
Date
CONFORMEDSETSCALE: 1" = 40'
GRADING PLAN
(100-YEAR
INUNDATION
WITH DESIGN
SYSTEM
BLOCKED)
C303100-YEAR INUNDATION LIMITS
ALL PROPOSED STORM SEWERS ARE PRIVATE SEWERS.
SEWER OWNERSHIP
1 TAC COMMENTS 01/03/2019
3 ASI 001 02/14/2020
3
3
05/27/20
CARMEL ELEMENTARY SCHOOL
APPENDIX J:
DETENTION VOLUME CALCULATION
INCLUDING 10% EXTRA VOLUME FOR SEDIMENT
05/27/20
Detention volume calculator
CMP pipe
by Mark Kilgore, P.E.
Diameter of pipe = 7 ft
Area of pipe full = 38.48 sf
Number of pipes = 95.5 pipes
Effective pipe L = 19.53 ft
volume of 1 pipe = 751.60 ft^3
volume all pipes = 71,778 ft^3
rock space vol = 1.328 factor estimate based on calcs
surface area rock = 19,930 ft^2
rock layer under = 0.5 ft
rock layer over = 0.5 ft
void space ratio = 0.4
pipe cumulative with
filled pipes pipe rock
(ft) (ft) (sf) % (ft^3) (ft^3) (ft^3)
depth elev area full full vol volume volume
0 843.80 0 0 71,778 0 0
1 844.80 3.37 0.0876 71,778 6,285 8,347
2 845.80 9.07 0.2357 71,778 16,917 22,465
3 846.80 15.75 0.4093 71,778 29,376 39,011
4 847.80 22.73 0.5906 71,778 42,394 56,299
5 848.80 29.41 0.7642 71,778 54,853 72,845
6 849.80 35.11 0.9123 71,778 65,484 86,963
7 850.80 38.48 1 71,778 71,778 95,321
7.5 851.30 38.48 1 71,778 71,778 99,307
volume under pipes = 9,965 ft^3
void space vol under pipes = 3,986 ft^3
volume over pipes = 9,965 ft^3
void space vol over pipes = 3,986 ft^3
Total vol provided= 107,279 cf (void space under & over pipes + vol)
100-yr vol used = 92,967 cf
10% extra vol req'd= 9,297 cf
Total volume req'd= 102,264 cf = less than total volume provided
Therefore the basin does have the extra 10% volume required.
05/27/20