HomeMy WebLinkAboutO&M Manual 09-15-20
WEST PARK
IMPLEMENTATION
Operation and Maintenance of Post-Construction
Stormwater Management Measures
ADDENDUM 1: THE CORE
Prepared By:
SmithGroup
44 E Mifflin Street
Madison, WI 53703
October 30, 2020
CARMEL-CLAY PARKS AND RECREATION
WEST PARK IMPLEMENTATION
OPERATION AND MAINTENANCE OF
POSTCONSTRUCTION STORMWATER MANAGEMENT MEASURES
ADDENDUM 1: THE CORE
Carmel-Clay Parks and Recreation is renovating and expanding West Park through phased implementation of the
2016 Master Plan. Phase 1 included the western expansion of the park through The Groves Implementation Project
and the Jill Perelman Pavilion, with construction completed in 2019. As part of the permit application to the City of
Carmel for Phase 1, an Operation and Maintenance Manual for Post-Construction Stormwater Management
Measures was recorded with Hamilton County on June 1, 2018 (See Appendix A). This document, “Addendum 1:
The Core,” amends the previously recorded document to include operation and maintenance procedures specific to
post-construction Best Management Practices (BMP’s) implemented with Phase 2 of West Park construction.
Phase 2 includes renovation of “The Core” area, which includes the originally constructed West Park facilities.
Improvements under this phase include reconstruction of the park entry, connection of the internal road system to
The Groves development, parking expansion, renovation of the park shelter and restroom, and relocation and
replacement of the splash pad and playground. This document describes the post-construction BMP’s proposed in
areas of significant hydrologic alteration to provide permanent treatment of stormwater runoff from redeveloped
areas. Operation and maintenance procedures are included for additional BMP’s used at The Core which were not
included in the original manual.
Note, Contact Information for the BMP Owner, Ownership and Maintenance Statement, Right-of-Entry Statement,
and Inspection Reports are unchanged from the original recorded document, and are included herein by reference.
A. Description and Purpose of Water Quality BMP
Water Quality BMP’s at West Park: The Core include the following:
1. Splash Pad Bioretention Area
Description:
Special practices are required to address potable water discharged from the site by the splash
pad. Recirculation and treatment are cost prohibitive, and the Carmel Township Sewer District has
indicated that they do not wish to receive and treat the splash pad water. Consequently, the intent
is to pre-treat this runoff and discharge it to the stormwater management system in a manner
comparable to the existing splash pad effluent treatment train at West Park. This treatment
method uses a designated bioretention area comprised of a sand-based soil mix at an adequate
depth for filtering, phytoremediation, and treatment prior to discharge to an underdrain.
The splash pad effluent infiltrates into an 8-inch deep engineered soil mix then through a drainage
base before discharging into a naturalized detention area. The engineered soil mix is described in
Appendix C, Soil Preparation Specification. This splash pad treatment area also functions as
stormwater storage, but it is assumed that the splash park will not be operational and discharging
water during a storm event, so the BMP is adequately sized to serve this dual purpose. To
integrate the treatment area within the park setting, the bioretention area is placed in a naturalized
setting and planted with native wet prairie species that tolerate extreme moisture fluctuation.
Bioretention systems are shallow, landscaped depressions that utilize both soils and plants to
remove pollutants from runoff. This is accomplished through adsorption, filtration, plant uptake,
microbial activity, decomposition, sedimentation, and volatilization.
Location:
The splash pad bioretention area is located in the north cell of BMP1, southeast of the splash pad.
This area drains into the middle cell naturalized detention area.
Maintenance:
Maintenance follows under the procedure outlined for bioretention areas excerpted from the
Indiana Storm Water Quality Manual, Chapter 8. The splash pad bioretention area shall also be
inspected monthly during the summer use period to verify water is infiltrating through the system
with no ponding at the surface within 24 hours after discharge from the splash pad.
Maintenance Requirements - Bioretention Areas
2. Naturalized Detention Areas
Description:
Naturalized detention areas at West Park function as a combination of a Vegetated Swale and a
Dry-Extended Detention Basin. The goal for these zones is to convey base flow, provide
stormwater detention, and improve water quality while increasing habitat and enhancing the
aesthetic quality of the park. The areas are not intended to have standing water between storm
events, but may have wet or saturated soils depending on seasonality and rainfall patterns.
During storms, these areas collect, temporarily hold, and gradually release excess storm water to
attenuate peak flows. To accommodate these fluctuating water levels, the area is to be seeded to
wet prairie species that can withstand both flood conditions and periods of drought.
Under low flow conditions, drainage channels through the naturalized detention areas allow for
passage of base flow and the treated splash pad effluent. These channels meander to increase
time of concentration and the ability to remove pollutants. In this way, the channels function
similar to a vegetated swale, where runoff velocity is greatly decreased allowing biofiltration
(uptake of nutrients by plants), infiltration (percolation of water through the swale’s soil substrate),
and sedimentation (settling out of larger suspended particles). (Ref: Indiana Storm Water Quality
Manual, Chapter 8)
Locations:
Two naturalized detention areas are used at the site. The Middle Cell of BMP 1 is located
downstream (south) of the splash pad bioretention area. The West Swale and Pond, BMP 2, is
located between the existing pond and the improved entry drain, and receives water primarily from
the existing parking lot bioswale and roadway drainage.
Maintenance:
The following applicable maintenance activities are combined from Vegetated Swales and Dry
Extended Detention Basins, from the Indiana Storm Water Quality Manual, Chapter 8:
Activity Schedule
Inspect for and correct erosion problems in
swale
Twice during first year; annually thereafter
Inspect for erosion along pond surfaces Two times per year
Remove trash and debris Annually or more frequently if needed
Remove sediment from swale When sediment reaches 25% of swale volume
Inspect for embankment damage. Monitor
sediment accumulation in basin. Check
operation of inlet and outlet structures.
Annually
Monitor vegetative growth in swale Annually inspect to determine if alternate
species is more conducive to site conditions
Restore dead of damaged ground cover via
sodding or seeding in basin.
As needed (at a minimum of annually)
Monitor sediment accumulations in basin, and
remove when dry detention basin storm water
storage volume is reduced 25 percent.
As needed (possibly every 10 years)
Remove litter and debris from basin inlet and
outlet.
Standard monthly maintenance
3. Dry Detention Area
Description:
Dry detention areas collect, temporarily hold, and gradually release excess storm water to
attenuate peak flows. Unlike the wet ponds used at The Groves, dry detention areas drain
completely in less than 24 hours following a storm event.
Locations:
The South Cell of BMP 1 is located downstream (south) of the splash pad bioretention area and
the naturalized detention area, east of the entrance road. An existing culvert pipe functions as the
outlet control to optimize storage in this area before flowing into the existing pond. This area is
primarily intended for attenuation of large peak flows.
Maintenance:
The following maintenance activities for Dry Detention Basins is excerpted from the Indiana Storm
Water Quality Manual, Chapter 8:
Maintenance Requirements – Dry Detention Basin
West Park Implementation
Operation and Maintenance of Post-Construction
Stormwater Management Measures
APPENDIX A: Recorded Document for Phase 1
Operation and Maintenance Manual
CARMEL CLAY PARKS AND RECREATION EAST CENTRAL PARK IMPLEMENTATION PLAN
OPERATION AND MAINTENANCE OF POSTCONSTRUCTION STORMWATER MANAGEMENT
MEASURES
A. Description and Purpose of Water Quality BMP
Post-construction Best Management Practices (BMP’s) including bioinfiltration areas, vegetated swales, and wet
ponds are proposed in areas of significant hydrologic alteration to provide permanent treatment of stormwater runoff
from redeveloped areas. These BMP’s will provide permanent treatment for approximately 6.3 acres of disturbed
area, including 2.5 acres of impervious area, improving the quality of stormwater discharge to its downstream
destinations.
Water Quality BMP’s include the following: (Ref: Indiana Storm Water Quality Manual, Chapter 8)
1. Vegetated Filter Strip with Infiltration Trench (Bioretention Area)
Description: Bioretention systems are shallow, landscaped depressions that utilize
both soils and plants to remove pollutants from storm water runoff. Storm water runoff
enters the system as sheet flow. Runoff collected in the bioretention system either
infiltrates into the sand and/or gravel substrate and subsurface soil material or it ponds on
the surface of the bioretention system. Some bioretention systems incorporate subsurface
drainage in the substrate to allow for the removal of the treated storm water runoff.
Bioretention systems are typically designed to allow bypass flow of large storm events.
Each component of a bioretention system is designed to remove pollutants. This is
accomplished through adsorption, filtration, plant uptake, microbial activity,
decomposition, sedimentation, and volatilization.
Locations: The bioretention area proposed is north of the new pavilion. It is
identified on the drawings as a “Vegetated Filter Strip with Infiltration Trench”, but will
function more as a bioretention area with no surface storage.
Maintenance:
Maintenance Requirements - Bioretention Areas
2. Vegetated Swales
a. Description: Vegetated swales reduce pollutants and sediment loads in storm
water runoff. Storm water runoff is directed into the swale which conveys the
runoff from the site. While moving through the swale, runoff velocity is greatly
decreased allowing biofiltration (uptake of nutrients by plants), infiltration
(percolation of water through the swale’s porous soil substrate), and
sedimentation (settling out of larger suspended particles). (Ref: Indiana Storm
Water Quality Manual, Chapter 8)
b. Locations: In landscaped areas conveying stormwater runoff to proposed wet
ponds. These swales will be effectively created by the intended natural look of
the proposed grading, and due to their irregular geometry were not counted
towards total required water-quality requirements; however they will provide
additional sediment removal and water-quality improvement above City code
requirements.
c. Maintenance (Ref: Indiana Storm Water Quality Manual, Chapter 8):
Maintenance Requirements – Vegetated Swales
3. Wet Detention Ponds
a. Description: Wet detention ponds are constructed basins that contain a
permanent pool of water and treat polluted storm water runoff. The most
commonly used wet detention ponds are extended detention ponds. The purpose
of a wet detention pond is to detain storm water runoff long enough for
contaminated sediments to settle and remain in the pond and allow the water in
the pond to be displaced by the next rain event. This sedimentation process
removes particulates, organic matter, and metals from the water while nutrients
are removed through biological uptake. By capturing and retaining runoff, wet
ponds control both storm water quantity and quality. A higher level of pollutant
removal and storm water quality can be achieved through the use of wet
detention ponds than with many other storm water management measures such
as sand filters and dry ponds.). (Ref: Indiana Storm Water Quality Manual,
Chapter 8)
b. Locations: Three (3) wet detention ponds are proposed in series in the
landscaped area south of the proposed parking lot and west of the proposed
entrance drive.
c. Maintenance (Ref: Indiana Storm Water Quality Manual, Chapter 8):
Maintenance Requirements – Wet Detention
Ponds
4. Pond Aerator (Keeton Industries Quietline Aeration System) Areas
Description: Pond aeration units prevent pond stagnation by pumping compressed air
through diffusor units, ensuring pond health, preventing undesired algae growth and
anaerobic conditions. Proposed diffusors are self-cleaning and non-clogging and will not
require periodic maintenance. Aeration system is not an independent BMP, but is a
proposed practice to facilitate the health and longevity of the proposed Wet Detention
Pond BMPs.
Locations: The aerator pump is proposed east of the new pavilion. Four (4) diffusor
units are located internal to the sub-ponds of Pond 2P.
Maintenance: (Ref: Manufacturer Recommendations):
Maintenance Requirements – Pond Aerator Compressor Pump
Activity Schedule
Check air inlet filters and replace as needed Monthly
Verify cooling fan and air intake vent functionality Monthly
Install manufacturer recommended compressor repair kit. Every 18 to 24
months
B. Contact information for the BMP owner
i. Name: Carmel-Clay Parks and Recreation Department.
ii. Address: 1411 East 116th St.
Carmel, IN 46032
iii. Telephone number: 317-573-4021
iv. E-mail address: mklitzing@carmelclayparks.com
C. Ownership and Maintenance Statement
BMP’s implemented as part of this project will be owned and maintained by the Carmel-Clay
Parks and Recreation Department. Owner to be responsible for all maintenance and costs
associated with the BMPs.
D. Right-of-Entry Statement
The Carmel-Clay Parks and Recreation Department will allow the City of Carmel to inspect and
maintain on-site BMP’s as necessary.
D. Inspection Reports
The Carmel-Clay Parks and Recreation Department will submit annual inspection reports to the
City of Carmel Engineering Department. The first report shall be due one year after construction
is completed, with subsequent reports due each year within the same month of the initial report. If
there are any deficiencies found during the inspection, Carmel-Clay Parks and Recreation
Department shall be responsible for addressing them. If the inspection report is not received
within the month it is due, if there are deficiencies which were not included in the report, or if any
deficiencies included in the report are not addressed in a timely manner, the BMP owner faces
enforcement action from the City.
1
3
4
4
6" DI
6" DIMATCHLINE: SEE SHEET C118
MATCHLINE: SEE SHEET C119900905901902903904900900
905
897897
898
898 899899 901901 902902 903903
904 904901902
903
8
9
5
9
0
0
8
9
3894 8968968978988
9
9
9
0
1
900897898899901 896 897898898899899905902
903904906907905904906905
906
905 902903904906900899901902902895
895
900
892893894
896897
898
899
901
901 89589590089289289389389489689789889989589590089
2
8
9
3894
896897898899902903904905906
906
9059
0
6 906906906
905906898
899
898 8999009019059049029
0
3
900
899
5.2%
25.0%
905
90
5
90290390290224.5%4.9%
900
900
897897
898
898
899
899
901
901
902
903
33.3%33.3%25.0%6" DI
6
5182 LF
-
12
"
D
I
@
1
.01%
w
w
w
PS STM-CB-01
RIM: 905.50'
12" SE INV: 901.50'
STM-CB-02
RIM: 905.25'
12" SW INV: 901.90'
STM-CB-04
RIM: 905.25'
12" NE INV: 901.05'
12" S INV: 900.95'
48 LF - 12" PVC @ 0.83%
STM-END-01
12" N INV: 900.10'174 LF - 12" CLASS III RCP @ -0.49%STM-END-02
12" NW INV: 899.29'
STM-END-03
12" S INV: 899.00'
STM-END-04
12" N INV: 898.50'
34 LF - 12" PVC @ 0.50%
STM-END-05
12" E INV: 897.20'
STM-END-06
12" W INV: 897.00'
30 LF - 12" PVC @ 0.66%wSTM-CB-05
RIM: 903.89'
12" SW INV: 900.14'
D 147 LF - 12" DI @ 0.33
%
STM-CB-06
RIM: 901.63'
12" S INV: 897.88'
STM-END-09
12" N INV: 897.05'
156 LF - 12" PVC @ 0.33%
STM-END-07
12" E INV: 897.00'
STM-END-08
12" SW INV: 896.73'
15 LF - 12" DI @ 0.54%
STM-MH-01
RIM: 904.09'
12" NW INV: 899.65'
12" NE INV: 899.65'
12" SE INV: 899.55'
STM-CB-03
RIM: 905.50'
12" NE INV: 901.50'
12" SW INV: 901.40'
45 LF - 12" PVC @ 0.78%
6
5
L
F
-
1
2
"
C
L
A
S
S
I
I
I
RC
P
@
0
.
4
0%
STM-CB-07
RIM: 901.11'
12" N INV: 897.36'
12" S INV: 897.26'
64 LF - 12" DI @ 0.33%
STM-END-11
(2) W INV. 897.31 STM-END-12
(2) E INV. 896.83
(2) 48 LF - 14"x23" ELLIPTICAL RCP @ 1.00%
co
co
co
co
D
STM-RESTRICTOR-01
RIM: 903.83'
12" N INV: 898.83'
12" S INV: 898.73'
D
STM-RESTRICTOR-02
RIM: 900.91'
12" W INV: 896.92'
12" NE INV: 896.82'
47 LF - 12" PVC @ 0.49%
16 LF - 12" DI @ 0.57%46 LF - 12" PVC @ 0.66%STM-END-11
12" N INV: 901.20'
STM-END-10
12" S INV: 901.50'
co
ww
w
8
6" DI6" DI6"
D
I
7
1
9
10
6"
D
I6" DI6"
D
I
6" DI6" DI112 LF - 6" PVC
@ 1.0
%
12
13
15
14
16
15
16
16
16
GATE VALVE BOX
FIRE HYDRANT ASSEMBLY
TAPPING SLEEVE
CLEANOUT
GRINDER PUMP STATION
STORM STRUCTURE
INLET
YARD DRAIN
FLARED END SECTION
WATER MAIN
DIRECTIONAL BORING
co
w
D
PS
TS
SCHEMATIC GAS LINE ROUTING SHOWN. FINAL SIZING, DESIGN, AND
INSTALLATION TO BE PER VECTREN. CONTRACTOR TO
COORDINATE FORMAL DESIGN AND SITE READY DATE FOR VECTREN
INSTALLATION. OWNER TO DIRECTLY PAY VECTREN FOR SERVICE
INSTALLATION, AS APPLICABLE.
EXISTING SANITARY MANHOLE. DIRECT FORCE MAIN CONNECTION
INTO FLOWLINE IN THE DOWNSTREAM DIRECTIONS. SEE DETAIL 3
SHEET C512.
GRINDER PUMP STATION. SEE DETAIL 1 SHEET C510.
2" WATER METER TO BE LOCATED INSIDE BUILDING. PLUMBING
PLANS TO BE SUBMITTED WITH ARCHITECTURAL PERMIT SET.
WET TAP ON 16" PVC WATER MAIN.
JACK-AND-BORE 14" DI CASING PIPE UNDER 116TH STREET, 60 LF.
INSTALL PROPOSED 6" DI WATER MAIN THROUGH CASING PIPE IN
ACCORDANCE WITH INDOT STANDARD SPECIFICATIONS, SECTION
716.
FIRE HYDRANT ASSEMBLY.
FIRE HYDRANT ASSEMBLY. FIRE-DEPARTMENT CONNECTION TO BE
LOCATED NEARBY BY ARCHITECT.
PRECAST CONCRETE ARCH CULVERT, SEE DETAIL 1, SHEET C507.1
ENTRANCE CULVERT, SEE DETAIL 1, SHEET C507
ALL STORM SEWER DAYLIGHTS TO PROPOSED BASINS AND DITCHES
TO TERMINATE WITH PRECAST CONCRETE FLARED END-SECTIONS
WITH RIPRAP BEDDING, SEE UTILITY DETAILS, SHEET C511.
HORIZONTAL DIRECTIONAL DRILL TO SANITARY MANHOLE, 767 LF.
THREE TRACER WIRES SHALL BE INSTALLED ALONG ALL
DIRECTIONALLY DRILLED PIPE. ALL TRACE WIRE TERMINATION
POINTS MUST UTILIZE A TRACER WIRE ACCESS STATION. SEE
DETAIL 4, SHEET 512 FOR MATERIAL SPECIFICATIONS AND ACCESS
STATION DETAIL.
AIR COMPRESSOR AND COMPRESSOR CABINET, TO BE KEETON
INDUSTRIES QUIETLINE KR-4DP (1/2 HP COMPRESSOR, 50 PSI MAX
PRESSURE, 115V. WITH ALL-WEATHER TAN COLOR CABINET WITH
SOUND-REDUCTION PACKAGE AND A.S.T.M.-RATED FOAM, AND BLUE
ANODIZED ALUMINUM 4 VALVE COOLING MANIFOLD) OR EQUIVALENT
TO BE APPROVED BY ENGINEER.
KEETON INDUSTRIES RM-4 REMOTE DISTRIBUTION MANIFOLD
ENCLOSED IN 19" X 14" X 7.5" IRRIGATION VALVE BOX, OR
EQUIVALENT TO BE APPROVED BY ENGINEER.
DIRECT-BURY COMPRESSED AIR TUBING. TUBING FROM
COMPRESSOR CABINET TO REMOTE MANIFOLD TO BE 3/4" POLYPIPE
FLEXIBLE TUBING AT 3' MINIMUM COVER. TUBING FROM REMOTE
MANIFOLD TO DIFFUSER UNITS TO BE KEETON INDUSTRIES
SELF-WEIGHTED FEEDER TUBING (0.50" INSIDE DIA. x 1.00" OUTSIDE
DIA.) AT 3' MINIMUM COVER, OR EQUIVALENT TO BE APPROVED BY
ENGINEER.
KEETON INDUSTRIES DURAPLATE MEMBRANE DIFFUSOR, OR
EQUIVALENT TO BE APPROVED BY ENGINEER.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1.WATER MAINS TO HAVE 4.5 FEET OF COVER MINIMUM.
2.SANITARY FORCE MAIN TO HAVE 4.5 FT OF COVER MINIMUM.
3.ALL WATER LINES TO BE INSTALLED WITH TRACER WIRE AND BLUE
REFLECTIVE WARNING TAPE LOCATED 18" ABOVE WATER LINE.
4.THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED PER DESIGN
SPECIFIED AND AS APPROVED BY THE CITY OF CARMEL ON THE FINAL
APPROVED CONSTRUCTION PLANS. DEVIATIONS FROM THE APPROVED
DESIGN SHALL ONLY BE PERMITTED DUE TO SPECIAL CIRCUMSTANCES
OR DIFFICULTY DURING CONSTRUCTION AND WILL REQUIRE PRIOR
FIELD APPROVAL FROM A DESIGNATED REPRESENTATIVE OF THE CITY
OF CARMEL IN ADDITION TO SUPPLEMENTAL APPROVAL BY THE DESIGN
ENGINEER. AN EXPLANATION OF ANY SUCH DEVIATION SHALL BE
INCLUDED AS A REQUIREMENT ON AS-BUILT/RECORD DRAWINGS
SUBMITTED FOR RELEASE OF PERFORMANCE GUARANTEES.
APPROVED DESIGN SLOPES IDENTIFIED AS GENERATING VELOCITIES
OF 2.5 FPS OR LESS OR 10 FPS OR GREATER (AT FULL FLOW CAPACITY)
SHALL REQUIRE AS-BUILT CERTIFICATION AT THE TIME OF
CONSTRUCTION, PRIOR TO BACKFILLING THE PIPE. THE CONTRACTOR
IS INSTRUCTED TO AS-BUILT EACH SECTION OF STORM PIPE AS IT IS
BEING INSTALLED TO ENSURE COMPLIANCE WITH THE DESIGN PLANS
AND AS APPROVED BY THE CITY OF CARMEL.
5.PROPOSED STORMWATER MANAGEMENT SYSTEM IS TO BE UNDER THE
PRIVATE OWNERSHIP OF THE OWNER.
6.VERTICAL COORDINATE INFORMATION SHOWN HEREON IS
REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM OF 1988
(NAVD 88).
7.NO EXISTING 100 YEAR FLOODPLAINS, FLOODWAY FRINGES, OR
FLOODWAYS EXIST WITHIN EXISTING SITE OR EXISTING SURVEY LIMITS,
PER FEMA FIRM PANEL 18057C0205G, DATED 11/19/2014.
8.SEE SHEET C121 FOR PROPOSED DETENTION SYSTEM SUMMARY.
SANITARY SEWER
FORCE MAIN
STORM SEWER
UNDERDRAIN
NATURAL GAS LINE
COMPRESSED AIR LINE
WET POND
AERATION COMPRESSOR CABINET
AERATION REMOTE MANIFOLD
AERATION MEMBRANE DIFFUSOR
SHEET NOTES
UTILITY SYMBOLS
N
Utilities Plan
0'80'40'20'
SCALE: 1" = 40'
C117
DESCRIPTIVE KEYED NOTES
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
22109
WEST PARK:
THE GROVES
3030 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroupjjr.com
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
DESIGN DEVELOPMENT 08/25/17
N
75% CD 11/27/17
STORMWATER PERMIT SET 12/12/17
ISSUED FOR BID 01/11/18
ISSUED FOR RE-BID 02/22/18
STORMWATER PERMIT RESUBMIT 03/06/18
ISSUED FOR CONSTRUCTION 04/02/18
PROPOSED VEGETATED
FILTER STRIP WITH INFILTRATION
TRENCH (SEE SHEET C121 FOR
ADDITIONAL INFORMATION)
7
C514
122 LF - 6" PERFORATED
HDPE UNDERDRAIN @ 0.5%
3
C510
55 LF - 6" HDPE @ 1.0%
6" W INV: 898.40'
EXISTING POND TYPICAL H.W.E.: 895.5±
STRUCTURE
NAME
RIM
ELEVATION
FRAME AND
GRATE TYPE
STRUCTURE
DIAMETER
STRUCTURE TABLE
STM-CB-01 905.50 NEENAH
R-2548
2.0'
STRUCTURE
CONNECTIONS
SE 12" INV. 901.50
STM-CB-02 905.25 NEENAH
R-2548
2.0'SW 12" INV. 901.90
STM-CB-03 905.50 NEENAH
R-2548
2.0'NE 12" INV. 901.50
SW 12" INV. 901.40
STM-CB-04 905.25 NEENAH
R-2548
2.0'NE 12" INV. 901.05
SW 12" INV. 900.95
903.89 NEENAH
R-3501-N
2.0'SW 12" INV. 900.14
STM-CB-06 901.63 NEENAH
R-2548
2.0'W 6" INV. 898.40
S 12" INV. 897.88
STM-CB-07 901.11 NEENAH
R-2548
2.0'N 12" INV. 897.36
S 12" INV. 897.26
STM-MH-01 904.09 NEENAH
R-1642A
4.0'NW 12" INV. 900.65
NE 12" INV. 900.65
SE 12" INV. 900.55
DETENTION BASIN
TYPICAL H.W.E.: 899.00
(SEE SHEET C121 FOR ADDITIONAL INFORMATION)
PROPOSED WET POND BMP/WET DETENTION POND
TYPICAL H.W.E.: 897.50
(SEE SHEET C121 FOR ADDITIONAL INFORMATION)
PROPOSED WET POND BMP/WET DETENTION POND
TYPICAL H.W.E.: 897.00
(SEE SHEET C121 FOR ADDITIONAL INFORMATION)
PROPOSED WET POND BMP/WET DETENTION POND
TYPICAL H.W.E.: 897.00
(SEE SHEET C121 FOR ADDITIONAL INFORMATION)
FLOW RESTRICTOR
FLOW RESTRICTOR
FIRE-DEPARTMENT CONNECTION
DRINKING FOUNTAIN (SEE PLUMBING
DRAWING FOR SERVICE CONNECTIONS)
UTILITY CROSSING
(NATURAL GAS LINE)
UTILITY CROSSING
(WATER MAIN, MAINTAIN
18" VERTICAL CLEAR
DISTANCE BETWEEN
STORM SEWER AND
WATER MAIN)
26 LF - 6" PVC @ 1.0%
(SEE PLUMBING DRAWING
FOR CONTINUATION)
3
.
0
0
'
BORING PIT
BORING PIT
STM-CB-05
STM-RESTRICTOR-01 903.83 NEENAH
R-1642A
4.0'N 12" INV. 898.83
S 12" INV. 898.73
STM-RESTRICTOR-02 900.91 NEENAH
R-1642A
4.0'W 12" INV. 896.92
E 12" INV. 896.82
BUILDING DOWNSPOUT
LOCATION
CONVEYANCE WEIR
REINFORCEMENT
8
C508
BUILDING DOWNSPOUT
LOCATION
UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM LENGTH MATERIAL D (IN)
STRUCTURE STRUCTURE INVERT INVERT (FEET)
STM-CB-01 STM-MH-01 901.50 899.65 182 DI 12
STM-CB-02 STM-CB-03 901.90 901.50 48 PVC 12
STM-CB-03 STM-CB-04 901.40 901.05 45 PVC 12
STM-CB-04 STM-END-01 900.95 900.10 174 RCP 12
STM-CB-05 STM-MH-01 900.14 899.65 147 DI 12
STM-MH-01 STM-END-02 899.55 899.29 65 RCP 12
STM-END-10 STM-END-11 901.50 901.20 46 PVC 12
STM-END-03 STM-RESTRICTOR-01 899.00 898.83 34 PVC 12
STM-RESTRICTOR-01 STM-END-04 898.83 898.50 47 PVC 12
STM-END-05 STM-END-06 897.20 897.00 30 PVC 12
STM-END-07 STM-RESTRICTOR-02 897.00 896.92 15 PVC 12
STM-RESTRICTOR-02 STM-END-08 896.82 896.73 16 PVC 12
STM-CB-06 STM-CB-07 897.88 897.36 156 PVC 12
STM-CB-07 STM-END-09 897.26 897.05 64 DI 12
STM-END-10 STM-END-11 897.31 896.83 48 RCP 14X23 (2)
DETAIL
REFERENCE
C511, 1
C511, 1
C511, 1
C511, 1C511, 1
C511, 1
C511, 1
C511, 1
C511, 2
C511, 6
C511, 6
6"X21
2" DI REDUCER (DOMESTIC SERVICE)
6"X4" DI REDUCER
1
STORMWATER PERMIT RESUBMIT 04/13/18
2
1
1
1
1
6"X4" DI REDUCER (FIRE SERVICE)
MUELLER 6" POST-INDICATOR VALVE WITH ADJUSTIBLE
INDICATOR POST, OR EQUIVALENT TO BE APPROVED
BY ENGINEER
6"X6" DI TEE
STORMWATER PERMIT RESUBMIT 05/04/18
2
900905901902903904900900
905
897897
898
898 899899 901901 902902 903903
904 904901902
903
8
9
5
9
0
0
8
9
3894 8968968978988
9
9
9
0
1
900897898899901 896 897898898899899905902903904906907905904906905
906
905 902903904906900899901902902895
895
900
892893894
896897
898
899
901
901 89589590089289289389389489689789889989589590089
2
8
9
3894
896897898899902903904905906
906
9059
0
6 906906906
905906898
899
898 8999009019059049029
0
3
900
899
5.2%
25.0%
905
90
5
90290390290224.5%4.9%
900
900
897897
898
898
899
899
901
901
902
903
33.3%33.3%25.0%w
w
w
PS
wD
co
co
co
co
D
D
co
ww
w
112 LF - 6" PVC
@ 1.0
%
25.0%
33.0
%17.8%14.
8
%24.5%23.0%19.0%2
4
.
9%18.1%25.0%33.3%33.3%25.0%25.0%
2
5
.
0
%
GATE VALVE BOX
FIRE HYDRANT ASSEMBLY
TAPPING SLEEVE
CLEANOUT
GRINDER PUMP STATION
STORM STRUCTURE
INLET
YARD DRAIN
FLARED END SECTION
WATER MAIN
DIRECTIONAL BORING
SANITARY SEWER
FORCE MAIN
STORM SEWER
UNDERDRAIN
NATURAL GAS LINE
COMPRESSED AIR LINE
WET POND
AERATION COMPRESSOR CABINET
AERATION REMOTE MANIFOLD
AERATION MEMBRANE DIFFUSOR
co
w
D
PS
TS
1.POND 1P IS DESIGNED TO MEET THE CITY OF CARMEL'S
STANDARDS FOR A DRY-BOTTOM DETENTION BASIN,
ALTHOUGH BASIN BOTTOM WILL BE LANDSCAPED IN A
MANNER SIMILAR TO THE CITY OF CARMEL'S CONSTRUCTED
WETLAND STANDARDS. THIS LANDSCAPED AREA IS TO BE A
SITE FEATURE CONSTRUCTED FOR AESTHETIC PURPOSES,
AND DUE TO ITS LACK OF A DEFINED PERENNIAL SOURCE OF
BASE FLOW, IS NOT COUNTED AS CREDIT TOWARDS WATER
QUALITY REQUIREMENTS.
2.VERTICAL COORDINATE INFORMATION SHOWN HEREON IS
REFERENCED TO THE NORTH AMERICAN VERTICAL DATUM
OF 1988 (NAVD 88).
3.NO EXISTING 100 YEAR FLOODPLAINS, FLOODWAY FRINGES,
OR FLOODWAYS EXIST WITHIN EXISTING SITE OR EXISTING
SURVEY LIMITS, PER FEMA FIRM PANEL 18057C0205G, DATED
11/19/2014.
4.MINIMUM FLOOD PROTECTION GRADE: 906.78 (DEFINED BY
LOCAL INLET (CB-02, CB-03, CB-04) CLOGGED OVERFLOW
H.W.E. ELEVATION.
5.LOWEST PROPOSED ADJACENT STRUCTURE GRADE: 907.00
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED BACK OF CURB ELEV.
PROPOSED EDGE OF PAVEMENT ELEV.
PROPOSED BACK OF SIDEWALK ELEV.
GRADE BREAK LINE
SLOPE ARROW
LIMITS OF WORK
EMERGENCY OVERFLOW PATH
26.13
25
26
26.13
25
26
1.6%
B/C 26.13
E/P 26.13
B/S 26.13
POND NORMAL HIGH-WATER ELEVATION
EMERGENCY OVERFLOW HIGH-WATER ELEVATION
(CLOGGED CONDITION, 100-YEAR EVENT)
DESIGN EVENT HIGH-WATER ELEVATION
OVERFLOW WEIR FLOW PATH
PROPOSED DETENTION EASEMENT
PROPOSED BMP EASEMENT
PROPOSED ACCESS EASEMENT
SHEET NOTES
UTILITY SYMBOLS
N
Detention Plan
0'80'40'20'
SCALE: 1" = 40'
C121
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
22109
WEST PARK:
THE GROVES
3030 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroupjjr.com
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
DESIGN DEVELOPMENT 08/25/17
N
75% CD 11/27/17
STORMWATER PERMIT SET 12/12/17
ISSUED FOR BID 01/11/18
ISSUED FOR RE-BID 02/22/18
STORMWATER PERMIT RESUBMIT 03/06/18
ISSUED FOR CONSTRUCTION 04/02/18
POND 3P
PROPOSED VEGETATED
FILTER STRIP WITH INFILTRATION
TRENCH
BOTTOM OF STORAGE MEDIA: 902.20
7
C514
EXISTING POND TYPICAL H.W.E.: 895.5±
POND 1P DRY-BOTTOM DETENTION BASIN (SEE NOTE 1)
TYPICAL H.W.E.: 899.00
BOTTOM OF ARCHITECTURAL WETLAND: 897.00
POND 1P DRY-BOTTOM DETENTION BASIN (SEE NOTE 1)
AREA TREATED -- 3.24 AC.PROV. VOLUME @ WEIR ELEV: 0.93 AF
6" ORIFICE @ ELEV. 898.73 WEIR @ EL. 903.10, TOP OF BANK EL. 904.00
FREQ.
INFLOW ALLOWABLE PROPOSED HWE VOL.
(CFS)OUTFLOW OUTFLOW ELEV.REQUIRED
(CFS) (SEE
NOTE 2)(CFS)(AF)
2-YEAR 10.2 N/A 1.1 900.42 0.19
10-YEAR 16.1 N/A 1.4 901.13 0.335
100-YEAR 29.2 N/A 1.8 902.39 0.699
POND 2P WET-BOTTOM DETENTION BASIN
AREA TREATED -- 6.10 AC.PROV. VOLUME @ WEIR ELEV: 1.53 AF
6" ORIFICE @ ELEV. 897.00 WEIR @ EL. 899.40, TOP OF BANK EL. 900.90
FREQ.
INFLOW ALLOWABLE PROPOSED HWE VOL.
(CFS)OUTFLOW OUTFLOW ELEV.REQUIRED
(CFS)(CFS)(AF)
2-YEAR 7.3 0.61 0.7 897.8 0.373
10-YEAR 12.5 0.61 0.9 898.23 0.646
100-YEAR 24.5 1.83 1.3 899.14 1.319
POND 3P VEGETATED STRIP AND INFILTRATION TRENCH
AREA TREATED -- 0.22 AC.VOLUME PROV. @ WEIR ELEV: 0.03 af
NO ORIFICE WEIR @ EL. 905.20
FREQ.
INFLOW ALLOWABLE PROPOSED HWE VOL.
(CFS)OUTFLOW OUTFLOW ELEV.REQUIRED
(CFS)(CFS)(AF)
2-YEAR 0.6 0.02 0 904.85 0.027
10-YEAR 1 0.02 0.1 905.21 0.03
100-YEAR 1.9 0.06 1.9 905.3 0.03
GRADING SYMBOLS
DETENTION POND SYMBOLS
POND 1P 2-YEAR H.W.E.: 900.42
POND 1P 10-YEAR H.W.E.: 901.13
POND 1P 100-YEAR H.W.E.: 902.39
POND 1P CLOGGED CONDITION 100-YEAR H.W.E.: 903.77
POND 2P WET DETENTION POND, SUB-POND B
TYPICAL H.W.E.: 897.00
BOTTOM OF POND ELEV.: 892.00
POND 2P 2-YEAR H.W.E.: 897.80
POND 2P 10-YEAR H.W.E.: 898.23
POND 2P 100-YEAR H.W.E.: 899.14
POND 1P CLOGGED CONDITION 100-YEAR H.W.E.: 899.80
POND 2P WET DETENTION POND, SUB-POND A
TYPICAL H.W.E.: 897.00
BOTTOM OF POND ELEV.: 892.00
POND 2P 2-YEAR H.W.E.: 897.80
POND 2P 10-YEAR H.W.E.: 898.23
POND 2P 100-YEAR H.W.E.: 899.14
POND 2P WET DETENTION POND, SUB-POND C
TYPICAL H.W.E.: 897.50
BOTTOM OF POND ELEV.: 893.00
POND 2P WET DETENTION POND, SUB-POND A
TYPICAL H.W.E.: 897.00
BOTTOM OF POND ELEV.: 892.00
POND 2P 2-YEAR H.W.E.: 897.80
POND 2P 10-YEAR H.W.E.: 898.23
POND 2P 100-YEAR H.W.E.: 899.14
POND 1P RESTRICING STRUCTURE
6" ORIFICE, INV.: 898.73
POND 2P RESTRICING STRUCTURE
6" ORIFICE, INV.: 897.00
POND 1P OVERFLOW WEIR
ELEV: 903.10
LENGTH: 22 FT
BREADTH: 20 FT
POND 2P OVERFLOW WEIR
ELEV: 899.40
LENGTH: 80 FT
BREADTH: 10 FT
POND 3P OVERFLOW WEIR
ELEV: 905.20
LENGTH: 22 FT
BREADTH: 1 FT
POND 2P INTERNAL CONVEYANCE WEIR
ELEV: 897.60
LENGTH: 40 FT
BREADTH: 10 FT
POND 2P INTERNAL OVERFLOW WEIR
ELEV: 900.10
LENGTH: 48 FT
BREADTH: 6 FT
100-YEAR DESIGN H.W.E. (SEE PLAN)
NOT TO SCALE
DETENTION POND TYPICAL SECTION1
1V:4H
M
A
X
.
10' SAFETY
SHELF
1V:3H
M
A
X
.
2'
VARIES (SEE PLAN)
2' MAX.
VARIES (SEE PLAN)
NORMAL POOL H.W.E. (SEE PLAN)
MINIMUM FLOOD PROTECTION
GRADE
1
STORMWATER PERMIT RESUBMIT 04/13/181
FILTER STRIP BMP EASEMENT (25' HORIZONTALLY
ALONG LENGTH OF PAVEMENT SIDE)
DETENTION EASEMENT (15' HORIZONTALLY FROM PROVIDED TOP-OF-BANK ELEVATION)
WET POND BMP EASEMENT (25' HORIZONTALLY ALONG PERIMETER OF BMP)
VEGETATED FILTER STRIP BMP ACCESS EASEMENT (20' WIDE MINIMUM TO PUBLIC R.O.W.)
SHARED DETENTION/BMP ACCESS EASEMENT (20' WIDE MINIMUM TO PUBLIC R.O.W.)
LOCAL INLET OVERFLOW WEIR
(CB-02, CB-03, CB-04)
ELEV: 906.55
LENGTH: 11.3 FT
BREADTH: 5 FT
100-YEAR CLOGGED HWE: 906.77
LOCAL INLET
OVERFLOW WEIR
(CB-01)
ELEV: 906.00
LENGTH: 7 FT
BREADTH: 5 FT
100-YEAR CLOGGED HWE: 906.13
STORMWATER PERMIT RESUBMIT 05/04/18
2
2
VEGETATED SWALE
(NOT COUNTED TOWARDS
WATER-QUALITY CREDIT)
VEGETATED SWALE
(NOT COUNTED TOWARDS
WATER-QUALITY CREDIT)
Landscape Details
0'40'20'10'
SCALE:
C514
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
22109
WEST PARK:
THE GROVES
3030 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroupjjr.com
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
DESIGN DEVELOPMENT 08/25/17
N
75% CD 11/27/17
STORMWATER PERMIT SET 12/12/17
ISSUED FOR BID 01/11/18
ISSUED FOR RE-BID 02/22/18
STORMWATER PERMIT RESUBMIT 03/06/18
ISSUED FOR CONSTRUCTION 04/02/18
SCALE: 1" = 1'
DECIDUOUS TREE PLANTING1 SCALE: 1" = 1'
EVERGREEN TREE PLANTING2 SCALE: 1" = 1'
ORNAMENTAL TREE PLANTING3
SCALE: 1" = 1'
SHRUB PLANTING4 SCALE: 1" = 1'
PERENNIALS/GRASS PLANTING5 SCALE: 1" = 1'
PLANT SPACING6
PLANTING MIXTURE AS
SPECIFIED
MOUND TOPSOIL TO
FORM SAUCER
TREE WRAP
UNDISTURBED GROUND
18" MIN.
NOTES:
PRIOR TO DIGGING EACH PLANTING HOLE, REMOVE
SOIL FROM THE TOP OF THE ROOTBALL AND EXPOSE
ROOT COLLAR. DIG HOLE NO DEEPER THAN
DISTANCE FROM ROOT COLLAR TO BOTTOM OF
ROOTBALL. TREES PLANTED WITH ROOT COLLAR
NOT VISIBLE AND/OR BELOW GRADE WILL BE
REJECTED.
ONCE TREE IS POSITIONED IN HOLE
AND BACKFILLING HAS BEGUN, CUT
OFF AND COMPLETELY REMOVE FROM
HOLE ALL BURLAP AND WIRE BASKET
FROM AT LEAST TOP 1 2 OF BALL
APPLY MULCH 3" DEEP,
KEEP MULCH 5" AWAY
FROM TRUNK
ROOT COLLAR TO BE SET SLIGHTLY
ABOVE FINISH GRADE
SCARIFY SIDES AND BOTTOM
OF HOLE, AT LEAST 4"
'X' DIA
2X-3X DIA
UNDISTURBED
GROUND
MOUND TOPSOIL TO
FORM SAUCER
TREE ANCHOR
18" MIN.
PLANTING MIXTURE, AS
SPECIFIED
PRIOR TO DIGGING EACH PLANTING HOLE, REMOVE
SOIL FROM THE TOP OF THE ROOTBALL AND EXPOSE
ROOT COLLAR. DIG HOLE NO DEEPER THAN
DISTANCE FROM ROOT COLLAR TO BOTTOM OF
ROOTBALL. TREES PLANTED WITH ROOT COLLAR
NOT VISIBLE AND/OR BELOW GRADE WILL BE
REJECTED.
ONCE TREE IS POSITIONED
IN HOLE AND BACKFILLING
HAS BEGUN, CUT OFF AND
COMPLETELY REMOVE
FROM HOLE ALL BURLAP
AND WIRE BASKET FROM
AT LEAST TOP 12 OF BALL
APPLY MULCH 3" DEEP,
KEEP MULCH 5" AWAY
FROM TRUNK
SCARIFY SIDES AND BOTTOM
OF HOLE, AT LEAST 4"
NOTES:
'X' DIA
2X-3X DIA
PLANTING MIXTURE AS
SPECIFIED
TOPSOIL FILL OR
UNDISTURBED SOIL
TREE WRAP
MOUND TO FORM SAUCER 18" MIN.
PRIOR TO DIGGING EACH PLANTING HOLE, REMOVE
SOIL FROM THE TOP OF THE ROOTBALL AND EXPOSE
ROOT COLLAR. DIG HOLE NO DEEPER THAN
DISTANCE FROM ROOT COLLAR TO BOTTOM OF
ROOTBALL. TREES PLANTED WITH ROOT COLLAR
NOT VISIBLE AND/OR BELOW GRADE WILL BE
REJECTED.
ONCE TREE IS POSITIONED IN
HOLE AND BACKFILLING HAS
BEGUN, CUT OFF AND COMPLETELY
REMOVE FROM HOLE ALL BURLAP
AND WIRE BASKET FROM AT LEAST
TOP 12 OF BALL
APPLY MULCH 3" DEEP,
KEEP MULCH 5" AWAY
FROM TRUNK
SCARIFY SIDES AND BOTTOM
OF HOLE, AT LEAST 4"
NOTES:
NEVER CUT LEADERS. PRUNE TO THIN AND SHAPE
TREE CANOPY. SEE DETAIL. TREE SHALL BEAR SAME
RELATION TO FINISHED GRADE AS IT BORE TO
PREVIOUS GRADE.
'X' DIA
2X-3X DIA
MIN. 6"
NOTES:
PRUNE AS SPECIFIED
REMOVE BURLAP FROM TOP 1/2 OF BALL, OR,
WITH CONTAINER PLANTS, REMOVE POTS
AND SPLIT BALLS AS SPECIFIED.
PLANTING MIXTURE AS
SPECIFIED, BED TO BE 2X
DIA OF BALLED
ROOTBALL
SCARIFY TO 4" DEPTH AND
RECOMPACT
BALLED AND BURLAPPED
SHRUBS
BARE ROOT OR CONTAINER
SHRUBS
SUBGRADE
3" OF MULCH, KEEP MULCH 3" AWAY
FROM BASE OF BRANCHES
SET ROOT COLLAR AT
FINISHED GRADE
ROOTBALL24"PLANTING MIXTURE AS
SPECIFIED
1" FINELY SHREDDED
COMPOSTED BARK
VARIES
FINISH GRADE
SPADE CUT BED
EDGE
TOPSOIL
PERENNIAL, TYP.
PLUG, TYP.
D=DIMENSION OF PLANT SPACING (SHRUB, GROUNDCOVER OR
PERENNIAL) IN BED PLANTINGS
"D""D"
"D"
GROWING MEDIUM SOIL
(TOPSOIL FURNISH AND PLACE)
SEE PLAN FOR
LOCATION
SUBGRADE 1'-0"NOTES:
1.GROWING MEDIUM SOIL MUST BE A
MIX OF 40% SAND, 30% TOPSOIL AND
30% COMPOST.
2.DRAIN AGGREGATE SHALL GRADED
WITH A D50 SIZED BETWEEN 1.5 AND 3
INCHES, AND CLAY CONTENT OF TO
LESS THAN 30 PERCENT. THE
POROSITY OF THE MATERIAL SHOULD
BE BETWEEN 0.3 AND 0.4.
PROPOSED TOPSOIL
2'-0"DRAIN AGGREGRATE
FILTER FABRIC
SCALE: 1/2" = 1'
VEGETATED FILTER STRIP WITH INFILTRATION TRENCH7 SCALE: NOT TO SCALE
NATIVE SEEDING LIMITS SIGN8 5'-0" MIN. MOUNTING HEIGHT4" X 4" WOOD POST
3'-0"DIRECT BURY POST
NOTE:
1.ALL CONNECTIONS
SHALL BE ALUMINUM &
VANDAL-PROOF.
2.REGULATORY SIGNS
SHALL CONFORM TO
ALL FEDERAL, STATE
AND LOCAL STANDARDS.
3.SUBMIT SHOP
DRAWINGS.
"NATIVE WILDFLOWER
PLANTING" SIGNAGE.
INSTALL AT 150'-0" O.C.
AROUND THE PERIMETER
OF PEDESTRIAN AREAS
WHERE ADJACENT TO
NATIVE SEEDING.
FINISHED GRADE
SIGNAGE ENLARGEMENT
9"12"1
1 STORMWATER PERMIT RESUBMIT 05/04/18
West Park Implementation
Operation and Maintenance of Post-Construction
Stormwater Management Measures
APPENDIX B: SITE DRAWINGS, THE CORE
D
co
co
D
co
co
D
D Dw
D
D
EG-MH-01
EG-MH-02
EG-CO-01
REPAIR EXISTING
SANITARY MANHOLE
2
CU501
REPAIR EXISTING
SANITARY MANHOLE
2
CU501
RETROFIT TO TYPE II
CLEANOUT
5
CU500
4
CU500
CU500
4
CU500
4
CU500
1,2,3
CU500
1
CU501
CO-4
RIM: 899.00
6" SW INV: 897.33
FES-02
12" NE INV: 897.00
900
905899
901
902903904900
899
901
902
903
900
89
9
9
0
1
9
0
5
902
90
3 904900
897
898
899
901
902
9008
9
6
8
9
7
8
9
8
8
9
9
900899900899900899 901902900
8978988
9
9 9008988999
0
1
9
0
0
8
9
8
8
9
9
900900900
901
90
190190
1
901
9
0
1
901
901902
90190
1
900
90
0
8
9
8 900901A
B
D
4" PVC
F
E
FIBER OPTIC BY OTHERS AS
MARKED UP ON SITE PREP PLANS
TERMINATE CONDUIT FOR FUTURE VEHICLE
COUNTER WITH ELECTRICAL HANDHOLE
F
E
CS-02
RIM: 902.05
12" NE INV: 897.16
6" E INV: 897.00
12" S INV: 897.00
CB-03
RIM: 901.00
6" NE INV: 899.50
CS-03
RIM: 900.07
FES-04
12" SW INV: 897.16
6" NW INV: 898.84
6" S INV: 898.84
CO-3
RIM: 900.00
6" N INV: 898.59
6" SW INV: 898.59
END 6
6" INV: 898.47
FES-01
12" SW INV: 897.50
CO-5
RIM: 899.00
6" NE INV: 897.33
6" W INV: 897.33
CS-01
RIM: 899.09
12" N INV: 896.20
FES-05
12" N INV: 896.12
56 LF - 12" RCP @ 0.90%27 LF - 12" RCP @ 0.00%207 LF - 12" RCP @ 0.42%74 LF - 6" @ 0.34%
38 LF - 6" PVC @ 0.32%94 LF - 6" @ 0.00%131 LF - 6" @
0
.
2
5
%
20 LF - 6" PVC @ 1.00%
43 LF - 6" PVC @ 0.46%
CB-04
RIM: 898.41
15" W INV: 896.46
91 LF - 15" RCP @ 0.50%
FES-06
RIM: 897.44
15" E INV: 896.00
3,5
CU501
FES-03
RIM: 897.37
12" S INV: 896.20
1
CU501
END 4
6" INV: 899.50
END 3
6" INV: 899.50
END 5
6" INV: 899.50
3,5
CU501
1
CU501
10" TRENCH DRAIN TD-5
12 LF @ 8.33%
REFER TO GRADING PLAN FOR RIM ELEVATIONS
E INV: 898.3
W INV: 898.2
4" GATE VALVE. CONNECT TO EXIS. 4" SERVICE.
3
CS505
1,2,3
CU500
1,2,3
CU500
1,2,3
CU500
1,2,3
CU500
1,2,3
CU500
GATE VALVE BOX
GATE VALVE VAULT
FIRE HYDRANT ASSEMBLY
SANITARY MANHOLE
CLEANOUT
STORM STRUCTURE
CURB INLET
CATCH BASIN
FLARED END SECTION
HANDHOLE
REPAIR STRUCTURE
WATER MAIN
SANITARY SEWER
FORCE MAIN
STORM SEWER
UNDERDRAIN
DRAINAGE SWALE
ELECTRICAL LINE UNDERGROUND
FIBER-OPTIC LINE UNDERGROUND
EXISTING WATER MAIN
EXISTING SANITARY SEWER
EXISTING STORM SEWER
w
W
S
UTILITY CROSSING CALLOUT
D
co
WATER EDGE ELEVATION: 895.40'
JANUARY 2, 2020
LIMITS OF CONSTRUCTION
WETLAND MITIGATION SITE BOUNDARY
EXISTING WETLAND
UTILITY PLAN
11640
CU101
LEGEND
N KEYED NOTES
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
ISSUED FOR CONSTRUCTION 09/10/2020
MATCHLINE CU102MATCHLINE CU103
0'80'40'20'
SCALE: 1" = 40'
CONNECT WATER MAIN INTO EXISTING STUB INTO THE BUILDING
2" PVC CONDUITS FOR FUTURE SECURITY CAMERAS, CAP ENDS
INSIDE RESTROOM MECHANICAL ROOM (101) AND ON NORTHWEST
FACE OF PICNIC SHELTER COLUMNS
CONNECT PIPE INTO EXISTING STRUCTURE
RELOCATE ELECTRICAL SERVICE
PROVIDE 2" PVC CONDUIT FOR FUTURE FIBER-OPTIC EXTENSION TO
RESTROOM. CONNECT SOUTH END TO HANDHOLE INSTALLED BY
OTHERS, TAKING CARE NOT TO DISTURB SPOOLED FIBER CABLE
INSIDE. CAP NORTH END INSIDE RESTROOM MECHANICAL ROOM
(101) AT LOCATION DESIGNATED OWNER. CONDUIT MAY EITHER BE
DIRECTIONAL DRILLED OR OPEN TRENCHED AT CONTRACTOR'S
DISCRETION. IF OPEN TRENCHED, ALL DISTURBED PAVEMENT
AREAS MUST BE REPAIRED IN-KIND TO OWNER'S SATISFACTION.
PROVIDE 2" PVC CONDUIT FOR FUTURE VEHICLE COUNTER. CAP
NORTH END INSIDE RESTROOM MECHANICAL ROOM (101) AT
LOCATION DESIGNATED BY OWNER. PROVIDE ELECTRICAL
HANDHOLE AT SOUTH END. CONDUIT MAY EITHER BE DIRECTIONAL
DRILLED OR OPEN TRENCHED PER KEY NOTE E.
A
B
C
D
E
F
PER CITY STORMWATER RVW 09/21/2020
1,2
CU500
900
898
899
901
902
900901902903904901901902
903904 898900901
902
903904900
901
902
903 90190
1
900
900
CB-02
RIM: 899.00
8" SW INV: 897.60
88 LF - 8" PVC @ 0.30
%
HALF BURIED ELLIPTICAL CULVERT
40 LF - 38" X 60" RCP CLASS HE-II @ 0.25%
FINISHED GRADE N INV: 897.20
FINISHED GRADE S INV: 897.10
FES-07
8" NE INV: 897.34
3,5
CU501
INSTALL APPROX 50 LF
6" UNDERDRAIN BEHIND
RETAINING WALL AND TIE TO
NEW CULVERT PER RETAINING
WALL STRUCTURAL DETAILS.
INSTALL APPROX 50 LF
6" UNDERDRAIN BEHIND
RETAINING WALL AND TIE TO
NEW CULVERT PER RETAINING
WALL STRUCTURAL DETAILS.
GATE VALVE BOX
GATE VALVE VAULT
FIRE HYDRANT ASSEMBLY
SANITARY MANHOLE
CLEANOUT
STORM STRUCTURE
CURB INLET
CATCH BASIN
FLARED END SECTION
HANDHOLE
REPAIR STRUCTURE
WATER MAIN
SANITARY SEWER
FORCE MAIN
STORM SEWER
UNDERDRAIN
DRAINAGE SWALE
ELECTRICAL LINE UNDERGROUND
FIBER-OPTIC LINE UNDERGROUND
EXISTING WATER MAIN
EXISTING SANITARY SEWER
EXISTING STORM SEWER
w
W
S
UTILITY CROSSING CALLOUT
D
co
WATER EDGE ELEVATION: 895.40'
JANUARY 2, 2020
LIMITS OF CONSTRUCTION
WETLAND MITIGATION SITE BOUNDARY
EXISTING WETLAND
UTILITY PLAN
11640
CU102
LEGENDN
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
65% REVIEW 04/20/2020
90% CONSTRUCTION DOCUMENTS 06/01/2020
100% REVIEW 06/19/2020
ISSUED FOR BID 07/14/2020
MATCHLINE CU101MATCHLINE CU1030'80'40'20'
SCALE: 1" = 40'
co
co
D
coDw
co
co
D
D
co
co
DD
D
EG-MH-02
EG-CO-01
REPAIR EXISTING
SANITARY MANHOLE
2
CU501
RETROFIT TO TYPE II
CLEANOUT
5
CU500
4
CU500
4
CU500
900
899
901
902
903
901
901902 90290190
1 910909911905910
902
903
904
906
907908909911912913
901905903904906
907
90
8
900901900901 901A
B
C
C
D
4" PVC
20" TRENCH DRAIN TD-2
REFER TO GRADING PLAN FOR
RIM ELEVATIONS
110 LF @0.4%
N INV: 901.44
S INV: 901.00
8" TRENCH DRAIN TD-4
24 LF @6.17%
REFER TO GRADING PLAN FOR RIM ELEVATIONS
N INV: 901.18
S INV: 899.70
8" TRENCH DRAIN TD-3
24 LF @5.67%
REFER TO GRADING PLAN FOR RIM ELEVATIONS
N INV: 901.06
S INV: 899.70
F
E
CB-01
RIM: 900.09
CB-03
RIM: 901.00
6" NE INV: 899.50
CO-2
RIM: 900.00
6" NW INV: 898.84
6" S INV: 898.84
CO-3
RIM: 900.00
6" N INV: 898.59
6" SW INV: 898.59
END 6
6" INV: 898.47
74 LF - 6" @ 0.34%
38 LF - 6" PVC @ 0.32%
287 LF - 8" PVC @ 0.13%
20 LF - 6" PVC @ 1.00%
43 LF - 6" PVC @ 0.46%
36 LF - 6" @ 1.48%
CO-1
RIM: 901.10
6" SE INV: 899.37
CO-6
RIM: 913.79
6" N INV: 909.92
34 LF - 6" PVC UD @ 1.20%
4
CU500
4
CU50097 LF - 6" PVC @ 2.00
%
128 LF - 6" PVC @ 0.78%
CONNECT 6" RETAINING WALL UD TO TRENCH GRATE
10 LF 6" PVC
INV: 901.60 (AT UD CONNCTION)
INV: 901.50 (AT TRENCH GRATE CONNECTION)
6" RUD INV: 901.60
6" RUD INV: 902.50
6" RUD INV: 903.00
6" RUD INV: 903.50
6" RUD INV: 903.30
6" RUD INV: 903.00
6" RUD INV: 903.50
RETAINING WALL UNDERDRAIN (RUD):
50 LF - 6" UD @ 0.5% MIN
6" RUD INV: 908.50
902END 2
6" INV: 908.27
6" INV: 909.51
CO-7
RIM: 911.23
6" SE INV: 910.21
6" NE INV: 910.21
CO-8
RIM: 912.96
6" SW INV: 911.96
3,5
CU501
4
CU500
4
CU500
RETAINING WALL UNDERDRAIN (RUD):
135 LF - 6" UD @ 0.5% MIN
6" RUD INV: 911.0
43 LF - 6" UD @ 2.61%
12 LF - 6" UD @ 3.94%
10 LF - 6" UD @ 1.50%
6" END 1
6" INV: 902.00
END 4
6" INV: 899.50
END 3
6" INV: 899.50
END 5
6" INV: 899.50
3,5
CU501
30" TRENCH DRAIN TD-1
REFER TO GRADING PLAN FOR RIM
ELEVATIONS
15 LF @0.4%
N INV: 901.50, SW INV 901.44
3
CS505
3
CS505
3
CS505
3
CS505
1B
EX CB1
EX CB2
GATE VALVE BOX
GATE VALVE VAULT
FIRE HYDRANT ASSEMBLY
SANITARY MANHOLE
CLEANOUT
STORM STRUCTURE
CURB INLET
CATCH BASIN
FLARED END SECTION
HANDHOLE
REPAIR STRUCTURE
WATER MAIN
SANITARY SEWER
FORCE MAIN
STORM SEWER
UNDERDRAIN
DRAINAGE SWALE
ELECTRICAL LINE UNDERGROUND
FIBER-OPTIC LINE UNDERGROUND
EXISTING WATER MAIN
EXISTING SANITARY SEWER
EXISTING STORM SEWER
w
W
S
UTILITY CROSSING CALLOUT
D
co
WATER EDGE ELEVATION: 895.40'
JANUARY 2, 2020
LIMITS OF CONSTRUCTION
WETLAND MITIGATION SITE BOUNDARY
EXISTING WETLAND
UTILITY PLAN
11640
CU103
LEGEND
N KEYED NOTES
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
ISSUED FOR CONSTRUCTION 09/10/2020MATCHLINE CU102MATCHLINE CU101
0'80'40'20'
SCALE: 1" = 40'
CONNECT WATER MAIN INTO EXISTING STUB INTO THE BUILDING
2" PVC CONDUITS FOR FUTURE SECURITY CAMERAS, CAP ENDS
INSIDE RESTROOM MECHANICAL ROOM (101) AND ON NORTHWEST
FACE OF PICNIC SHELTER COLUMNS
CONNECT PIPE INTO EXISTING STRUCTURE
RELOCATE ELECTRICALSERVICE
PROVIDE 2" PVC CONDUIT FOR FUTURE FIBER-OPTIC EXTENSION TO
RESTROOM. CONNECT SOUTH END TO HANDHOLE INSTALLED BY
OTHERS, TAKING CARE NOT TO DISTURB SPOOLED FIBER CABLE
INSIDE. CAP NORTH END INSIDE RESTROOM MECHANICAL ROOM
(101) AT LOCATION DESIGNATED OWNER. CONDUIT MAY EITHER BE
DIRECTIONAL DRILLED OR OPEN TRENCHED AT CONTRACTOR'S
DISCRETION. IF OPEN TRENCHED, ALL DISTURBED PAVEMENT
AREAS MUST BE REPAIRED IN-KIND TO OWNER'S SATISFACTION.
PROVIDE 2" PVC CONDUIT FOR FUTURE VEHICLE COUNTER. CAP
NORTH END INSIDE RESTROOM MECHANICAL ROOM (101) AT
LOCATION DESIGNATED BY OWNER. PROVIDE ELECTRICAL
HANDHOLE AT SOUTH END. CONDUIT MAY EITHER BE DIRECTIONAL
DRILLED OR OPEN TRENCHED PER KEY NOTE E.
ALL UNDERDRAIN (UD) PIPING SHALL BE WRAPPED WITH UNDRDRAIN
GEOXTILE UNLES OTHERWISE NOTED.
SEE SHEET PS1.1- SITE PLUMBING PLAN FOR CONTINUATION OF
WATER LINE INTO SPLASH PAD
CONNECT PIPE TO ALL EXISTING DRAINTILE CONNECTIONS IT
CROSSES
A
B
C
D
E
F
G
H
I
H
I
H
PER CITY STORMWATER RVW 09/21/2020
FLARED END SECTION
FLARED END SECTION
PLAN 1'5'-0" LENGTH 4' PLUS CULVERTDIAMETERSECTION 24" MIN.STONES TO BE ROUNDED COBBLE, NATURAL FIELDSTONE, GRADATION
SAME AS INDOT REVETMENT RIPRAP, CLASS 1. PLACE LARGER
STONES NEAR OUTLET TO DISSIPATE OUTLET WATER ENERGY.
CONSTRUCT 6" DEEP SWALE IN SUBGRADE
ALONG RIP-RAP CENTERLINE
PLACE STONES ON SIDE
SLOPE OF OUTLET
STONE ON SIDE SLOPES
GEOTEXTILE FILTER FABRIC
UNDER ALL STONE
SLOPE AS PER PLANS
PIPE INV. SEE PLANS
PIPE INV. SEE PLANS
TIE ENDWALL TO
NET PIPE
CUTOFF WALL AND
STRUCTURE AS SHOWN IN
DETAIL 2 ON SHEET CU500
VARIES4"MIN.MAX = O.D. + 24"
BEDDING AND INITIAL BACKFILL:VARIES4"MIN.MAX = O.D. + 24"
O.D.1'12' O.D.12' O.D.O.D.
SATISFACTORY SOILS
BEDDING
NON-RIGID PIPE
(INCLUDING PVC, HDPE)
RIGID PIPE
(INCLUDING RCP)
FINAL
BACKFILL
INITIAL
BACKFILL
HAUNCHING
BEDDING
COMPACTED BACKFILL OR
PAVEMENT STRUCTURE
COMPACTED BACKFILL OR
PAVEMENT STRUCTURE UTILITY DETAILS
11640
CU500
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
ISSUED FOR CONSTRUCTION 09/10/2020
NOT TO SCALE
RIP RAP AT STORM SEWER FLARED END SECTION1
NOT TO SCALE
PIPE BEDDING (RCP, PVC, HDPE)7
DEBRIS GUARD3
NOT TO SCALE
CLEANOUT4
NOT TO SCALE
PRECAST CONCRETE END SECTION2
NOT TO SCALE
UNDERDRAIN BEDDING AND BACKFILL6
NOT TO SCALE
SANITARY CLEANOUT TYPE 2 - RETROFIT EXISTING5 NOT TO SCALE
TRENCH DETAIL FOR SEWERS AND WATER MAINS8
PER CITY STORMWATER RVW 09/21/2020
LSTRUCTURE C
VARIES
RIM ELEV. SEE PLANS
INSTALL RISERS TO RAISE
TOP A", WITH A MAXIMUM
COMBINED HEIGHT OF 12".
INLET PIPE
FINISH GRADE
AGROUT INTERNAL PIPES
AROUND BOOTS
REPLACE LID TO
WATERTIGHT NEENAH
R-1916-F OR EQUAL
CONCRETE ADJUSTING
RINGS LIMITED TO (3) RINGS.
RINGS MUST BE BUTYL
RUBBER COATED WITH
PLASTIC WRAP COVER.
EXISTING MANHOLE
DIA VARIES 4'-0" SUMPOUTLET PIPE
SEE PLANS FOR SIZE & INVERT
INLET PIPE
SEE PLANS FOR SIZE & INVERT
DIA. VARIES
MANHOLE STEPS
ORIFICE SEE TABLE FOR
INVERT AND DIAMETER
RIM ELEV.
WATERTIGHT FLEXIBLE BOOTS MUST
BE USED AT ALL OPENINGS
BED BASE SECTION IN MIN. 6"
COMPACTED #8 GRANULAR MATERIAL
APPLY MINIMUM 10 MIL
BITUMINOUS COATING TO
EXTERIOR OF STRUCTURE
0.80'
ORIFICE SEE TABLE FOR
INVERT AND DIAMETER
CONTROL WEIR SEE
TABLE FOR CREST
ELEV.
CONTROL WEIR SEE
TABLE FOR CREST
ELEV.
RIM ELEV .
GALVANIZED STEEL TRASH RACK GALVANIZED STEEL TRASH RACK
GALVANIZED STEEL TRASH RACK SHALL BE J.R. HOE
(TRASHRACK.COM) LDR OR EQUAL.
UTILITY DETAILS
11640
CU501
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
ISSUED FOR CONSTRUCTION 09/10/2020
NOT TO SCALE
EXISTING SANITARY MANHOLE REPAIR2
NOT TO SCALE
CONTROL STRUCTURE1
NOT TO SCALE
CATCH BASIN PIPE3
NOT TO SCALE
WATER MAIN THRUST RESTRAINT7NOT TO SCALE
DRAIN GRATE INLET CASTING TYPE 45NOT USED#
NOTES:
1.PROVIDE IN-BELL GRATE
MATCHING DIMENSION OF
APPROVED PIPE.
2.CATCH BASIN PIPE DIAMETER
SHALL BE LARGE ENOUGH TO
ACCOMMODATE CONNECTING
PIPES, BUT IN NO CASE SHALL BE
LESS THAN 22" DIAMETER
NOTES:
1.NEENAH R-4030 SERIES OR EQUAL
MAY BE USED IN LIEU OF R-4342 IN
ORDER TO MATCH DIAMETER OF
REQUIRED PIPE BELL.
PER CITY STORMWATER RVW 09/21/2020
2'-0"
BASE FLOW CHANNEL
1'-0"SEE LANDSCAPE PLANS FOR
PLANTING INFORMATION
NOTES:
1.SEE SITE STABILIZATION
PLANS FOR LIMITS OF
EROSION CONTROL MAT
EROSION CONTROL BLANKET, RE: SPECS
1" TOPSOIL ABOVE TRM
TURF REINFORCEMENT MAT (TRM), RE: SPECS
4" TOPSOIL BELOW TRM
GEOTEXTILE FABRIC ENGINEERED BIOSWALE
SOIL MIX
6" UNDERDRAIN 1'-0"8"POROUS BACKFILL
MATERIAL
GEOTEXTILE FABRIC
IMPORTED SANDY LOAM
TOPSOIL
ENGINEERED
BIOSWALE SOIL MIX
6" UNDERDRAIN 8"2"8"POROUS BACKFILL
MATERIAL
EMERGENCY SPILLWAY CONSTRUCTION INFORMATION
BASIN TOP OF BERM (FT)CREST
ELEVATION (FT)WIDTH (FT)
WEST POND 900.00 899.50 28
SAND FILTER 901.00 900.50 12
WETLAND 901.00 900.50 16
TOP OF BERM
ELEVATION
WIDTH
TOP OF BERM
ELEVATION
CREST ELEVATION
SLOPE EROSION CONTROL
BLANKET
TURF REINFORCEMENT MAT
(TRM)
TOPSOIL THICKNESS PER
LANDSCAPE PLAN
4" TOPSOIL BELOW TRM
3
1
3
1
1" TOPSOIL ABOVE TRM
SEE LANDSCAPE PLANS FOR
ADDITIONAL PLANTING INFORMATION.
STRUCTURE TABLE
NAME
CB-01
CB-02
CB-03
CB-04
RIM
900.09
899.00
901.00
898.41
TYPE
CATCH BASIN
CATCH BASIN
CATCH BASIN
CATCH BASIN
DETAIL
REFERENCES
3 & 5 / CU501
3 & 5 / CU501
3 & 5 / CU501
3 & 5 / CU501
STRUCTURE TABLE
NAME
CO-1
CO-2
CO-3
CO-4
CO-5
CO-6
CO-7
CO-8
RIM
901.10
900.00
900.00
899.00
899.00
913.79
911.23
912.96
TYPE
CLEANOUT
CLEANOUT
CLEANOUT
CLEANOUT
CLEANOUT
CLEANOUT
CLEANOUT
CLEANOUT
DETAIL
REFERENCES
4 / CU500
4 / CU500
4 / CU500
4 / CU500
4 / CU500
4 / CU500
4 / CU500
4 / CU500
STRUCTURE TABLE
NAME
FES-01
FES-02
FES-03
FES-04
FES-05
FES-06
FES-07
INVERT
898.67
898.17
897.37
900.00
897.29
897.44
898.03
TYPE
FLARED END SECTION
FLARED END SECTION
FLARED END SECTION
FLARED END SECTION
FLARED END SECTION
FLARED END SECTION
FLARED END SECTION
DETAIL
REFERENCES
1 & 2 / CU500
1 & 2 / CU500
1 & 2 / CU500
1 & 2 / CU500
1 & 2 / CU500
1 & 2 / CU500
1 & 2 / CU500
REFER TO DETAIL 1/CU501 FOR OUTLET CONTROL
STRUCTURE TABLE.
REFER TO DETAILS 1&2/ CS511 FOR ELLIPTICAL
PIPE UNDER ROADWAY
STRUCTURE TABLE
NAME TYPE LENGTH DETAIL REFERENCES
TD-1 30" TRENCH DRAIN 15 LF 3/ CS505
TD-2 20" TRENCH DRAIN 110 LF 3/ CS505
TD-3 8" TRENCH DRAIN 24 LF 3/ CS505
TD-4 8" TRENCH DRAIN 24 LF 3/ CS505
TD-5 10" TRENCH DRAIN 12 LF 3/ CS505
SUBSURFACE UNDER DRAIN SHALL BE 6-INCH
DIAMETER PERFORATED HANCOR HI-Q OR
EQUIVALENT. REFER TO UTILITY PLANS FOR
LOCATIONS AND INVERT ELEVATIONS OF
SUBSURFACE UNDERDRAINS.
PIPE TABLE
PIPE NAME
WALL UD - END 1
CS01-FES03
END 5-CB03
CO7 - END 2
CB04-FES06
TD4 - END 4
TD3 - 1B (45 DEG BEND)
1B (45 DEG BEND) - END 3
EX CB1 - EX CB2
CO3 - END 6
CO5-CS2
FES01-FES02
CB02-FES07
FES04-CS02
CS02-FES05
SIZE
6.0"
12.0"
6.0"
6.0"
15.0"
6.0"
6.0"
6.0"
8.0"
6.0"
6.0"
12.0"
8.0"
12.0"
12.0"
LENGTH
128 LF
18 LF
11 LF
97 LF
91 LF
20 LF
1 LF
43 LF
287 LF
38 LF
131 LF
56 LF
88 LF
27 LF
207 LF
SLOPE
0.78%
0.00%
0.00%
2.00%
0.50%
1.00%
1.04%
0.46%
0.13%
0.32%
0.25%
0.90%
0.30%
0.00%
0.42%
MATERIAL
PVC
RCP
PVC
PVC
RCP
PVC
PVC
PVC
PVC
PVC
PVC
RCP
PVC
RCP
RCP
6.0'
BASE FLOW CHANNELCENTER LINENOTES:
1.SEE SHEET CS111 (THIS
SHEET) FOR EXACT SIDE
SLOPES AT DIFFERENT
LOCATIONS THROUGHOUT .
BOTTOM ELEVATION AT
CROSS SECTION
LOCATION 897.29
100 YEAR STORM
ELEVATION 898.7
901.00
VARIES
902.00
UTILITY DETAILS &
STRUCTURE TABLES
11640
CU502
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
ISSUED FOR CONSTRUCTION 09/10/2020
SCALE: 1" = 1'
SAND FILTER2 SCALE: 1" = 1'
BIOSWALE3SCALE: 1" = 1'
WETLAND CHANNEL SECTION1
NTS
EMERGENCY SPILLWAY4
NTS
OPEN CHANNEL CROSS SECTION5
PER CITY STORMWATER RVW 09/21/2020
JANUARY 2, 2020
LIMITS OF CONSTRUCTION
WETLAND MITIGATION SITE BOUNDARY
EXISTING WETLAND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING SPOT ELEVATION
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
865
864
861.50
905910901902 905910905
91
0
900900
901900
900900900
899
901902
900
900901 902902 901901901
901902902902902903903
90390390
3
901900
897
898
899
901
902
903904900901900
899
900
8
9
9
901
8
9
8
90089889990
0
899
9
0
1
90
0
8
9
9
900
901905
90
1
9
0
0
90190190
1
90
1
900
903
901 9029
0
1
901
900
900
898
903 900902 901900896897898899900 89990
0
8
9
8
899900902
900
8
9
8
8
9
9 900901902905
908905906907
908
909910909903903902 9
0
3
911
912
913912909
904
9
0
3
899900
DRAINAGE PLAN
11640
CG100-A
LEGENDN
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
0'160'80'40'
SCALE: 1" = 80'
JANUARY 2, 2020
LIMITS OF CONSTRUCTION
WETLAND MITIGATION SITE BOUNDARY
EXISTING WETLAND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
EXISTING SPOT ELEVATION
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
SURFACE DRAINAGE PATTERN
865
864
861.50
905910901902 905910905
91
0
900900
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SURFACE DRAINAGE
PATTERN
11640
CG100-B
LEGENDN
SEALS AND SIGNATURES
KEY PLAN
DRAWING TITLE
PROJECT NUMBER
SCALE
DRAWING NUMBER
DATEREVISSUED FOR
500 PARK BOULEVARD
SUITE 800
ITASCA, IL 60143
630.221.1212
www.williams-architects.com
WEST PARK:
THE CORE
2700 W. 116TH STREET
CARMEL, IN 46032
Owner:
44 EAST MIFFLIN STREET
SUITE 500
MADISON, WI 53703
608.251.1177
www.smithgroup.com
0'160'80'40'
SCALE: 1" = 80'
West Park Implementation
Operation and Maintenance of Post-Construction
Stormwater Management Measures
APPENDIX C: SOIL PREPARATION SPECIFICATION
FOR BIOFILTRATION ENGINEERED SOIL
West Park - The Core 11640.000
SECTION 329100 - SOIL PREPARATION 329100 - 1
SECTION 329100 - SOIL PREPARATION
PART 1 - GENERAL
1.1 SUMMARY
A. This section specifies all soil materials designated as "Topsoil" and “Engineered Bioswale Soil Mix” on the
Drawings or in the specifications. Supply topsoil for landscape work (seeding and planting) from both on-
site sources and off-site sources.
B. Related Requirements:
1. Section 311000 "Site Clearing" for on-site topsoil stripping and stockpiling.
2. Section 329210 "Lawns" for placement of topsoil for lawn installation.
3. Section 329220 "Native Seeding" for placement of topsoil for native seed installation.
4. Section 329300 "Exterior Planting" for soil mixtures that include topsoil and placement of soil for
plant installation.
1.2 REFERENCES
A. ASTM International, as referenced herein as ASTM.
B. US Department of Agriculture (USDA) Handbook No. 60 – Diagnosis and Improvement of Saline and Alkali
Soils.
1.3 ACTION SUBMITTALS
A. Source Quality Control:
1. Material Test Reports: Conduct Topsoil testing for existing on-site topsoil stockpiles and imported
topsoil from off-site sources.
2. Sample: Provide 1 quart samples for each topsoil test unit (including source).
3. Conduct all topsoil sampling and testing prior to delivery from off-site sources.
1.4 INFORMATIONAL SUBMITTALS
A. Field Quality Control:
1. Obtain samples, test materials and submit field test reports as described under Articles 2.1 and 3.1
below.
1.5 QUALITY ASSURANCE
A. Qualifications:
1. Soil-Testing Laboratory Qualifications: The Contractor shall engage an independent laboratory or
university laboratory, recognized by the State Department of Agriculture, with the experience and
capability to conduct the testing indicated and that specializes in types of tests to be performed.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Topsoil:
1. Topsoil for landscape work shall be a fertile, friable, sandy loam or loam surface soil without
admixture of subsoil screened to be free of stones, stumps, root, trash, debris, and other materials
deleterious to plant growth.
2. Particle Size Distribution of Topsoil:
Sieve Designation Percent Passing
1 inch screen 100
1/4 inch screen 97 - 100
No. 10 U.S.S. mesh sieve 95 - 100
No. 140 U.S.S. 15 – 35
3. The pH range shall be 6.5 to 8.0. Topsoil that does not meet this pH range shall not be approved
by the Architect/Engineer.
4. Organic content shall not be less than 4 percent and not greater than 20%.
5. Clay content determined by Bouyoucous Hydrometer Test: between 5 percent and 15 percent.
6. Base percentages on dry weight of the sample.
West Park - The Core 11640.000
SECTION 329100 - SOIL PREPARATION 329100 - 2
B. Engineered Bioswale Soil Mix
1. Engineered Bioswale Soil Mix shall consist of a mix of 70% sand and 30% compost, as described
below.
2. Sand shall be washed, medium coarse, ASTM C33.
3. Compost may include:
a. Leaf compost, screened and free of trash and other debris.
b. Standard commercial grade compost of sheep or cow manure.
4. Compost shall meet the following requirements:
a. Particle size: 98% of the compost shall be capable of passing the ¾ inch sieve. All
material shall be capable of passing the 1 inch sieve, and shall be free of rocks, gravel,
wood, debris, physical or pollutant contaminants, and of noxious weeds and their seeds.
b. Organic matter: 40%-60% organic matter content.
c. pH: Range of 6 to 8.
d. Soluble salts: Electrical conductivity below 10 dS m-1.
e. Moisture content: Between 35%-50% by weight.
5. Combine all materials uniformly by volume to the above percentages. The final bioswale soil mix
shall meet the following tested attributes:
a. The pH range shall be 5.5 to 8.0.
b. Texture class shall be loamy sand, having no less than 70% sand and no greater than 10%
clay considering only the mineral fraction of the soil.
c. Soluable salts: 500 ppm maximum.
d. Decomposed organic mattter: 3-5% by weight (8-20% by volume).
2.2 SOURCE QUALITY CONTROL:
A. Laboratory Test Reports:
1. Conduct topsoil testing for each soil test unit as follows:
a. Existing off-site location(s): 1 sample per acre of site to be excavated.
b. Existing stockpile: 1 sample per 1,000 cubic yards of stockpiled soil.
c. Engineered Bioswale Soil Mix: 1 sample per 500 cubic yards of soil mix.
2. Submit all test reports for approval. Topsoil units that do not meet the soil requirements specified
under this section will not be permitted for use as Topsoil.
3. Fertility: For each unamended soil type, test topsoil for organic materials, pH, phosphate, potash
content, calcium, magnesium, zinc, iron, and manganese.
4. Physical Properties: Determine percent sand, silt and clay and textural classification (USDA) by
hydrometer method. Identify all foreign materials such as rock, roots, and vegetation.
5. Recommendations: Based on the test results, the independent testing laboratory shall state
recommendations for soil treatments and soil amendments to be incorporated prior to seeding and
planting. List recommendations in weight per 1000 square feet for lawn area and cubic yard of
plant mixture based on the types of plants for this project. Recommendations shall include;
nitrogen, phosphorus, and potash nutrients and all soil amendments required for the long-term
growth of the specified plants and turf.
PART 3 - EXECUTION
3.1 FIELD QUALITY CONTROL
A. Sampling: Each soil test unit shall be a composite of five to seven subsamples taken the full depth of
proposed source for each acre of surface area. For on-site stockpiles, discard upper 6 inches of soil
before sampling. For large stockpiles, partial excavation will be required for collection of representative
samples. Include site plan verifying the locations of all topsoil sampling. Topsoil test reports shall be
accompanied with each sample unit for review and approval by the Architect/Engineer.
B. Testing methods and written recommendations when not references elsewhere, shall comply with USDA's
Handbook No. 60. Nutrient data to be given in parts per million (ppm) dry soil.
C. Topsoil shall be as defined in ASTM D5268.
D. Soil pH shall be tested in accordance with ASTM D4972.
E. Test for organic material by using ASTM D2974.
West Park - The Core 11640.000
SECTION 329100 - SOIL PREPARATION 329100 - 3
3.2 PLACING ENGINEERED BIOSWALE SOIL MIX
A. Engineered Bioswale Soil Mix shall be backfilled into indicated areas to depths and elevations shown on
Drawings, using methods of placement that minimize compaction and prevent displacement of drainage
layers. Vibrating plate-style compactors shall not be utilized.
B. Engineered Bioswale Soil Mix must not be applied in any condition that would hamper a successful
installation, including application when subgrade is too wet as indicated by saturation or flooding.
C. Do not install bioswale soil mix until upstream lands have been fully stabilized.
D. Do not allow sediments from construction runoff to accumulate over installed bioswale soil mix. At no cost
to Owner, remove and replace bioswale soil mix as directed by Architect/Engineer, if Architect/Engineer
determines that construction sediments have accumulated over installed bioswale soil mix.
END OF SECTION