8.d1 Bliss Addition ReportCity of Scandia, MN
Bliss Addition Stormwater Planning
November 2019
Submitted by:
Bolton & Menk, Inc.
2035 County Rd D East
Maplewood, MN 55109
P: (651) 704-9970
F: (651) 704-9971
Prepared by: Bolton & Menk, Inc. Certification
Bliss Addition Stormwater Planning ǀ N13.118317
Certification
Feasibility Report
For
Bliss Addition Stormwater Planning
City of Scandia, MN
N13.118317
November 2019
I hereby certify that this plan, specification or report was
prepared by me or under my direct supervision, and that I
am a duly Licensed Professional Engineer under the laws of
the State of Minnesota.
By:
Timothy J. Olson, P.E.
License No. PE - 49129
Date:
DRAFT
Prepared by: Bolton & Menk, Inc. Table of Contents
Bliss Addition Stormwater Planning ǀ N13.118317
Table of Contents
INTRODUCTION ............................................................................................................................................. 1
PUBLIC ENGAGEMENT PROCESS ................................................................................................................... 2
SUMMARY OF CURRENT DRAINAGE CONDITIONS ....................................................................................... 2
SUMMARY OF PROPOSED STORMWATER MANAGEMENT .......................................................................... 3
NORTH MANAGEMENT AREA STORMWATER MANAGEMENT ..................................................................... 5
SOUTH MANAGEMENT AREA STORMWATER MANAGEMENT ..................................................................... 7
WATER QUALITY TREATMENT ...................................................................................................................... 8
VOLUME CONTROL ....................................................................................................................................... 9
ESTIMATED COSTS ........................................................................................................................................ 9
Tables
Table 1 – BMP Pollutant Removal Summary – North Management Area .................................................... 9
Table 2 – BMP Pollutant Removal Summary – South Management Area .................................................... 9
Table 3 – Estimated Costs ........................................................................................................................... 10
Exhibits
Exhibit 1: Example marked up map from public meeting. ........................................................................... 2
Exhibit 2: Detail of modified infiltration ditch section, showing expanded surface storage and turf grass. 4
Exhibit 3: Example modified infiltration ditch with mature native plants. ................................................... 4
Exhibit 4: Bioinfiltration basin/rain garden detail. ....................................................................................... 5
Exhibit 5: Photo of a bioinfiltration basin with native plants. ...................................................................... 5
Exhibit 6: Example construction details for heavy sediment and gross solids treatment cell..................... 6
Exhibit 7: Photo of heavy sediment and gross solids capture treatment cell. ............................................ 7
Appendix
Appendix A: Figures
Appendix B: Preliminary Cost Estimates
Appendix C: MIDS Output
Appendix D: Comprehensive Surface and Infiltration Volume Comparison Table
Prepared by: Bolton & Menk, Inc. INTRODUCTION
Bliss Addition Stormwater Planning ǀ N13.118317 Page 1
INTRODUCTION
The Bliss Addition residential neighborhood resides immediately adjacent to Big Marine Lake, located in
the Carnelian-Marine-St. Croix Watershed District (CMSCWD). Big Marine Lake is a high quality
1,621-acre deep water recreational lake in the Twin Cities Metropolitan area. The lake has a popular
public access as well as 328 shoreland parcels. Due to past efforts of the watershed and landowners the
lake as a minimally improving trend for total phosphorus and secchi depth. The 2016 MLCCS identifies
24% of the 5,262-acre watershed as developed (1,262 acres). The Bliss Addition is comprised of 39 acres
of residential development that discharges directly to Big Marine Lake by uncontrolled overland flow,
wet ditches and culverts. The Bliss Addition has been identified as an area that could be equipped with
stormwater management best management practices (BMPs) to achieve the following goals.
· Improve water quality and reduce inflow volume to Big Marine Lake.
· Mitigate routine surface flooding in the ditch areas and low points during relatively small rain fall
events.
The Bliss Addition is marked by steep topography directed toward the lake, high ground water in the
lower elevations adjacent to the lake and is drained by roadway ditches and a culvert system to convey
water to and from wetland areas. The combination of these three items make it prone to surface flooding.
These conditions have been verified through two public meetings where residents identified known
flooding concerns, and their likely causes, on large maps. The following critical factors were identified
by residents and confirmed by City staff, which were used to inform proposed stormwater management
strategies.
· Ditches have filled with sediment and culverts have plugged over time. The residents identified
other maintenance issues throughout the neighborhood that may have led to surface flooding.
· Infiltration capacity has been lost due to roadway compaction. Restoration of native soils would
be beneficial.
· High groundwater elevations, especially in the lowest areas around the lake, perpetuate surface
flooding and restrict infiltration. While the lake has an outlet control structure, the elevations
appear to be on the rise, especially when correlated to increases in rainfall depth and intensity
over the last decade.
The primary goal of this study was to identify cost effective locations to reduce total phosphorus (TP) and
total suspended solids (TSS) through small storm volume retention, larger storm detention, and improved
conveyance for the 1-year storm event (2.4 inches). The proposed stormwater management solutions:
· Increase small storm retention volumes by 6,111 cubic feet.
· Reduce TP discharging to Big Marine Lake by 9.9 lbs per year and TSS by 1,531 lbs per year
(estimated with the MIDS Calculator).
· Improve storm water conveyance to reduce erosion and flooding.
The stormwater management solutions focus on enhancing existing surface storage features, constructing
new surface storage BMP’s, and installing storm sewer infrastructure within public right-of-way to
effectively convey stormwater to the lake. Two major local drainage areas were investigated, described as
follows. Refer to Figure 1 for a location map of each drainage area.
· North Management Area
o The North Management Area consists of all areas along Larkspur Avenue N and Layton
Avenue N, north of the existing Larkspure Avenue N centerline highpoint; just north of
190th Street N.
Prepared by: Bolton & Menk, Inc. PUBLIC ENGAGEMENT PROCESS
Bliss Addition Stormwater Planning ǀ N13.118317 Page 2
· South Management Area
o The South Management Area includes all areas to the south of the North Management
Area, along Langly Ave N, Layton Avenue N, 190th Street N, and 189th Street N.
PUBLIC ENGAGEMENT PROCESS
Residents of the Bliss Addition have decades of history in the area and many have seen long term changes
in drainage in the neighborhood and lake elevations. As such, the City engaged the neighborhood through
two public meetings, described as follows.
April 16, 2019 – First public meeting, approximately 20 to 30 residents attended. Preliminary aerial maps
showing the neighborhood and general drainage patterns were presented for general conversation. The
group was split into the north and south halves of the neighborhood so comments could be written
directly on the maps (example shown in Exhibit 1). Residents described their drainage concerns and
shared in depth history of their time on the lake.
August 20, 2019 – Second public meeting, approximately 20 to 30 residents attended. Preliminary
drainage and water quality improvements were discussed. Aerial maps were presented for residents to
mark up and comment. General open discussion was held followed by individual conversations. Best
management practices were modified based on the publics input.
The final plan will be presented at a regular City Council meeting and CMSCWD Board Meeting for final
approval. The City Council meeting will be a more formal presentation of the final report and serve as
the final public engagement.
Exhibit 1: Example marked up map from public meeting.
SUMMARY OF CURRENT DRAINAGE CONDITIONS
Existing and proposed drainage conditions were analyzed using Autodesk’s Storm and Sanitary Analysis
(SSA) software which utilizes NRCS TR-20 methodologies to hydrodynamically route stormwater
through the drainage system. Numerous rainfall events were analyzed include the 1-year (2.42”), 2-year
Prepared by: Bolton & Menk, Inc. SUMMARY OF PROPOSED STORMWATER MANAGEMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 3
(2.80”), 10-year (4.15”) and 100-year (7.00”), 24-hour events. The MSE 3 nested rainfall distribution
was also utilized. Figure 2 identifies drainage boundaries and ditch areas assessed in this analysis.
Routine flooding has been observed, and verified by hydrologic and hydraulic modeling, which is largely
attributed to three common factors.
1. Existing surface storage features, consisting of linear roadside ditches, provide nominal storage
during rainfall events due to narrow right-of-way corridors which cannot accommodate inflow
volumes. Further, accumulated sediment transported during rain and ice melt events resides in
existing roadside ditches which reduces infiltration and storage capacities.
2. High water table elevations within the neighborhood due to recent years of higher than average
annual rainfall depths create a condition where standing water is present within the majority of
existing roadside ditches during non-rain events, especially in the lowest areas near the lake. This
pre-existing condition reduces total available storage volumes, along with infiltration capacities,
within the neighborhood which would otherwise be utilized for effectively managing and storing
runoff during storm events.
3. Relatively steep topography within both drainage areas presents an environment that produces
higher runoff volumes and surface flow velocities during rain events. This in turn, along with
accumulated sediment and high ground water within existing drainage ditches, accelerates the
inundation at low points which can exceed outlet capacities at existing storm management
features and result in the flooding of adjacent areas. The last 10 to 20 years of rainfall record
show an increase in rainfall intensity and a decrease in rainfall duration. More rain in a shorter
period of time combined with fast rates of runoff perpetuate flooding.
Survey data of the existing storm sewer, culvert pipe sizes and surface topography within the right of way
was collected. Also, light detection and ranging (LiDAR) surface topography was supplemented outside
of the right of way were provided utilizing the city-wide GIS and survey data. Existing soil data was
provided utilizing soils recognized on the NRCS Web Soil Survey. Soil borings should be collected prior
to final design to verify soil and groundwater data.
SUMMARY OF PROPOSED STORMWATER MANAGEMENT
Proposed stormwater management solutions for two primary drainage areas in the neighborhood have
been developed and are described below. Figures 1 and 2 show the extents of each Management Area
along with existing stormwater infrastructure. Best management practices (BMPs) were selected that
consider space limitations, possible volume reduction and water quality benefit and long-term
maintenance requirements. Two primary BMPs were selected throughout the management areas, which
include the following.
A. Modified Infiltration Ditches – These BMPs consist of re-grading ditch side slopes and installing
a 30” deep filtration trench of sand and bioretention media, equipped with a 6” perforated PVC
underdrain and outlet control valve, in order to increase storage capacities and enhance
infiltration. The 30” excavation will also expose native, less compacted sandy soils. The
enhanced infiltration ditch includes native plants, or mowed turf grass, at the surface. Exhibit 2 is
a detail of the modified ditch section and Exhibit 3 is an example of an infiltration ditch planted
with mature native plants.
Prepared by: Bolton & Menk, Inc. SUMMARY OF PROPOSED STORMWATER MANAGEMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 4
Exhibit 2: Detail of modified infiltration ditch section, showing expanded surface storage and turf grass.
Exhibit 3: Example modified infiltration ditch with mature native plants.
B. Bioinfiltration Basin/Rain Garden – Bioinfiltration basins, also known as rain gardens, are a
popular stormwater management practice that includes excavation of compacted soils,
replacement with an engineered soil blend consisting of clean sand and compost, and native
plantings. Several areas throughout the Bliss Addition are conducive to bioinfiltration basin
construction. These BMPs have a larger footprint than the modified infiltration ditches and can
handle a larger drainage area. Exhibit 4 is a detail of bioinfiltration basin and Exhibit 5 is an
example photo.
Prepared by: Bolton & Menk, Inc. NORTH MANAGEMENT AREA STORMWATER MANAGEMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 5
Exhibit 4: Bioinfiltration basin/rain garden detail.
Exhibit 5: Photo of a bioinfiltration basin with native plants.
NORTH MANAGEMENT AREA STORMWATER MANAGEMENT
EXISTING CONDITIONS
The North Management Area accounts for approximately 22 acres of the Bliss Addition residential area,
comprised primarily of rural section drainage, which are considered streets without curb and gutter. A
short stretch of existing curb is located along the south edge of 192nd Street North, conveying runoff to the
south, into a drainage ditch along Layton Avenue N. Drainage ditches running parallel along Larkspur
Avenue N and Layton Avenue N, collect and convey flows to the east, ultimately crossing under Layton
Avenue N and discharging into Big Marine Lake. Figure 2 shows the existing ditches and storm sewer for
the North Management Area.
The north end of Layton Avenue N drains to a low area and a culvert that is prone to flooding. As the
ditches fill, the roadway becomes inundated and overtops, forcing stormwater to discharge overland
Prepared by: Bolton & Menk, Inc. NORTH MANAGEMENT AREA STORMWATER MANAGEMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 6
between homes and into the lake. The flooding problem is further perpetuated under repeat rainfall
conditions (multiple events over consecutive days), when the water table is high, or if the culvert is
partially plugged. The southern-most outlet consists of a 12” reinforced concrete pipe (RCP) culvert
(near Ditch 12) that routes runoff generated from approximately 4 acres of Layton Avenue N corridor and
adjacent residential area drainage, to the east into Big Marine Lake. Existing infrastructure consists
primarily of roadside culverts ranging from 12” corrugated metal pipe (CMP) and increasing to 18” CMP,
with roadside ditches being the primary conveyance system within the management area.
Refer to Figure 5 for a flood inundation map showing the extents of the 10-year flood (4.15” in 24 hours).
PROPOSED SOLUTION
The proposed water quality and drainage management solution for the North Management Area is shown
in Figure 3. Modified infiltration ditches are shown through the North Management Area. Also, the
numbered reference locations in the figure are further described below.
Location 1 - Water quality improvements include the installation of a bioinfiltration basin along the north
end of the management area which would collect and treat runoff captured from a proposed catch basin
along the curbed section of 192nd Street N. The bioinfiltration basin would be equipped with a forebay
pretreatment cell in order to ensure the longevity of the feature’s treatment performance. Existing
topography at the outlet of the basin would also be slightly regraded in order to ensure any and all
discharge stays within city-owned property.
Location 2 - Routine maintenance and removal of accumulated sediment in the downstream-most ditch of
the Layton Avenue N network will be accomplished by constructing a heavy sediment and gross solids
clean out area. This consists of a concrete paver ditch bottom at the width of a skid-steer loader, rip rap
armored side slopes and a slotted filter weir. This specific technique was designed by the Middle St.
Croix Watershed Management Organization, and detailed below in Exhibits 6 and 7.
Exhibit 6: Example construction details for heavy sediment and gross solids treatment cell.
Prepared by: Bolton & Menk, Inc. SOUTH MANAGEMENT AREA STORMWATER MANAGEMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 7
Exhibit 7: Photo of heavy sediment and gross solids capture treatment cell.
Location 3 - The existing Larkspur Avenue N drainage could be rerouted to the west into the existing
wetland along Langley Ave N, through an 8” HDPE pipe. A perched drop structure with an 18” RCP
outlet would be installed at the existing Larkspur Avenue N outlet to capture and convey runoff to the
east, maintaining existing drainage patterns, during storm events where the capacity of the proposed 8”
HDPE pipe would be exceeded. While an expensive solution, redirection of the discharge to west into the
wetland area will have a substantial impact on the flooding in the low areas to the east along Layton. In
fact, the partial reallocation of runoff volumes, along with the increase in infiltration and conveyance
capacity, will allow the system to adequately convey the entire 10-year storm event without surface
flooding. The discharge to the east toward Layton Ave will be reduced, so no additional work is proposed
between the Larkspur and Layton.
Location 4 - In addition, improvements along Layton Avenue N will focus on reconstructing a portion of
the roadway to cross-slope toward the west direction by lowering the western most edge of pavement.
This will in turn promote runoff to drain toward roadside ditches and into the culvert, as well as minimize
roadway overtopping.
Figure 5 shows the existing versus proposed inundation limits for a 10-year rainfall event.
SOUTH MANAGEMENT AREA STORMWATER MANAGEMENT
EXISTING CONDITIONS
The South Management Area accounts for approximately 17 acres of the Bliss Addition residential area,
comprised primarily of rural section drainage, which are considered streets without curb and gutter. The
South Management Area also accommodates the main drainage way for an existing 83-acre wetland
complex which outlets under 190th Street N and is routed to the southeast before ultimately crossing under
Layton Avenue N and discharging into Big Marine Lake. Figure 2 shows the existing ditches and storm
sewer for the South Management Area.
Two main discharge points are within the South Management Area. The north outlet consists of a 24”
RCP culvert (near Ditch 15 system) that conveys 90 acres of drainage consisting of wetland, roadway
corridor, and residential area drainage. The existing culvert routes upstream flows under Layton Avenue
Prepared by: Bolton & Menk, Inc. WATER QUALITY TREATMENT
Bliss Addition Stormwater Planning ǀ N13.118317 Page 8
N before ultimately discharging into Big Marine Lake. The south outlet consists of a 12” corrugated metal
pipe (CMP) culvert (near Ditch 26) which conveys 2 acres of residential area and roadway corridor
drainage under Layton Avenue N, discharging into Big Marine Lake. Lastly, the remaining 4 acres of the
South Management Area is located along the banks of Big Marine Lake where generated runoff is
discharged directly into the lake.
Areas along Larkspur Avenue N and Layton Avenue N experience minor surface ponding during the 10-
year event due to insufficient surface storage and downstream storm sewer capacities.
PROPOSED SOLUTION
The proposed water quality and drainage management solution for the North Management Area is shown
in Figure 4. Modified infiltration ditches are shown through the South Management Area. Also, the
numbered reference locations in the figure are further described below.
Location 5 - Improvements also include the installation of a bioinfiltration basin along 190th Street N,
adjacent to the existing wetland. In order to achieve a higher capture and treatment efficiency, an existing
12” CMP located at the corner of 190th Street N and Larkspur Avenue N would be either removed or
plugged, in order to force drainage from the Larkspur corridor to the west, rather than to the south.
Location 6 – Due to a conflict with the existing sanitary sewer lift station, a new culvert under 189th St N
conveys stormwater into an area with a wider right of way. The existing ditches further east along 189th
St N could be enhanced to promote infiltration but could be impacted by high groundwater.
The increase in infiltration and conveyance capacity based on the proposed improvements will allow the
system to adequately convey the entire 10-year storm event without surface flooding.
WATER QUALITY TREATMENT
A direct comparison of the existing and proposed SSA models indicates that the implementation of the
proposed BMPs around the Bliss Addition residential area provides an increase in upstream flow
attenuation and volume reduction through infiltration. The benefits of this volume decrease have been
quantified using the Minimal Impact Design Standards (MIDS) best management practice (BMP)
calculator to determine the potential pollutant loads for the proposed conditions and the potential load
reductions provided by BMPs. Project segments covering all direct contributing surfaces within the Bliss
Addition residential area and associated BMPs were entered into the MIDS calculator in order to compute
volume control, Total Phosphorus (TP) and Total Suspended Solids (TSS) load reductions. BMPs
included all enhanced ditches, bioinfiltration basins, and infiltration gallery. MIDs summary printouts are
provided in Appendix C, with Table 1 and 2 providing a summary of the results.
Prepared by: Bolton & Menk, Inc. VOLUME CONTROL
Bliss Addition Stormwater Planning ǀ N13.118317 Page 9
Table 1 – BMP Pollutant Removal Summary – North Management Area
Particulate Phosphorus Dissolved Phosphorus Total Suspended Solids
BMP Name
Inflow
Load
Load
Retained
Percent
Retained
Inflow
Load
Load
Retained
Percent
Retained
Inflow
Load
Load
Retained
Percent
Retained
(lbs) (lbs) (%) (lbs) (lbs) (%) (lbs) (lbs) (%)
Ditch-01 0.99 0.85 86% 0.92 0.41 44% 339.70 245.44 72%
Ditch-02 0.07 0.07 98% 0.05 0.05 94% 21.99 21.32 97%
Ditch-03 0.37 0.36 95% 0.31 0.25 81% 123.58 111.78 90%
Ditch-04 0.07 0.06 84% 0.11 0.04 37% 30.06 20.52 68%
Ditch-05 0.15 0.13 86% 0.13 0.06 45% 50.62 36.62 72%
Ditch-07 0.96 0.84 87% 0.79 0.38 49% 316.99 236.19 75%
Ditch-11A 0.57 0.52 92% 0.47 0.31 66% 188.87 156.97 83%
Biobasin-1N 0.92 0.91 99% 0.75 0.72 95% 304.77 298.08 98%
TOTAL 4.11 3.74 91% 3.52 2.22 63% 1376.58 1126.92 82%
Table 2 – BMP Pollutant Removal Summary – South Management Area
Particulate Phosphorus Dissolved Phosphorus Total Suspended Solids
BMP Name
Inflow
Load
Load
Retained
Percent
Retained
Inflow
Load
Load
Retained
Percent
Retained
Inflow
Load
Load
Retained
Percent
Retained
(lbs) (lbs) (%) (lbs) (lbs) (%) (lbs) (lbs) (%)
Ditch-20 0.40 0.38 94% 0.37 0.28 77% 67.95 60.05 88%
Ditch-18 1.19 0.98 83% 1.04 0.31 30% 200.26 130.27 65%
Ditch-21 0.09 0.08 89% 0.10 0.06 55% 16.57 12.86 78%
Ditch-22 0.17 0.16 92% 0.14 0.09 68% 28.10 23.57 84%
Biobasin-1S 1.35 1.16 86% 1.11 0.47 43% 223.25 159.46 71%
TOTAL 3.20 2.75 86% 2.75 1.22 44% 536.13 386.21 72%
The MIDs models indicate that the proposed BMPs located within the North Management area expect an
81% TP and 84% TSS reduction, while BMPs located within the South Management area expect an 69%
TP and 74% TSS reduction.
VOLUME CONTROL
Restoring ditch volume and infiltration capacity throughout the Bliss Addition will help control runoff
volumes for small rainfall events (approximately a 1-year rainfall even, 2.4” in 24 hours). Table 3
located in Appendix D summarizes the current runoff volumes and ditch capacities, as well as the
proposed improvements.
ESTIMATED COSTS
The estimated project costs are summarized in Table 3 and are divided by Management Area. The table
shows the individual subtotal of construction costs, the associated costs per pound of pollutant removed,
and the total project cost. These costs reflect only the construction costs for storm sewer and water
quality improvements including a contingency factor of 10%. Also, a 25% allowance factor has been
included to account for legal, engineering, administrative and fiscal costs. Final costs will be determined
using actual bid construction costs of the proposed work. A more detailed breakdown of estimated
construction costs is itemized in Appendix B.
Prepared by: Bolton & Menk, Inc. ESTIMATED COSTS
Bliss Addition Stormwater Planning ǀ N13.118317 Page 10
Table 3 – Opinion of Estimated Costs
IMPROVEMENT ITEM ESTIMATED COSTS
A - NMA Enhanced Ditch Improvements Subtotal $ 166,360
- Enhanced Ditch Improvements ($/LB TP Removed) $ 38,420
- Enhanced Ditch Improvements ($/LB TSS Removed) $ 200
B - NMA Bioinfiltration Basin Improvements Subtotal $ 34,100
- Bioinfiltration Basin Improvements ($/LB TP Removed) $ 20,920
- Bioinfiltration Basin Improvements ($/LB TSS Removed) $ 114
C - NMA Layton Avenue N. Roadway Improvements Subtotal $ 30,620
D - NMA 8” HDPE Directional Drilling Improvements Subtotal $ 96,220
North Management Area Improvements Overall Total (A+B+C+D) $ 327,300
E - SMA Enhanced Ditch Improvements Subtotal $ 89,380
- Enhanced Ditch Improvements ($/LB TP Removed) $ 38,197
- Enhanced Ditch Improvements ($/LB TSS Removed) $ 394
F - SMA Bioinfiltration Basin Improvements Subtotal $ 13,310
- Bioinfiltration Basin Improvements ($/LB TP Removed) $ 8,166
- Bioinfiltration Basin Improvements ($/LB TSS Removed) $ 83
South Management Area Improvements Overall Total (E+F) $ 102,690
Appendix A: Figures
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Map Document: H:\SCND\N13118317\GIS\Figures\Figure-2 - Existing Conditions - 10 year Inundation_TJO.mxd | Date Saved: 10/23/2019 11:14:37 AMBliss Sto rm wa ter PlanningCity of Scandia, MN Figure 2 - Dra in a g e Are a M apNovember 20 19
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Map Document: H:\SCND\N13118317\GIS\Figures\Figure-3 - Proposed Improvements Map_TJO.mxd | Date Saved: 10/23/2019 1:11:16 PMBliss Sto rmwate r Pla nnin gCity of Scandia, MN Figu re 3 - North Mgmt Area I mp rovementsNovember 2019
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DITCH-23DITCH-31
DITCH-30
DITCH-29DITCH-28
DITCH-26
DITCH-27
DITCH-24
Biobasi n-1S
j
jj
j
j j
j
Layton Ave NLangley Ave N
189th St N
1 9 0 th S t N
Layton Ct NLarkspur Ave N187th St NMap Document: H:\SCND\N13118317\GIS\Figures\Figure-4 - Proposed Improvements Map_TJO.mxd | Date Saved: 10/23/2019 1:09:41 PMBliss Sto rmwate r Pla nnin gCity of Scandia, MN Figu re 4 - South Mgmt Area ImprovementsNovember 2019
Legend
Existing Storm Sewer
!Existing Storm Sewer Manhole
Existing Ditches
Proposed RCP Storm Sewer
!.Proposed Beehive Structure
"Proposed Catch Basin
Proposed Enhanced Ditch
Proposed Bioinfiltration Basin
Proposed 6-inch Draintile
Proposed 8-inch Outlet
j Proposed F low Direction
Reshape & Grade Pavement
0 100Fe et
!I
BIG MARINE LAK E
Sou rce: MnDO T, Washin gton Coun ty, City of Scandi a
Proposed SMA Impro vement Descrip tion
- 5 - Enhan ced in fi ltration ditch sections r oute road d raina ge to thewest in to a bioinfiltration basin to redu ce vo lum es to we tland and ravin e.
6 - A ne w culvert un der 189 th St. N rer oute s south flows to th e nor th into an enh ance d infiltration ditch section to redu ce flo wsto the east.
¬«5
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j IndexIn d e x
IndexIndexIndexLayton Ave NMap Document: H:\SCND\N13118317\GIS\Figures\Figure-5 - Flood Innundation Map - TJO.mxd | Date Saved: 11/12/2019 2:45:42 PMBliss Sto rmwate r Pla nnin gCity of Scandia, MN Fig ur e 5 - Flood In n undatio n M apNovember 2019
Leg end
Existing Storm Sewer
Propo sed RCP Storm S ewer
Ex 10-yr Fl ood Extents
Prop 10-yr Flood Extents
0 40Fe etSource:
!I
Appendix B: Preliminary Cost Estimates
No.ItemUnit Unit PriceEnhanced Ditch Section ImprovementsBioinfiltration Basin ImprovementsLayton Avenue N Roadway Improvements8" Directional Drill Pipe InstallationTotal Quantity Enhanced Ditch Section ImprovementsBioinfiltration Basin ImprovementsLayton Avenue N Roadway Improvements8" Directional Drill Pipe InstallationTotal Cost1MOBILIZATIONLUMP SUM 3,300.00$ - - - -0.5825.00$ 825.00$ 825.00$ 825.00$ 3,300.00$ 2TRAFFIC CONTROLLUMP SUM 500.00$ - - - -0.5125.00$ 125.00$ 125.00$ 125.00$ 500.00$ 3CLEARINGTREE 150.00$ 2.5 2.5 0 0 5 375.00$ 375.00$ -$ -$ 750.00$ 4GRUBBINGTREE 150.00$ 2.5 2.5 0 0 5 375.00$ 375.00$ -$ -$ 750.00$ 5SALVAGE AND REINSTALL SIGNEACH 200.00$ 0 0 0 0 0 -$ -$ -$ -$ -$ 6REMOVE AND REPLACE CURB AND GUTTERLIN FT 35.00$ 0 4 0 0 4 -$ 140.00$ -$ -$ 140.00$ 7REMOVE BITUMINOUS PAVEMENTSQ YD 5.00$ 16 39 0 0 55 82.22$ 194.44$ -$ -$ 276.67$ 8COMMON EXCAVATION (EV) (P)CU YD 11.00$ 1200 120 0 0 1320 13,200.00$ 1,320.00$ -$ -$ 14,520.00$ 9REMOVE 12" RCP STORM SEWERLIN FT 13.00$ 212 0 0 0 212 2,756.00$ -$ -$ -$ 2,756.00$ 10REMOVE MANHOLE, CATCH BASIN OR DROP INLET INCL CASTINGEACH 450.00$ 1 0 0 0 1 450.00$ -$ -$ -$ 450.00$ 11REMOVE FLARED END SECTIONEACH 400.00$ 1 0 0 0 1 400.00$ -$ -$ -$ 400.00$ 126" PERFORATED HDPE PIPE DRAINLIN FT 15.00$ 961 43 0 0 1004 14,415.00$ 645.00$ -$ -$ 15,060.00$ 138" HDPE PIPE SEWER-DIRECTIONAL DRILLEDLIN FT 120.00$ 0 0 0 586 586 -$ -$ -$ 70,320.00$ 70,320.00$ 1412" RC PIPE SEWER CLASS 5LIN FT 35.00$ 0 43 0 0 43 -$ 1,505.00$ -$ -$ 1,505.00$ 1515" RC PIPE SEWER CLASS 5LIN FT 40.00$ 212 47 0 0 259 8,480.00$ 1,880.00$ -$ -$ 10,360.00$ 1618" RC PIPE SEWER CLASS 5LIN FT 50.00$ 70 0 0 0 70 3,500.00$ -$ -$ -$ 3,500.00$ 1712" PERF PE PIPE DRAINLIN FT 80.00$ 0 0 0 0 0 -$ -$ -$ -$ -$ 18PVC VENTED CLEANOUTEACH 350.00$ 4 1 0 0 5 1,400.00$ 350.00$ -$ -$ 1,750.00$ 19PVC UNDER-DRAIN VALVE & VALVE BOXEACH 1,500.00$ 4 1 0 0 5 6,000.00$ 1,500.00$ -$ -$ 7,500.00$ 204' DIA STORM MH, INCL R-1642 CSTG AND HDPE ADJ RINGSEACH 3,000.00$ 0 0 0 0 0 -$ -$ -$ -$ -$ 21 4' BEEHIVE STRUCTURE W/ R4342 CASTINGEACH 5,500.00$ 2 1 0 0 3 11,000.00$ 5,500.00$ -$ -$ 16,500.00$ 22 2'X3' CB, INCL CSTGEACH 2,000.00$ 0 1 0 0 1 -$ 2,000.00$ -$ -$ 2,000.00$ 2312" FLARED END SECTION W/ TRASH GUARDEACH 1,250.00$ 0 1 0 0 1 -$ 1,250.00$ -$ -$ 1,250.00$ 2415" FLARED END SECTION W/ TRASH GUARDEACH 950.00$ 1 1 0 0 2 950.00$ 950.00$ -$ -$ 1,900.00$ 25RANDOM RIP RAP, CLASS IIICU YD 105.00$ 4.8 9.2 0 0 14 504.00$ 966.00$ -$ -$ 1,470.00$ 26CONSTRUCTED CONCRETE TRENCHEACH 5,500.00$ 1 0 0 0 1 5,500.00$ -$ -$ -$ 5,500.00$ 27CONNECT TO EXISTING PIPEEACH 900.00$ 1 0 0 0 1 900.00$ -$ -$ -$ 900.00$ 28FULL DEPTH RECLAMATIONSQ YD 3.00$ 0 0 480 0 480 -$ -$ 1,440.00$ -$ 1,440.00$ 29SUBGRADE PREPARATIONSQ YD 2.00$ 0 0 480 0 480 -$ -$ 960.00$ -$ 960.00$ 30ENGINEERED INFILTRATION MEDIATON 45.00$ 900 40 0 0 940 40,500.00$ 1,800.00$ -$ -$ 42,300.00$ 31AGGREGATE BASE CLASS 5TON 25.00$ 9 20 0 0 29 225.00$ 500.00$ -$ -$ 725.00$ 32BITUMINOUS MATERIAL FOR TACK COATGAL 5.00$ 2 3 34 0 39 10.00$ 15.00$ 170.00$ -$ 195.00$ 33TYPE SPWEA330C WEAR 2" THICKTON 150.00$ 5 11 127 0 143 750.00$ 1,650.00$ 19,050.00$ -$ 21,450.00$ 34STORM DRAIN INLET PROTECTIONEACH 150.00$ 0 1 0 0 1 -$ 150.00$ -$ -$ 150.00$ 35SANDY CLAY LOAM TOPSOIL BORROW (LV)CU YD 40.00$ 46 4 0 0 50 1,840.00$ 160.00$ -$ -$ 2,000.00$ 36COMPOST GRADE 2 (LV)CU YD 25.50$ 46 4 0 0 50 1,173.00$ 102.00$ -$ -$ 1,275.00$ 37TURF ESTABLISHMENTLUMP SUM 1,500.00$ 0.25 0.25 0 0 1 375.00$ 375.00$ -$ -$ 750.00$ 38SEEDING WITH MNDOT 25-151 SEED MIXTURE, FERTILIZER TYPE 3, AND CATEGORY 3N BLANKETSQ YD 2.36$ 2970 210 0 0 3180 7,010.80$ 495.71$ -$ -$ 7,506.51$ 39STREET SWEEPER (WITH PICKUP BROOM)HOUR 125.00$ 0.8 0.8 0.8 0.0 3 104.17$ 104.17$ 104.17$ -$ 312.50$ $123,225.18 $25,252.32 $22,674.17 $71,270.00 $242,421.67$12,322.52 $2,525.23 $2,267.42 $7,127.00$24,242.17$30,806.30 $6,313.08 $5,668.54 $17,817.50$60,605.42$166,360.00 $34,100.00 $30,620.00 $96,220.00 $327,270.0025% Legal; Engineering; Administrative; Fiscal CostsTotal Project CostsBLISS ADDITION STORMWATER PLANNING PROJECT - NORTH MANAGEMENT AREAEstimated Construction CostsComprehensive Estimated QuantityComprehensive Estimated Cost10% Contingency
No.ItemUnit Unit PriceEnhanced Ditch Section ImprovementsBioinfiltration Basin ImprovementsTotal Quantity Enhanced Ditch Section ImprovementsBioinfiltration Basin ImprovementsTotal Cost1MOBILIZATIONLUMP SUM 3,300.00$ - -0.5 1,650.00$ 1,650.00$ 3,300.00$ 2TRAFFIC CONTROLLUMP SUM 500.00$ - -0.5 250.00$ 250.00$ 500.00$ 3CLEARINGTREE 150.00$ 2.5 2.5 5 375.00$ 375.00$ 750.00$ 4GRUBBINGTREE 150.00$ 2.5 2.5 5 375.00$ 375.00$ 750.00$ 5REMOVE BITUMINOUS PAVEMENTSQ YD 5.00$ 55 0 55 273.89$ -$ 273.89$ 6COMMON EXCAVATION (EV) (P)CU YD 11.00$ 510 80 590 5,610.00$ 880.00$ 6,490.00$ 7REMOVE 12" RCP STORM SEWERLIN FT 13.00$ 71 0 71 923.00$ -$ 923.00$ 8REMOVE FLARED END SECTIONEACH 400.00$ 1 0 1 400.00$ -$ 400.00$ 96" PERFORATED HDPE PIPE DRAINLIN FT 15.00$ 1044 92 1136 15,660.00$ 1,380.00$ 17,040.00$ 1012" RC PIPE SEWER CLASS 5LIN FT 35.00$ 34 0 34 1,190.00$ -$ 1,190.00$ 1112" PERF PE PIPE DRAINLIN FT 80.00$ 0 0 0 -$ -$ -$ 12PVC VENTED CLEANOUTEACH 350.00$ 2 1 3 700.00$ 350.00$ 1,050.00$ 13PVC UNDER-DRAIN VALVE & VALVE BOXEACH 1,500.00$ 2 1 3 3,000.00$ 1,500.00$ 4,500.00$ 144' DIA STORM MH, INCL R-1642 CSTG AND HDPE ADJ RINGSEACH 3,000.00$ 0 0 0 -$ -$ -$ 154' BEEHIVE STRUCTURE W/ R4342 CASTINGEACH5,500.00$ 1 0 1 5,500.00$ -$ 5,500.00$ 16CONNECT TO EXISTING PIPEEACH 900.00$ 0 0 0 -$ -$ -$ 17ENGINEERED INFILTRATION MEDIATON 45.00$ 450 50 500 20,250.00$ 2,250.00$ 22,500.00$ 18AGGREGATE BASE CLASS 5TON 25.00$ 28 0 28 700.00$ -$ 700.00$ 19BITUMINOUS MATERIAL FOR TACK COATGAL 5.00$ 4 0 4 20.00$ -$ 20.00$ 20TYPE SPWEA330C WEAR 2" THICKTON 150.00$ 15 0 15 2,250.00$ -$ 2,250.00$ 21STORM DRAIN INLET PROTECTIONEACH 150.00$ 0 0 0 -$ -$ -$ 22SANDY CLAY LOAM TOPSOIL BORROW (LV)CU YD 40.00$ 27 3 30 1,080.00$ 120.00$ 1,200.00$ 23COMPOST GRADE 2 (LV)CU YD 25.50$ 27 3 30 688.50$ 76.50$ 765.00$ 24TURF ESTABLISHMENTLUMP SUM 1,500.00$ 0.2 0.2 0 250.00$ 250.00$ 500.00$ 25SEEDING WITH MNDOT 25-151 SEED MIXTURE, FERTILIZER TYPE 3, AND CATEGORY 3N BLANKETSQ YD 2.36$ 2010 170 2180 4,744.68$ 401.29$ 5,145.97$ 26STREET SWEEPER (WITH PICKUP BROOM)HOUR 125.00$ 2.5 0 3 312.50$ -$ 312.50$ $66,202.57 $9,857.79 $76,060.36$6,620.26 $985.78$7,606.04$16,550.64 $2,464.45$19,015.09$89,380.00 $13,310.00 $102,690.0025% Legal; Engineering; Administrative; Fiscal CostsTotal Project CostsBLISS ADDITION STORMWATER PLANNING PROJECT - SOUTH MANAGEMENT AREAComprehensive Estimated Quantity Comprehensive Estimated CostEstimated Construction Costs10% Contingency
Appendix C: MIDS Output
Project Information
Calculator Version:Version 3: January 2017
Project Name:Bliss Addition Stormwater Planning
User Name / Company Name:
Date:October 22, 2019
Project Description:North Management Area
Construction Permit?:No
Site Information
Retention Requirement (inches):1.1
Site's Zip Code:55073
Annual Rainfall (inches):31.4
Phosphorus EMC (mg/l):0.6
TSS EMC (mg/l):109
Total Site Area
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space -Undisturbed, protected
forest/open space or reforested land
0
Managed Turf -disturbed, graded for yards or
other turf to be mowed/managed
2.76 2.76
Impervious Area (acres) 1.44
Total Area (acres) 4.2
Site Areas Routed to BMPs
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space -Undisturbed, protected
forest/open space or reforested land
0
Managed Turf -disturbed, graded for yards or
other turf to be mowed/managed
2.76 2.76
Impervious Area (acres) 1.44
Total Area (acres) 4.2
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement: 5750 ft3
Volume removed by BMPs towards performance goal: 2158 ft³
Percent volume removed towards performance goal 38 %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume 4.5216 acre-ft
Annual runoff volume removed by BMPs: 2.6039 acre-ft
Percent annual runoff volume removed: 58 %
Post development annual particulate P load:4.059 lbs
Annual particulate P removed by BMPs: 3.74 lbs
Post development annual dissolved P load: 3.321 lbs
Annual dissolved P removed by BMPs: 2.216 lbs
Percent annual total phosphorus removed:81 %
Post development annual TSS load: 1340.6 lbs
Annual TSS removed by BMPs: 1126.9 lbs
Percent annual TSS removed:84 %
BMP Summary
Performance Goal Summary
BMP Name
BMP Volume
Capacity
(ft3)
Volume
Recieved
(ft3)
Volume
Retained
(ft3)
Volume
Outflow
(ft3)
Percent
Retained (%)
Ditch 01 222 2160 222 1939 10
Ditch-02 88 40 40 0 100
Ditch-03 226 399 226 174 57
Ditch-04 20 330 20 310 6
Ditch-05 29 280 29 250 11
Ditch-07 168 1278 168 1110 13
Ditch-11A 216 759 216 543 28
Biobasin-1N 1446 1238 1238 0 100
Annual Volume Summary
BMP Name
Volume
From Direct
Watershed
(acre-ft)
Volume
From
Upstream
BMPs
(acre-ft)
Volume
Retained
(acre-ft)
Volume
outflow
(acre-ft)
Percent
Retained
(%)
Ditch 01 1.0715 0.2417 0.4022 0.911 31
Ditch-02 0.0742 0 0.0686 0.0056000000000000192
Ditch-03 0.4168 0 0.3173 0.0995 76
Ditch-04 0.0542 0.118 0.0356 0.1366 21
Ditch-05 0.1707 0 0.0527 0.118 31
Ditch-07 1.0692 0 0.3879 0.6813 36
Ditch-11A 0.637 0 0.368 0.269 58
Biobasin-1N 1.028 0 0.9716 0.0564 95
Particulate Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch 01 0.9618 0.03 0.8542 0.1376 86
Ditch-02 0.0666 0 0.0656 0.001 98
Ditch-03 0.3742 0 0.3563 0.0179 95
Ditch-04 0.0486 0.0212 0.0587 0.0111 84
Ditch-05 0.1533 0 0.1321 0.0212 86
Ditch-07 0.9597 0 0.8374 0.1223 87
Ditch-11A 0.5718 0 0.5235 0.0483 92
Biobasin-1N 0.9227 0 0.9126 0.0101 99
Dissolved Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch 01 0.7869 0.1309 0.4084 0.5094 45
Ditch-02 0.0545 0 0.0512 0.0033 94
Ditch-03 0.3061 0 0.2477 0.0584 81
Ditch-04 0.0398 0.0693 0.0399 0.0692 37
Ditch-05 0.1254 0 0.0561 0.0693 45
Ditch-07 0.7852 0 0.3849 0.4003 49
Ditch-11A 0.4678 0 0.3098 0.158 66
Biobasin-1N 0.7549 0 0.7176 0.0373 95
TSS Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch 01 317.69 22.01 245.44 94.26 72
Ditch-02 21.99 0 21.32 0.669999999999998 97
Ditch-03 123.58 0 111.78 11.8 90
Ditch-04 16.06 14 20.52 9.54 68
Ditch-05 50.62 0 36.62 14 72
Ditch-07 316.99 0 236.19 80.8 75
Ditch-11A 188.87 0 156.97 31.9 83
Biobasin-1N 304.77 0 298.08 6.69 98
BMP Schematic
Project Information
Calculator Version:Version 3: January 2017
Project Name:Bliss Addition Stormwater Planning
User Name / Company Name:
Date:October 22 2019
Project Description:South Management Area
Construction Permit?:No
Site Information
Retention Requirement (inches):1.1
Site's Zip Code:55073
Annual Rainfall (inches):31.4
Phosphorus EMC (mg/l):.6
TSS EMC (mg/l):54.5
Total Site Area
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space -Undisturbed, protected
forest/open space or reforested land
0
Managed Turf -disturbed, graded for yards or
other turf to be mowed/managed
1.89 1.89
Impervious Area (acres) 1.17
Total Area (acres) 3.06
Site Areas Routed to BMPs
Land Cover A Soils
(acres)
B Soils
(acres)
C Soils
(acres)
D Soils
(acres)
Total
(acres)
Forest/Open Space -Undisturbed, protected
forest/open space or reforested land
0
Managed Turf -disturbed, graded for yards or
other turf to be mowed/managed
1.89 1.89
Impervious Area (acres) 1.17
Total Area (acres) 3.06
Summary Information
Performance Goal Requirement
Performance goal volume retention requirement: 4672 ft3
Volume removed by BMPs towards performance goal: 742 ft³
Percent volume removed towards performance goal 16 %
Annual Volume and Pollutant Load Reductions
Post development annual runoff volume 3.5078 acre-ft
Annual runoff volume removed by BMPs: 1.1657 acre-ft
Percent annual runoff volume removed: 33 %
Post development annual particulate P load:3.149 lbs
Annual particulate P removed by BMPs: 2.748 lbs
Post development annual dissolved P load: 2.576 lbs
Annual dissolved P removed by BMPs: 1.219 lbs
Percent annual total phosphorus removed:69 %
Post development annual TSS load: 520 lbs
Annual TSS removed by BMPs: 386.2 lbs
Percent annual TSS removed:74 %
BMP Summary
Performance Goal Summary
BMP Name
BMP Volume
Capacity
(ft3)
Volume
Recieved
(ft3)
Volume
Retained
(ft3)
Volume
Outflow
(ft3)
Percent
Retained (%)
Ditch-20 359 904 359 546 40
Ditch-18 79 2382 79 2303 3
Ditch-21 56 321 56 265 17
Ditch-22 79 280 79 201 28
Biobasin-1S 170 1797 170 1627 9
Annual Volume Summary
BMP Name
Volume
From Direct
Watershed
(acre-ft)
Volume
From
Upstream
BMPs
(acre-ft)
Volume
Retained
(acre-ft)
Volume
outflow
(acre-ft)
Percent
Retained
(%)
Ditch-20 0.4333 0.0883 0.37 0.1516 71
Ditch-18 1.2976 0.1516 0.1829 1.2663 13
Ditch-21 0.0812 0.0765 0.0694 0.0883 44
Ditch-22 0.1896 0 0.1131 0.0765 60
Biobasin-1S 1.506 0 0.4302 1.0758 29
Particulate Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch-20 0.3889 0.0097 0.3754 0.0232 94
Ditch-18 1.1647 0.0232 0.9803 0.2076 83
Ditch-21 0.0729 0.0137 0.0769 0.0097 89
Ditch-22 0.1702 0 0.1565 0.0137 92
Biobasin-1S 1.3518 0 1.1587 0.1931 86
Dissolved Phosphorus Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch-20 0.3182 0.0468 0.2801 0.0849 77
Ditch-18 0.953 0.0849 0.3124 0.7255 30
Ditch-21 0.0597 0.0449 0.0578 0.0468 55
Ditch-22 0.1392 0 0.0943 0.0449 68
Biobasin-1S 1.106 0 0.474 0.632 43
TSS Summary
BMP Name
Load From
Direct
Watershed
(lbs)
Load From
Upstream
BMPs
(lbs)
Load
Retained
(lbs)
Outflow
Load
(lbs)
Percent
Retained (%)
Ditch-20 64.24 3.71 60.05 7.89999999999999 88
Ditch-18 192.36 7.89999999999999130.27 69.99 65
Ditch-21 12.04 4.53 12.86 3.71 78
Ditch-22 28.1 0 23.57 4.53 84
Biobasin-1S 223.25 0 159.46 63.79 71
BMP Schematic
Appendix D: Comprehensive Surface and
Infiltration Volume Comparison Table
Area Runoff Location Area (ac) Runoff (in)Runoff Volume (cf)Existing Surface Storage Volume (cf)BMP Type BMP Length (ft) BMP Width (ft) BMP Area (sf)BMP Media Depth (ft)Proposed Surface Storage Volume (cf)Soil Void Volume (cf)Proposed Storage Volume (cf)DITCH-01 0.70 0.44 1108 720 Enhanced Infiltration Ditch 105 8 836.48 2.5 1615 627 2242DITCH-02 0.12 0.24 105 19 Enhanced Infiltration Ditch 62 8 498.40 2.5 202 374 575DITCH-03 0.51 0.74 1370 219 Enhanced Infiltration Ditch 142 8 1136.00 2.5 1154 852 2006DITCH-04 0.04 0.70 102 8 Enhanced Infiltration Ditch 25 4 101.68 2.5 89 76 165DITCH-05 0.10 1.22 443 24 Enhanced Infiltration Ditch 37 4 148.40 2.5 316 111 427DITCH-06 0.03 1.37 149 27 Existing Ditch 0 0 0.00 0.0 27 0 27SUBTOTAL 1.50 4.71 3276 1017371 2721 3402 2041 5442DITCH-07 1.24 0.55 2476 886 Enhanced Infiltration Ditch 105 8 840 2.5 1612 630 2242DITCH-08 0.23 0.09 75 414 Existing Ditch N/A N/A 0 0.0 1008 0 1008DITCH-09 0.33 0.42 503 953 Existing Ditch N/A N/A 0 0.0 1311 0 1311DITCH-10 0.28 0.42 427 173 Existing Ditch N/A N/A 0 0.0 505 0 505DITCH-11A 0.64 0.42 972 52 Enhanced Infiltration Ditch 271 4 1082 2.5 708 812 1520SUBTOTAL 2.72 1.90 4453 2478376 1923 5144 1442 6585BIOBASIN-1N 0.86 0.60 1873 0 Bioinfiltration Basin N/A N/A 253 2.0 2136 190 2325SUBTOTAL 0.86 0.60 1873 00 253 2136 190 2325OVERALL TOTAL 5.08 7.21 9602 3495747 4897 10681 3672 14353DITCH-12 3.57 0.44 5702 8261 Existing Ditch N/A N/A 0 0.0 8261 0 8261DITCH-13 0.09 1.98 647 86 Existing Ditch N/A N/A 0 0.0 86 0 86DITCH-14 0.11 1.99 795 465 Existing Ditch N/A N/A 0 0.0 465 0 465SUBTOTAL 3.77 4.41 7143 88120 0 8812 0 8812DITCH-15 0.16 0.52 302 183 Existing Ditch N/A N/A 0 0.0 183 0 183DITCH-16 2.90 0.46 4842 2579 Existing Ditch N/A N/A 0 0.0 2579 0 2579SUBTOTAL 3.06 0.98 5144 27620 0 2762 0 2762BIOBASIN-1S 0.45 0.74 1200 17 Bioinfiltration Basin N/A N/A 300 2.0 1666 180 1846DITCH-19 0.04 0.73 106 338 Existing Ditch N/A N/A 0 0.0 338 0 338DITCH-20 0.33 0.81 970 192 Enhanced Infiltration Ditch 146 8 1166 2.5 552 874 1426DITCH-21 0.07 0.78 198 656 Enhanced Infiltration Ditch 48 4 193 2.5 765 145 910DITCH-22 0.13 0.80 378 72 Enhanced Infiltration Ditch 75 4 300 2.5 186 225 411SUBTOTAL 1.02 3.86 2852 1274269 1959 3506 1424 4931DITCH-23 0.61 0.32 709 1490 Existing Ditch N/A N/A 0 0.0 1730 0 1730DITCH-24 0.17 0.81 500 1 Existing Ditch N/A N/A 0 0.0 1 0 1DITCH-25 0.95 0.24 828 12377 Existing Ditch N/A N/A 0 0.0 12950 0 12950SUBTOTAL 1.73 1.37 2036 138680 0 14681 0 14681DITCH-26 0.07 0.78 198 1193 Existing Ditch N/A N/A 0 0.0 1193 0 1193DITCH-27 0.39 0.49 694 404 Existing Ditch N/A N/A 0 0.0 405 0 405DITCH-28 0.58 0.49 1032 261 Existing Ditch N/A N/A 0 0.0 261 0 261DITCH-29 0.22 0.49 391 27 Existing Ditch N/A N/A 0 0.0 227 0 227DITCH-30 0.66 0.49 1174 1045 Existing Ditch N/A N/A 0 0.0 1976 0 1976DITCH-31 1.51 0.49 2686 31 Enhanced Infiltration Ditch 161 4 642 2.5 60 482 542SUBTOTAL 3.43 3.23 6175 2961161 642 4122 482 4603OVERALL TOTAL 13.01 13.85 23351 29678429 2601 33884 1906 35789NORTH MANAGEMENT AREASOUTH MANAGEMENT AREA
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