SWPPP Plan
ERHART FARM
SWPPP
Storm Water Pollution Prevention Plan
Chanhassen, MN
Prepared For:
Black Cherry Development, LLC
14500 Martin Drive, STE. 3000
Eden Prairie, MN 55344
Prepared By:
Alliant Engineering, Inc.
733 Marquette Avenue, Suite 700
Minneapolis, MN 55402
ERHART FARM
May 5, 2022
STORM WATER POLLUTION PREVENTION PLAN (SWPPP)
ERHART FARM
MASS GRADING AND STREET AND UTILITY DEVELOPMENT
CITY OF CHANHASSEN
CARVER COUNTY, MINNESOTA
RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT
May 5, 2022
Plans Prepared for:
Black Cherry Development, LLC
14500 Martin Drive, STE. 3000
Eden Prairie, MN 55344
I hereby certify that this plan, specification or
report was prepared by me or under my direct
supervision and that I am a duly Registered
Professional Engineer under State of
Minnesota Statutes Sections 326.02 to
326.16.
Mark Rausch
Mark Rausch, P.E.
Date: 5-5-2022
Reg. No: 43480
GENERAL INDEX
I. Title Sheet
II. Signature Page
III. MPCA Coverage Card
IV. MPCA Coverage Letter
V. SWPPP Narrative
VI. Location/Topographic Map
VII. Grading, & Erosion Control Plan Sheets
VIII. Inspection Logs
IX. Geotech Report
AUTHORIZATION TO DISCHARGE
STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITY
UNDER THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)/
STATE DISPOSAL SYSTEM (SDS) PROGRAM
C00063782
Permittee (Owner): Black Cherry Development
Permittee (Operator): NTK Earthworks, LLC
Project Name: Erhart Farm
City or Township: Chanhassen, County: Carver
Location description: Parent Parcel is, E of Powers Blvd, W of Great Plains Blvd, S of Foxwood Development, N of
W 96th
Parent Parcel is, E of Powers Blvd, W of Great Plains Blvd, S of Foxwood Development, N of
W 96thSee development plans in SWPPP for project site
Issuance date: May 16, 2022
Expiration date: July 31, 2023
The state of Minnesota, on behalf of its citizens through the Minnesota Pollution Control Agency (MPCA), authorizes the
Permittee named above seeking coverage under this general permit to discharge stormwater associated with
construction activity to waters of the state of Minnesota in accordance with the requirements of this permit.
The goal of this permit is to reduce pollutant levels in point source discharges and protect water quality in accordance
with the U.S. Clean Water Act, Minnesota statutes and rules, and federal laws and regulations.
This permit is effective on the issuance date identified above. This permit expires at midnight on the expiration date
identified above.
Signature: Ryan Anderson
This document has been electronically signed. for the Minnesota Pollution Control Agency
Ryan Anderson
Supervisor, Stormwater Outreach, Engineering and Research Unit
St. Paul Office
Municipal Division
Permit application: Questions on this permit?
Submit via the MPCA Online eServices Portal at Contact eServices at
https://rsp.pca.state.mn.us/ 651-757-2728 or 1-844-828-0942
t-wq-strm2-03 · LB 1311 · 8/22/18
May 17, 2022
Project Owner:
Tim Erhart
14500 Martin Dr
Ste 3000
Eden Prairie, MN 55344-2039
Project Contractor:
Kevin J Miller
PO Box 879
Watertown, MN 55388-0879
RE: NPDES/SDS General Stormwater Permit for Construction Activity (MNR100001) Application
Permit ID Number: C00063782
Project Name: Erhart Farm
The Erhart Farm project has been granted coverage by the Minnesota Pollution Control Agency
(MPCA) under the National Pollutant Discharge Elimination System (NPDES)/State Disposal System
(SDS) Stormwater Permit (Permit) for Construction Activity. Permit coverage is effective for this
project on May 16, 2022.
You are required to comply with the terms of the permit to prevent erosion and control sediment
from your site with the procedures established in your stormwater pollution prevention plan
(SWPPP). You are also required to upgrade your SWPPP and erosion prevention and sediment
control best management practices as site and weather conditions dictate throughout the entire
term of the project.
Once all construction activity has been completed at this project, you must submit a notice of
termination (NOT) form to the MPCA within 30 days of meeting the conditions outlined in Part II (C)
of the permit. Please check the MPCA website (http://www.pca.state.mn.us/water/stormwater) or
call to request an NOT form and fact sheet.
Please save this letter for your records. If you have any questions about permit coverage for this
project, please contact the Construction Stormwater Program at 651-757-2119 or toll free at
800-657-3804.
Page 1 of 10
SWPPP Narrative
Stormwater Pollution Prevention Plan (SWPPP)
I. General Construction Activity Information
a. Project name: Erhart Farm
b. Describe the construction project location (address/city or township/county/latitude/longitude):
Address or describe area:
Parent Parcel is, E of Powers Blvd, W of Great Plains Blvd, S of Foxwood
Development, N of W 96th
City or Township: Chanhassen State: MN Zip code: 55317
Latitude/Longitude of approximate centroid of project: 44.832309 , -93.540730
c. Describe the construction activity (type of construction, phases, timelines, potential for discharge of sediment
and other pollutants, etc.):
• 14.912 ± Acres will be disturbed for Mass grading, utility installation, street installation, and private utility
installation.
• Soil disturbing activities will include: the installation of a silt fence, excavation and fill, re-spreading of
topsoil, and grading restoration which will consist of seeding all disturbed areas. Utility installation, and street
construction. Multiple erosion and sediment control BMP’s are planned to minimize sediment transport. See
the Erosion & Sediment Control Plan for specific locations.
Project type: (To check the checkboxes, ‘double click’ the box and select “checked” and select “okay”.)
Residential Commercial/Industrial Road construction
Residential and road construction Other (describe): Utility installation
d. Number total of acres to be disturbed: 14.912 (tenths of an acre)
e. Pre-construction acres of impervious surface: 1.145 (tenths of an acre)
f. Post-construction acres of impervious surface: 5.345 (tenths of an acre)
g. Total new impervious surface acres: 4.2 (tenths of an acre)
(Examples of impervious surface include rooftops, sidewalks, patios, driveways, parking lots, storage areas, and concrete, asphalt, or
gravel roads.
II. Receiving Waters
a. List all waters within one mile (nearest straight line distance) that are likely to receive stormwater runoff from
the project site both during or after construction:
Receiving waters within one mile of project property edge:
Water body ID* Name of water body
Type
(ditch, pond, wetland,
calcareous fen, lake,
stream, river)
Special water?
(See Stormwater
Permit Appendix A)
Impaired Water?**
(See Stormwater Permit
Appendix A)
Lake Riley Lake Yes No Yes No
* Water Body identification (ID) might not be available for all water bodies. Use the Special and Impaired Waters Search Tool at:
http://www.pca.state.mn.us/water/stormwater/stormwater-c.html.
** Impaired water for the following pollutant(s) or stressor(s): phosphorus, turbidity, dissolved oxygen, or biotic impairment.
b. Use the Special and Impaired Waters Search Tool to locate special and impaired waters at
http://www.pca.state.mn.us/wfhya5b).
c. Incorporate into this SWPPP any additional Best Management Practices (BMPs) or other specific construction
related implementation activities identified in an approved Total Maximum Daily Load and Waste Load
Allocations.
d. Identify adjacent public waters where the Minnesota Department of Natural Resources (DNR) has declared
Page 2 of 10
“work in water restrictions” during fish spawning timeframes:
Not Applicable
e. Attach maps (U.S. Geologic Survey 7.5 minute quadrangle, National Wetland Inventory maps or equivalent)
showing the location and type of all receiving waters, including wetlands, drainage ditches, stormwater ponds
or basins, etc. that will receive runoff from the project. Use arrows showing the direction of flow and distance to
the water body.
See Attached Map.
f. Identify wetland impacts:
1. Will construction result in any potential adverse impacts to wetlands, including excavatio n, degradation of water
quality, draining, filling, permanent inundation or flooding, conversion to a stormwater pond? Yes No
2. If yes, describe impacts and mitigation measures that were taken to address the impacts (in accordance with Part D
of Appendix A of the permit) and attach to this SWPPP, copies of permits or approvals from an official state wide
wetland program issued specifically for this project or site:
g. Describe any stormwater mitigation measures that will be implemented, as a result of an environmental review,
endangered or threatened species review or archeological site review:
This site was not subject to an environmental or archaeological review.
h. Describe any additional (or different) stormwater management measures required for karst or drinking water
supply management areas to protect groundwater standards:
Not Applicable
III. Project Plans and
a. Attach to this SWPPP site maps and/or plan sheets that depict the following features:
• The project location and construction limits.
• Existing and final grades.
• Locations of areas not to be disturbed (e.g., buffer zones, wetlands, etc.).
• Locations of all temporary and permanent erosion and sediment control BMPs as required in Part III. C & D.
and Part IV of the permit.
• Buffer zones as required in Part IV.C.9 or Appendix A, Part C.3. of the permit.
• Locations of potential pollution-generating activities identified in Part IV. F. of the permit.
• Standard details for erosion and sediment control BMPs to be installed at the site.
b. List all anticipated erosion prevention and sediment control BMP quantities needed for the life of the project
(e.g., linear ft. silt fence, square feet erosion blanket, tons mulch, etc.):
As a note, all erosion control quantities are an estimate. Final erosion control quantities will be field verified
with owner, city, engineer, and watershed officials.
Pre Grading Silt Fence – 5,400 LF
Erosion Control Blanket – 8,450 SY
Post Grading Silt Fence- 701 LF
Seeding – 9.3 AC
IV. Temporary Erosion Prevention Practices
a. Describe the types of temporary erosion prevention BMPs expected to be implemented on this site during
construction:
1. Methods of temporarily stabilizing soils and soil stockpiles (e.g., mulches, hydraulic tackifiers, erosion
blankets, etc.):
Erosion Control Blanket - This blanket shall be installed as indicated on the erosion and sediment
control plan. It will provide slope protection until the turf is established.
Hydromulch A hydromulch (Type 4) may be used for temporary erosion control practices after grading
activities cease.
Seeding Restoration - Temporary/Permanent Stabilization (Seeding) – Temporary seeding must be
placed as soon as practical.
Sediment Control Logs - Sediment Control Log shall be utilized in concentrated ditch and swales to
Page 3 of 10
control velocities and contain sediment during construction until vegetation is established.
2. Methods of dissipating velocity along stormwater conveyance channels and at channel outlets (e.g., check
dams, sediment traps, rip rap, etc.):
Rip-Rap – Rip Rap shall be utilized at all pond inlets and around outlet control devices.
3. Methods to be used for stabilization of ditch and swale wetted perimeters (Note that mulch, hydraulic soil
tackifiers, hydromulches, etc. are not acceptable soil stabilization methods for any part of a drainage ditch
or swale):
Sediment Control Logs – Sediment Control Log shall be utilized in concentrated ditch and swales to
control velocities and contain sediment during construction until vegetation is established.
Erosion Control Blanket – Erosion Control Blanket shall be utilized in ditch and swale areas to provide
protection until permanent turf is established.
4. Methods to be used for energy dissipation at pipe outlets (e.g., rip rap, splash pads, gabions, etc.):
II. Rip-Rap – Rip Rap shall be utilized at all pond inlets and around outlet control devices.
1. Methods to be used to promote infiltration and sediment removal on the site prior to offsite discharge,
unless infeasible (e.g., direct stormwater flow to vegetated areas):
Silt Fence – Silt fences are designed as a temporary sediment barrier consisting of a filter fabric
attached to support posts. This site has four applications for silt fence. These applications are as
follow:
1. The installation of silt fence along the grading limits to protect the neighboring properties from
sediment during the grading and utility construction process.
2. The installation of silt fence around the created ponds after construction to control the sediment
runoff until the turf is established and the development is completed.
3. The installation of silt fence surrounding temporary stockpiles.
4. The installation of post construction silt fence to protect new roads and storm sewer
infrastructure.
Sediment Control Log – Sediment Control Log shall be utilized in concentrated ditch and swales to
control velocities and contain sediment during construction until vegetation is established.
Temp Sedimentation Basins – Temporary Sedimentation Basins shall be used to protect downstream
waters prior to discharge. A floating skimmer shall drain the basins from the water level in order to
prevent the discharge of suspended sediment.
b. Describe timelines to be implemented at this site for completing the installation of the erosion prevent ion BMPs
listed in i, ii, iii, and iv. (see Part IV. B. of the permit for minimum requirements). If applicable, include the
timeline for completing soil stabilization for areas within 200 feet of a public water with work in water
restrictions due to fish spawning time frames (Part IV.B.2.) and soil stabilization timelines for portions of the site
that drain to special or impaired waters as required in Appendix A Part C. 1.a.:
1. Prior to any construction, Silt Fence is to be installed. Dewatering plan to be provided to city,
and watershed district and approved.
2. All erosion control installations shall remain in place and be maintained in good condition by
the contractor until the site has been re-vegetated.
3. Disturbed areas to be re-vegetated.
4. The contractor shall schedule site grading, so that the general site can be mulched and re-
seeded soon after disturbance. Areas that will not be subject to construction traffic for 7 days
or longer shall be seeded and mulched or sodded as soon as practical but not later than the
following end of business day.
5. Contractor shall install erosion control devices as indicated on this erosion control plan and
any additional required based on means, methods and sequences of construction.
Page 4 of 10
c. Describe additional erosion prevention measures that will be implemented at the site during construction (e.g.,
construction phasing, minimizing soil disturbance, vegetative buffers, horizontal slope grading, slope
draining/terracing, etc.):
Not Applicable.
d. If applicable, include additional requirements in Appendix A Part C.3 regarding maintaining a 100-foot buffer
zone or installing redundant BMPs for portions of the site that drain to special waters:
Not Applicable
e. If applicable, describe additional erosion prevention BMPs to be implemented at the site to protect planned
f. infiltration areas:
Post grading Silt Fence – Silt fences are designed as a temporary sediment barrier consisting of
a filter fabric attached to support posts.
Infiltration areas shall not be excavated to withing 3’ of the bottom of the basin until contributing
drainage area is vegetated.
g. Filtration areas
Post grading Silt Fence – Silt fences are designed as a temporary sediment barrier consisting of
a filter fabric attached to support posts.
Filtration basins shall not be excavated to within 1’ of bottom until contributing drainage area is
vegetated.
V. Temporary Sediment Control Practices
a. Describe the methods of sediment control BMPs to be implemented at this site during construction to minimize
sediment impacts to surface waters, including curb and gutter systems:
1. Methods to be used for down gradient perimeter control:
Silt Fence – Silt fences are designed as a temporary sediment barrier consisting of a filter fabric
attached to support posts. This site has four applications for silt fence. These applications are as
follow:
1. The installation of silt fence along the grading limits to protect the neighboring properties from
sediment during the grading and utility construction process.
2. The installation of silt fence around the created ponds after construction to control the sedim ent
runoff until the turf is established and the development is completed.
3. The installation of silt fence surrounding temporary stockpiles.
4. The installation of post construction silt fence to protect new roads and storm sewer
infrastructure.
Sediment Control Log – Sediment Control Log shall be utilized in concentrated ditch and swales to
control velocities and contain sediment during construction until vegetation is esta blished. Sediment
Control Log shall be utilized to prevent sediment transport in winter conditions.
2. Methods to be used to contain soil stockpiles:
Sediment Control Log – See Above
Silt Fence – See Above
3. Methods to be used for storm drain inlet protection:
Page 5 of 10
Storm Drain Inlet Protection – Storm drain inlet protection is a sediment barrier placed around a storm
sewer inlet. This structure traps sediment before it enters the storm sewer system. The contractor will
be required to install inlet protection per the City of Chanhassen details.
4. Methods to minimize vehicle tracking at construction exits and street sweeping activities:
Temporary Construction Entrance – A rock entrance berm is constructed of coarse clean rock installed
at the proposed entrance point for all construction vehicles. A detail of the rock entrance berm is shown
on the final grading plan. This stone pad provides a tire cleaning mechanism for all vehicles leaving the
site. There is one entrance for this project. Please see the Erosion & Sediment Control Plan for location
of rock entrance berm.
5. If applicable, additional sediment controls (e.g., diversion berms) to be installed to keep runoff away from
planned infiltration areas when excavated prior to final stabilization of the contributing drainage area:
Infiltration basins shall not be excavated to within 3’ of bottom until contributing drainage areas are
stabilized.
6. Describe methods to be used to minimize soil compaction and preserve top soil (unless infeasible) at this
site:
7. A minimum of 6” of top soil shall be stripped and stockpiled in a designated location determined by the
contractor to prevent contamination of top soil. Contractor will respread from the stockpile per MPCA
requirements.
8. Describe plans to preserve a 50-foot natural buffer between the project’s soil disturbance and a surface
water or plans for redundant sediment controls if a buffer is infeasible:
A second row of silt fence are propsosed.
9. Describe plans for use of sedimentation treatment chemicals (e.g., polymers, flocculants, etc.) see Part
IV.C.10 of the permit:
Not Applicable
b. Is the project required to install a temporary sediment basin due to 10 or more acres draining to a common
location or 5 acres or more if the site is within 1 mile of a special or impaired water? Yes No
If yes, describe (or attach plans ) showing how the basin will be designed and constructed in accordance with
Part III.C of the permit.
See construciton plans.
c. Will the project include dewatering, basin draining? Yes No
If yes, describe measures to be used to treat/dispose of turbid or sediment-laden water and method to prevent
erosion or scour of discharge points (see Part IV. D of the permit):
d. Will the project include use of filters for backwash water? Yes No
If yes, describe how filter backwash water will be managed on the site or properly disposed (see Part III.D.3. of
the permit):
VI. Permanent Stormwater Management System
a. Will the project result in one acre or more of new impervious surfaces or result in one acre or more of new
impervious in total if the project is part of a larger plan of development? Yes No
b. If yes, a water quality volume of one inch of runoff from the cumulative new impervious surfaces must be
retained on site (see Part III.D of the permit) through infiltration unless prohibited due to one of the reasons in
Part III.D.1.j. If infiltration is prohibited identify other method of other volume reduction (e.g., filtration system,
wet sedimentation basin, regional ponding or equivalent method:
c. Attach design parameters (see Part III.D.) for the planned permanent stormwater management system, including
volume calculations, discharge rate calculation, construction details including basin depth, outlet
configurations, location, design of pre-treatment devices and timing for installation. For more design
information consult the Minnesota Stormwater Manual on the MPCA website at
http://stormwater.pca.state.mn.us/index.php/Main_Page.
Page 6 of 10
There is no new stormwater management.
d. For infiltration systems attach on site soil testing results verifying soil type and distance to the seasonal water
table or bedrock (from bottom of the basin) in the location of the infiltration or filtration system.
Not Applicable
e. For linear projects with lack of right of way to install treatment systems capable of treating the entire water
quality volume, identify other method(s) for providing treatment of runoff prior to discharge to surface waters
(e.g., grassed swales, filtration systems, smaller ponds or grit chambers, etc.):
Not Applicable
1. Attach to this SWPPP documentation of reasonable attempts made to obtain right of way for stormwater
treatment systems.
f. For projects that discharge to trout streams, including tributaries to trout streams, identify method of
incorporating temperature controls into the permanent stormwater management system:
Not Applicable
VII. Inspection and Maintenance Activities
a. Identify the trained individual(s) responsible for installing, supervising, repairing, inspecting, and maintaining
erosion prevention and sediment control BMPs at the site:
SWPPP Designer (Training Documentation Attached):
Tyler Stricherz
Alliant Engineering, Inc.
612-758-9330
SWPPP Inspector (Training Documentation Attached):
Rae Tressler
Alliant Engineering, Inc.
612-237-9451
b. Attach training documentation for each individual:
Page 7 of 10
Installation Contractor to provide other certifications as identified and requested.
c. Areas to be inspected and maintained (see Part IV.E.5. and 6. of the permit):
1. Inspect sediment silt fence regularly such that there is no sediment transport.
2. Replacement - shall be replaced promptly when it becomes ineffective before the barrier is no longer
necessary.
3. Sediment removal - Sediment deposits should be inspected after each storm event. They must be
removed when deposits reach approximately one-third the height of the barrier. Any sediment remaining
in place after bmp is no longer required, shall be dressed to conform with existing grade, prepared, and
seeded with the appropriate seed mix, or sodded as directed by the engineer.
4. Removal of silt fence – silt fence shall be removed when they have served their useful purpose, but
not before the upward sloping area has been permanently stabilized. If the upward sloping are a is to be
exposed longer than six (6) months, that area shall be covered with temporary vegetation when first
exposed.
5. The contractor must routinely inspect the construction site once every seven (7) days during active
construction and within 24 hours after a rainfall event greater than 0.5 inches in 24 hours.
6. All inspections and maintenance conducted during construction must be recorded in writing and these
records must be retained with the SWPPP records of each inspection and maintenance activity shall
include:
A. Date and time of inspections.
B. Name of person(s) conducting inspections.
C. Findings of inspections, including recommendations for corrective actions.
d. Corrective actions taken (including dates, times, and party completing mainten ance
actives.
e. Date and amount of all rainfall events greater than 1/2 inch (0.5 inches) in 24 hours:
f. Documents of changes made to the SWPPP as required in part iii.a.4.
7. Where parts of the construction site have undergone final stabilization, but work remains on other
parts of site, inspections of the stabilized areas may be reduced to once per month. Where work has
been suspended due to frozen ground conditions, the required inspections and maintenance must take
place as soon as runoff occurs at the site or prior to resuming construction, whichever comes first.
8. Pipe outlets must have energy dissipation within 24 hours of connecting to a surface water or
permanent stormwater treatment system.
9. Stockpiles must be located outside of natural buffers or surface waters, including stormwater
conveyances( curb and gutter systems) unless there is a bypass.
Page 8 of 10
10. Temporary and permanent sediment basins must be drained and sediment removed when the depth
of sediment collected reaches one-half the storage volume.
11. Sediment on paved surfaces (sediment tracked from vehicles) must be removed within one calender
day of discovery,.
Permanent stormwater treatment BMPs must be inspected and maintained.
VIII. Pollution Prevention Management Measures
a. Describe practices for storage of building products with a potential to leach pollutants to minimize exposure to
stormwater:
All trash and construction debris from the site will be collected and deposited in a dumpster. A dumpster
will be required for each new home constructed. The dumpsters shall be emptied as necessary. No
construction materials shall be buried on site. All solid waste must be disposed if of in accordance with
the MPCA disposal requirements
b. Describe practices for storage of pesticides, herbicides, insecticides, fertilizers, treatment chemical, and
landscape materials:
Pesticides, Fertilizers, etc. will be applied only in the minimum amounts as recommended by the
manufacturer. Once applied, the potential pollutions will be worked into the soil to limit the exposure to
stormwater.
c. Describe practices for storage and disposal of hazardous materials or toxic waste (e.g., oil, fuel, hydraulic
fluids, paint solvents, petroleum-based products, wood preservative, additives, curing compounds, and acids)
according to Minn. R. ch. 7045, including restricted access and secondary containment:
• All hazardous materials like oil, gasoline and paint must be properly stored. To prevent spills
and leaks, secondary containment is necessary for hazardous materials.
• A leak proof containment facility shall be used for fuel storage tanks to prevent any leakage from
infiltrating the ground.
• An effort will be made to store only enough products to do the required job.
• All materials stored on site will be stored in a neat and orderly manner.
• All products will be kept in their original container, with the original labels still attached, unless
they are not re-sealable.
• Substances will not be mixed with one another unless recommended by the manufacturer.
• Whenever possible all of a product will be used up before disposing of a container.
• Manufacturers’ recommendations for proper disposal will be followed.
• The site superintendent will routinely inspect the site to ensure proper disposal of all on site
materials.
d. Describe collection, storage and disposal of solid waste in compliance with Minn. R. ch. 7035:
All trash and construction debris from the site will be collected and deposited in a dumpster. A dumpster
will be required for each new home constructed. The dumpsters shall be emptied as necessary. No
construction materials shall be buried on site. All solid waste must be disposed if of in accordance with
the MPCA disposal requirements.
e. Describe management of portable toilets to prevent tipping and disposal of sanitary wastes in accordance with
Minn. R. ch. 7040:
Portable Toilets must be in accordance with the above referenced standard.
f. Describe spill prevention and response for fueling and equipment or vehicle maintenance:
The following materials and/or substances are expected to be present onsite during construction-
Fertilizers, Petroleum Based Products,Cleaning Solvents, Detergents, Adhesive Solvents, Wood
Product Specific Practices –
Petroleum Products: All onsite vehicles and equipment will be monitored for leaks and receive regular
preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in a
tightly sealed container, which is clearly labeled. Any asphalt substances used onsite will be applied
according to the manufacturer’s recommendations.
Fertilizers: Fertilizers will be applied only in the minimum amounts as recommended by the
manufacturer. Once applied, the fertilizer will be worked into the soil to limit the exposure to stormwater.
Page 9 of 10
Spill Control Practices –
• All spills will be cleaned up immediately after discovery, in accordance with the manufacturer’s
recommended methods.
• The spill area will be kept well ventilated.
• Spills of toxic or hazardous materials must be reported to the Minnesota Duty Officer 1-800-422-0798.
• A log of the spill type, location, date, and time will be created by the job superintendent. The spill
prevention plan will be adjusted to include measures to prevent this type of spill from reoccurring.
g. Describe containment and disposal of vehicle and equipment wash water and prohibiting engine degreasing on
the site:
External washing of trucks and other construction vehicles must be limited to a defined area of the site.
Runoff must be contained and waste properly disposed of. No engine degreasing is allowed on site.
h. Describe storage and disposal of concrete and other washout wastes so that wastes do not contact the ground:
A leak proof containment facility shall be used for all liquid and solid wastes generat ed by concrete
washout operations. Liquid and solid wastes shall not come in contact with the ground and must be
disposed of in accordance with the MPCA.
IX. Final Stabilization
a. Describe method of final stabilization (permanent cover) of all disturbed areas:
All areas disturbed by construction shall be stabilized from erosion as soon as possible
and not later than the end of the next business day following substantial completion of
grading in that area. Temporary or permanent seed and mulch shall cover all exposed
soils if grading completion is delayed longer than 7 days.
General temporary seed shall be mndot mix 21-112 @ 100 lbs. per acre or approved
equal. Permanent seed shall be mndot mix 34-271 @ 12 lbs. per acre , 35-241 @ 36.5
lbs per acre 22-112 @ 40 lbs per acre or approved equal. (planting dates per spec 2575)
mulch shall be mndot type 1 (clean oat straw) @ 2 tons per acre and disk anchored in
place or approved equal. Fertilizer shall be 80-80-80 npk per acre (unless P restrictions
apply) and incorporated into the seed bed.
All temporary erosion and sediment control measures shall be properly disposed of within
thirty (30) days after final site stabilization is achieved or after the temporary measures are
no longer needed.
b. Describe procedures for completing final stabilization and terminating permit coverage (see Part IV.G.1-5):
The contractor must ensure final stabilization of the site. The contractor must submit a
notice of termination (NOT) within 30 days after final stabilization is complete, or another
owner/operator (permittee) has assumed control of all areas of the site that have not
undergone final stabilization. Final Stabilization can be achieved when:
All soil disturbing activities at the site have been completed and all soils must be stabilized
by a uniform perennial vegetative cover with a density of 70 percent over the entire
pervious surface area, or other equivalent means necessary to prevent soil failure under
erosive conditions and;
a. All drainage ditches, constructed to drain water from the site after construction is
complete, must be stabilized to preclude erosion;
b. All temporary synthetic, and structural erosion prevention and sediment control bmps
(such as silt fence) must be removed as part of the site final stabilization; and
c. The contractors must clean out all sediment from conveyances and from temporary
sedimentation basins that are to be used as permanent water quality management
basins. Sediment must be stabilized to prevent it from being washed back into the
basin, conveyances or drainage ways discharging off-site or to surface waters. The
clean out of permanent basins must be sufficient to return the basin to design capacity.
Page 10 of 10
X. RPBLWD Requirements.
1. PROPOSED EROSION CONTROL CAN BE FIELD FIT AND ADJUSTED AS NEEDED WITH
WATERSHED/INSPECTOR. IF CHANGES ARE NEEDED/MADE, DOCUMENT ON PLAN AND KEEP ON
RECORD.
2. CONSTRUCTION ACTIVITIES ARE TO BE COMPLETED DURING WINTER CONDITIONS. CONTINUE TO
ADJUST EROSION CONTROL MEASURES ACCORDING TO FIELD CONDITIONS.
3. NATURAL TOPOGRAPHY AND SOIL CONDITIONS MUST BE PROTECTED, INCLUDING RETENTION
ONSITE OF NATIVE TOPSOIL TO THE GREATEST EXTENT POSSIBLE.
4. FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR
ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE
TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED.
5. CONSTRUCTION SITE WASTE SUCH AS DISCARDED BUILDING MATERIALS, CONCRETE TRUCK
WASHOUT, CHEMICALS, LITTER AND SANITARY WASTE MUST BE PROPERLY MANAGED.
6. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE MAINTAINED UNTIL
COMPLETION OF CONSTRUCTION AND VEGETATION IS ESTABLISHED SUFFICIENTLY TO ENSURE
STABILITY OF THE SITE, AS DETERMINED BY THE DISTRICT.
7. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVED UPON FINAL
STABILIZATION.
8. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVIOUS UPON
COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED TO ACHIEVE A SOIL COMPACTION
TESTING PRESSURE OF LESS THAN 1,400 KILOPASCALS OR 200 POUNDS PER SQUARE INCH IN THE
UPPER 12 INCHES OF THE SOIL PROFILE WHILE TAKING CARE TO PROTECT UTILITIES, TREE ROOTS,
AND OTHER EXISTING VEGETATION.
9. ALL DISTURBED AREAS MUST BE STABILIZED WITHIN 7 CALENDAR DAYS AFTER LAND-DISTURBING
WORK HAS TEMPORARILY OR PERMANENTLY CEASED ON A PROPERTY THAT DRAINS TO AN
IMPAIRED WATER, WITHIN 14 DAYS ELSEWHERE.
10. THE PERMITTEES MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES
AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY
DAY WORK IS PERFORMED ON THE SITE AND AT LEAST WEEKLY UNTIL LAND-DISTURBING ACTIVITY
HAS CEASED. THEREAFTER, THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AT LEAST
WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEES WILL MAINTAIN A LOG OF
ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST.
Note:
-Orange circle is a 1-mile radius of project location.
- Pin in center of circle is project location.
__
_________________________________________________________________________________
___
__
______
_______
Erosion and Sediment
Control Inspection Report Form
Project Name and Location:
Weather:
Rain in the last 24 hours (inches):
Owner/Permittee:
A. Beginning Date of Current Construction:
B. Current Construction/Active Areas:
C. Problem Areas/Special Observations (*ONLY - Note the problem areas below*)
BMP
Location
Observations, Effectiveness &
Corrective Actions Ordered
Corrective Actions
Needed By
D. Listing of Areas where construction operations have permanently or temporarily stopped:
E. Have items noted on last inspection been corrected? YES NO (If no, Explain):
NOTE: Inspection comments above indicate deficiencies only. Deficiencies must be corrected, unless otherwise noted. All other
Pollution Control Measures on site are considered to be in good working condition
Inspector Signature
Date of Inspection
□ Borrow Areas
□ General Site Condition (trash, etc.)
□ Erosion Blankets, Hydromulch/Seed, etc
□ Stabilized Construction Entrance
□ Sediment Basins & Discharge Locations □ Sediment Barriers (i.e.: ditch checks)
□ Seed/Sod Areas Pollution Control Measures Checklist:
□ Inlet Barrier (i.e.: gravel bags)
6 GOALS:
• No sediment leaves the site
• Lines of defense everywhere & always
• Cover quickly
• Protect the swale
• Ditch and channel
• Inspect, clean and
fix
SB-3
Haugo GeoTechnical Services
2825 Cedar Avenue South
Minneapolis, MN 55407
Figure #: 1
Drawn By: NA
Date: 5/12/2021
Scale: None
Project #: 21-0364
Soil Boring Location Sketch
Erhart Property
Chanhassen, Minnesota
SB-2
SB-4
SB-5
SB-6
SB-1
Legend
Approximate Soil Boring Location
Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.
HGTS# 21-0364
Figure 2: GPS Boring Locations
Referencing Minnesota County Coordinates Basis – Carver County
Boring Number Elevation
(US Survey Feet)
Northing
Coordinate
Easting
Coordinate
SB-1 878.2 169958.73 558705.895
SB-2 909.4 170790.608 558840.498
SB-3 903.4 170710.096 558778.512
SB-4 895.5 170330.988 558759.472
SB-5 879.5 170102.807 558557.468
SB-6 896.5 169801.079 558426.041
DRAFTSubject to RevisionSandy Lean Clay, trace Roots, black, wet. (Topsoil)
(SC-SM) Silty Clayey Sand, fine to coarse grained, trace Gravel,
gray, waterbearing, very loose to loose. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, medium
to rather stiff. (Glacial Till)
Bottom of borehole at 14.5 feet.
AU
1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
1-1-1
(2)
2-2-2
(4)
3-3-4
(7)
2-12-18
(30)
2-13-18
(31)
2-2-6
(8)
NOTES
GROUND ELEVATION 878.2 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING 3.30 ft / Elev 874.90 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-1
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff.
(Glacial Till)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
moist, medium dense. (Glacial Till)
Bottom of borehole at 14.5 feet.
AU
8
SS
9
SS
10
SS
11
SS
12
SS
13
SS
14
2-4-6
(10)
6-18-12
(30)
7-7-7
(14)
6-6-8
(14)
6-9-11
(20)
5-8-12
(20)
NOTES
GROUND ELEVATION 909.4 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-2
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, trace Roots, black, wet. (Topsoil)
(CL) Lean Clay, brown, wet, stiff to very stiff. (Glacial Till)
(ML) Silty Sand, brown, moist, medium dense. (Glacial Till)
(CL-ML) Sily clay, brown, moist, very stiff. (Glacial Till)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown,
medium dense. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
15
SS
16
SS
17
SS
18
SS
19
SS
20
SS
21
SS
22
6-8-10
(18)
2-6-8
(14)
8-12-11
(23)
8-10-12
(22)
4-8-11
(19)
1-8-11
(19)
7-10-11
(21)
NOTES
GROUND ELEVATION 903.4 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-3
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Roots, black, wet. (Topsoil)
(SC) Clayey Sand, fine to medium grained, trace Gravel, loose to
medium dense. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, wet, stiff. (Glacial Till)
Bottom of borehole at 14.5 feet.
AU
23
SS
24
SS
25
SS
26
SS
27
SS
28
SS
29
3-3-5
(8)
2-8-8
(16)
6-7-9
(16)
4-5-8
(13)
4-7-8
(15)
6-6-8
(14)
NOTES
GROUND ELEVATION 895.5 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-4
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSilty Clay, black, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown and gray, wet, soft to
medium. (Glacial Till)
(SC) Clayey Sand, fine to medium grained, trace Gravel, Sand
Seam at 10 feet, brown and gray, waterbearing, medium dense.
(Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial
Till)
Bottom of borehole at 14.5 feet.
AU
30
SS
31
SS
32
SS
33
SS
34
SS
35
SS
36
1-1-1
(2)
1-3-3
(6)
3-5-6
(11)
3-5-7
(12)
3-5-7
(12)
3-5-6
(11)
NOTES
GROUND ELEVATION 879.5 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING 10.80 ft / Elev 868.70 ft
AT END OF DRILLING ---
AFTER DRILLING ---
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-5
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
DRAFTSubject to RevisionSandy Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft to
rather stiff. (Glacial Till)
(SC) Clay Sand, fine to medium grained, trace gravel, brown,
moist, loose. (Glacial Till)
(CL-ML) Sandy Clay, black, wet, rather stiff. (Glacil Till)
Bottom of borehole at 14.5 feet.
AU
37
SS
38
SS
39
SS
40
SS
41
SS
42
SS
43
2-2-4
(6)
2-2-3
(5)
3-4-5
(9)
2-4-5
(9)
3-5-6
(11)
3-6-6
(12)
NOTES
GROUND ELEVATION 896.5 ft
LOGGED BY
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 4/14/21 COMPLETED 4/14/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-6
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 5/12/21 14:52 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
August 2, 2021 HGTS Project Number: 21-0364
Mr. Dan Blake
Black Cherry Development, LLC
14500 Martin Drive #3000
Eden Prairie, MN 55344
RE: Double Ring Infiltrometer Test Results, Erhart Property Residential Development,
Chanhassen, Minnesota.
Dear Mr. Blake:
We have completed the double ring infiltrometer tests and soil borings for the proposed stormwater
pond within the Erhart Property Residential Development in Chanhassen, Minnesota. This letter
provides a summary of the soil and groundwater conditions encountered in the soil borings and
provides soil infiltration rates for use in designing the proposed stormwater ponds.
Our services were performed as requested and authorized by you and under the terms of our General
Conditions.
Project Description
Haugo Geotechnical Services (HGTS) recently competed a geotechnical exploration for the project the
results of which were presented in our report dated May 22, 2021. The report presented the results of
6 soil boring and provided recommendation foundation design and construction. The report also
provided estimated soil infiltration rates for use in stormwater pond design.
Since completion of the report, we understand that the City of Chanhassen and/or the watershed
district required double ring infiltrometer teats and soil borings to further evaluate soil conditions
within the stormwater ponds.
Documents Provided
To aid in our evaluation, we were provided with a plan sheet titled “Erhart Farm Infiltration Test”
that was prepared by Alliant Engineering dated June 28, 2021. In general, the plan sheet showed a
layout of the development and the proposed and existing topographic contours. The proposed soil
boring locations and double ring infiltrometer test locations along with the required soil boring depths
and double ring test elevations were also shown on the plan sheet.
Locations and Elevations
The soil boring and double ring test locations were selected and staked in the field by Alliant
Engineering. Ground surface elevations at the boring locations and double ring infiltrometer test
locations were also provided by Alliant Engineering.
P a g e | 2
Procedures
Soil Borings Two (2) standard penetration test (SPT) borings were advanced on July 21, 2021 by
Haugo GeoTechnical Services (HGTS) with a rotary drilling rig, using continuous flight augers to
advance the borehole. Representative samples were obtained from the boring, using the split-barrel
sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel
sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140-pound
hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12
inches of an 18-inch penetration is recorded as the standard penetration resistance value, or “N” value.
The results of the standard penetration tests are indicated on the boring log.
The soils encountered in the SPT boring were classified in general accordance with ASTM 2488,
“Description and Identification of Soils (Visual/Manual Procedures)”. Samples were placed in clean
glass sample jars and returned to the laboratory at HGTS for laboratory moisture content testing and
percent passing the #200 sieve (P-200).
A field log of the boring was prepared by the HGTS drill crew. The log contains visual classifications
of the soil materials encountered during drilling, as well as the driller’s interpretation of the subsurface
conditions between samples and water observation notes. The final boring log included with this
report represents an interpretation of the field log and includes modifications based on visual/manual
method observation of the samples.
The soil boring log, general terminology for soil description and identification, and classification of
soils for engineering purposes are also included in the appendix. The soil boring log identifies and
describes the materials encountered, the relative density of consistency based on the Standard
Penetration resistance (N-value, “blows per foot”) and groundwater observations.
The strata changes were inferred from the changes in the samples and auger cuttings. The depths
shown as changes between strata are only approximate. The changes are likely transitions, variations
can occur beyond the location of the boring.
Double Ring Infiltrometer Tests Two (2) double ring infiltration tests were performed on July 21, 2021
to measure in-situ soil permeability and were performed in general accordance with ASTM D3385-18,
“Standard Test Method for Infiltration Rate of Soils in Field Using Double-Ring Infiltrometer”.
Results of the double ring infiltrometer test are summarized in the Table 2 in the “Results” section
below. A copy of the test results and a sketch showing the approximate test location is attached.
Results - Soil Borings
Soils The soil boring encountered about 1 foot of sandy lean clay topsoil that was dark brown in color
and contained some roots.
Below the topsoil, the soil borings encountered glacial till deposits composed of sandy lean clay and
clayey sand that extended to the termination depth of the boring.
Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring log, within the
glacial till ranged from 10 to 19 bpf. These values indicate the glacial till had a rather stiff to very stiff
consistency.
P a g e | 3
Groundwater Groundwater was not encountered in the soil boring while drilling or after removing
the augers from the boreholes. Groundwater appears to be below the depth explored by these borings.
Water levels were measured on the dates as noted on the boring logs and the period of water level
observations was relatively short. Given the cohesive nature of the soil encountered, it is possible that
insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic
level. Groundwater monitoring wells or piezometers would be required to more accurately determine
water levels. Seasonal and annual fluctuations in the groundwater levels should be expected.
Laboratory Testing Laboratory moisture content and percent passing the number 200 sieve (P-200)
content tests were performed on selected samples recovered from soil boring SB-8. Moisture contents
ranged from about 16 to 19 percent. The P-200 content is a measure of the silt and clay sized particles
(fines) in the soils which can affect soil infiltration rates. In general, the greater the P-200 content of a
sample the less permeable the soils will be. Table 1 summarizes the results of the laboratory tests.
Results of the moisture content tests and P-200 tests are also shown on the boring logs adjacent to the
sample tested.
Table 1. Summary of Laboratory Tests
Boring Number Sample
Number
Depth
(feet)
Moisture Content
(%) *
P-200 Content
(%) *
SB-8 SS-54 5 16 53
SB-8 SS-55 7 ½ 17 52
SB-8 SS-57 12 ½ 19 54 ½
*Moisture content and P-200 values rounded to the nearest ½ percent.
Results - Double Ring Infiltrometer Tests
Double ring infiltrometer test results are summarized in Table 2. Columns 3 and 4 of the provide an
average infiltration rate and a stabilized infiltration rate, respectively, for each test. The “average”
infiltration rate represents the average infiltration rate across the entire duration of each test. The
initial phase of the test generally measures the “saturation” of the subgrade soils which typically
results in a higher indicated infiltration rate. For that reason, the stabilized infiltration rate, which is
typically the last hour, approximately, of the tests is typically used for design purposes.
Table 2. Summary of Double Ring Infiltrometer Results
Test Location Approximate Test
Elevation
Average Infiltration
Rate (inches/hour)*
Stabilized
Infiltration Rate
(inches/hour)*
INF 1 881.2 2.7 2.2
INF-2 882.0 0.2 0.1
* = Test results were rounded to the nearest 0.1 inch/hour
General
Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar
circumstance by members of the profession currently practicing in this locality. No warranty
expressed or implied is made.
Haugo GeoTechnical Services does not practice in the field of surveying therefore the locations and
elevations referenced or described above should be considered approximate.
P a g e | 4
The analyses presented in this report are based on data obtained from a limited number of tests.
Variations can occur away from the test locations, the nature of which may not become apparent until
additional exploration work is completed or construction is conducted. It should also be noted that
soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or
introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local
groundwater levels. These variations may result in additional construction costs and it is suggested
that a contingency be provided for this purpose.
We made water level measurements in the soil borings at the times and under the conditions stated
on the boring logs. The data was interpreted in the text of this report. The period of observation was
relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding,
irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the
observations were made. Design drawings and specifications and construction planning should
recognize the possibility of fluctuations.
Thank you for the opportunity to assist you on this project. If you have any questions or need
additional information, please contact Lucas Mol or Paul Gionfriddo at 612-729-2959.
Sincerely,
HAUGO GEOTECHNICAL SERVICES
Lucas Mol
Project Manager
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.
Paul Gionfriddo, P.E.
Senior Engineer
License Number 23093
Attachments: Soil Boring & Double Ring Infiltrometer Location Sketch
Soil Boring Logs, SB-7 & SB-8
Descriptive Terminology of Soil Characteristics
Double Ring Infiltrometer Test Results, INF-1 & INF-2
Haugo GeoTechnical
Services, LLC
2825 Cedar Avenue S.
Minneapolis, MN 55407
Figure #: 1
Drawn By: NA
Date: 7/28/2021
Scale: None
Project #: 21-0364
Soil Boring and INF Location Sketch
Erhart Property
Chanhassen, Minnesota
Legend
Approximate Soil Boring and INF Location
Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.
SB-7
INF-2 INF-1
SB-8
Sandy Lean Clay, trace Roots, dark brown, moist. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff.
(Glacial Till)
(SC) Clayey Sand, fine to medium grained, trace Gravel, brown
and gray, moist, medium dense. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
44
SS
45
SS
46
SS
47
SS
48
SS
49
SS
50
SS
51
4-5-5
(10)
4-6-7
(13)
3-5-7
(12)
3-6-9
(15)
4-6-9
(15)
6-6-8
(14)
6-9-10
(19)
NOTES
GROUND ELEVATION 905 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 7/21/21 COMPLETED 7/21/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING ---
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-7
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 8/2/21 09:09 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Roots, dark brown, moist. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, wet, stiff. (Glacial Till)
P-200=53%
P-200=52%
P-200=54.5
(CL) Sandy Lean Clay, trace Gravel, gray, wet, rather stiff. (Glacial
Till)
Bottom of borehole at 21.0 feet.
AU
52
SS
53
SS
54
SS
55
SS
56
SS
57
SS
58
SS
59
5-6-9
(15)
5-7-8
(15)
5-7-8
(15)
5-7-9
(16)
3-6-10
(16)
3-6-10
(16)
3-5-7
(12)
16
17
19
NOTES
GROUND ELEVATION 887.1 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS - 750 GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 7/21/21 COMPLETED 7/21/21
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING ---
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DEPTH(ft)0
5
10
15
20 GRAPHICLOGMATERIAL DESCRIPTION
SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE
20 40 60 80
MOISTURE CONT.(%)NOTESPAGE 1 OF 1
BORING NUMBER SB-8
CLIENT Black Cherry Development LLC
PROJECT NUMBER 21-0364
PROJECT NAME Erhart Property
PROJECT LOCATION Chanhassen, MN
GEOTECH BH PLOTS - GINT STD US LAB.GDT - 8/2/21 09:09 - C:\USERS\HGTS 3\DROPBOX (HGTS)\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\21-0364 ERHART PROPERTY.GPJHaugo GeoTechnical Services
2825 Cedar Ave South
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Constants Area cm2
Depth of
Liquid
(cm)
Liquid
Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
(ml)
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (cm)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 7/21/2021 12:15 0:15 63.0
End Test 7/21/2021 12:30 0:15 n/a n/a
Start Test 7/21/2021 12:30 0:15 63.0
End Test 7/21/2021 12:45 0:30 n/a n/a
Start Test 7/21/2021 12:45 0:15 63.0
End Test 7/21/2021 13:00 0:45 n/a n/a
Start Test 7/21/2021 13:00 0:15 63.0
End Test 7/21/2021 13:15 1:00 n/a n/a
Start Test 7/21/2021 13:15 0:15 63.0
End Test 7/21/2021 13:30 1:15 n/a n/a
Start Test 7/21/2021 13:30 0:15 63.0
End Test 7/21/2021 13:45 1:30 n/a n/a
Start Test 7/21/2021 13:45 0:15 63.0
End Test 7/21/2021 14:00 1:45 n/a n/a
Start Test 7/21/2021 14:00 0:15 63.0
End Test 7/21/2021 14:15 2:00 n/a n/a
Start Test 7/21/2021 14:30 0:00 63.0
End Test 7/21/2021 14:30 2:00 n/a n/a
Start Test 7/21/2021 14:30 0:15 63.0
End Test 7/21/2021 14:45 2:15 n/a n/a
Start Test 7/21/2021 14:45 0:15 63.0
End Test 7/21/2021 15:00 2:30 n/a n/a
Start Test 7/21/2021 15:00 0:15 63.0
End Test 7/21/2021 15:15 2:45 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 12:15
End Test 15:15 3:00
0.00
0.00
0.00
0.00
2.16
Total Infiltration in Inches (3 Hour Test)Final
Results
21
24
23
18 0.00
20
0.00
2.16
0.00
2.16
2.16
2.16
2.16
2.16
2.16
2.16
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 1000 3000 2.16
0.00
0.00
0.00
0.00
13 0.00
0.00
16
8 1000 3000 2.16
0.0015
11 1000 3000
10 1000
0.0014
2.16
3000 2.16
12 1000 3000 2.16
7 1000 3000 2.16 2.16
6 1000 3000 2.16
5 1000 3000 2.16
4 1000 3000
3 1000 6000 2.16
4.32
4.32
2.16
6000 4.32
1 3000 6000 6.48
2000
2.16
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364
Soil Type:
Test Location:
Silty Sands
881.2INF 1 East Test
Trial #
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
M. Swanson Water
4.32
3.782
15000 45000 2.70 2.70 8.10
0.00 0.00
Constants Area cm2
Depth of
Liquid
(cm)
Liquid
Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
(ml)
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (cm)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 7/21/2021 12:15 0:15 63.0
End Test 7/21/2021 12:30 0:15 n/a n/a
Start Test 7/21/2021 12:30 0:15 63.0
End Test 7/21/2021 12:45 0:30 n/a n/a
Start Test 7/21/2021 12:45 0:15 63.0
End Test 7/21/2021 13:00 0:45 n/a n/a
Start Test 7/21/2021 13:00 0:15 63.0
End Test 7/21/2021 13:15 1:00 n/a n/a
Start Test 7/21/2021 13:15 0:15 63.0
End Test 7/21/2021 13:30 1:15 n/a n/a
Start Test 7/21/2021 13:30 0:15 63.0
End Test 7/21/2021 13:45 1:30 n/a n/a
Start Test 7/21/2021 13:45 0:15 63.0
End Test 7/21/2021 14:00 1:45 n/a n/a
Start Test 7/21/2021 14:00 0:15 63.0
End Test 7/21/2021 14:15 2:00 n/a n/a
Start Test 7/21/2021 14:30 0:00 63.0
End Test 7/21/2021 14:30 2:00 n/a n/a
Start Test 7/21/2021 14:30 0:15 63.0
End Test 7/21/2021 14:45 2:15 n/a n/a
Start Test 7/21/2021 14:45 0:15 63.0
End Test 7/21/2021 15:00 2:30 n/a n/a
Start Test 7/21/2021 15:00 0:15 63.0
End Test 7/21/2021 15:15 2:45 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 12:15
End Test 15:15 3:00
0.00
0.00
0.00
0.00
0.11
Total Infiltration in Inches (3 Hour Test)Final
Results
21
24
23
18 0.00
20
0.00
0.11
0.00
0.36
0.36
0.36
0.36
0.36
0.36
0.36
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 50 500 0.11
0.00
0.00
0.00
0.00
13 0.00
0.00
16
8 50 500 0.11
0.0015
11 50 500
10 50
0.0014
0.11
500 0.11
12 50 500 0.11
7 50 500 0.11 0.36
6 50 500 0.11
5 50 500 0.11
4 50 500
3 50 1000 0.11
0.72
0.72
0.36
1000 0.54
1 250 1000 0.54
250
0.11
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364
Soil Type:
Test Location:
Silty Sands
882.0INF 2 West Test
Trial #
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
J. Fitzpatrick Water
0.72
0.322
1000 7500 0.18 0.45 0.54
0.00 0.00
Haugo GeoTechnical
Services, LLC
2825 Cedar Avenue S.
Minneapolis, MN 55407
Figure #: 1
Drawn By: LM
Date: 9/24/2021
Scale: None
Project #: 21-0364
Soil Boring and INF Location Sketch
Erhart Property – Additional Infiltration Tests
Chanhassen, Minnesota
Legend
Approximate Infiltration Test Location
Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification.
INF-3 INF-4
INF-2
INF-1
Constants Area cm2
Depth of
Liquid
(cm)
Liquid Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (in)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 9/27/2021 9:00 0:15 63.0
End Test 9/27/2021 9:15 0:15 n/a n/a
Start Test 9/27/2021 9:15 0:15 63.0
End Test 9/27/2021 9:30 0:30 n/a n/a
Start Test 9/27/2021 9:30 0:15 63.0
End Test 9/27/2021 9:45 0:45 n/a n/a
Start Test 9/27/2021 9:45 0:15 63.0
End Test 9/27/2021 10:00 1:00 n/a n/a
Start Test 9/27/2021 10:00 0:15 63.0
End Test 9/27/2021 10:15 1:15 n/a n/a
Start Test 9/27/2021 10:15 0:15 63.0
End Test 9/27/2021 10:30 1:30 n/a n/a
Start Test 9/27/2021 10:30 0:15 63.0
End Test 9/27/2021 10:45 1:45 n/a n/a
Start Test 9/27/2021 10:45 0:15 63.0
End Test 9/27/2021 11:00 2:00 n/a n/a
Start Test 9/27/2021 11:00 0:15 63.0
End Test 9/27/2021 11:15 2:15 n/a n/a
Start Test 9/27/2021 11:15 0:15 63.0
End Test 9/27/2021 11:30 2:30 n/a n/a
Start Test 9/27/2021 11:30 0:15 63.0
End Test 9/27/2021 11:45 2:45 n/a n/a
Start Test 9/27/2021 11:45 0:15 63.0
End Test 9/27/2021 12:00 3:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 9:00
End Test 12:00 3:00
0.00
0.22
61, Sunny
2
800 0 0.14 0.00 0.43
0.00 0.00
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
Water at 8" below test grade,
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
N. Curtis Water
0 0.00
1 200 0 0.43
0
0.43
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364 Erhart Property, North Basin
Soil Type:
Test Location:877INF-1
Trial #
0.00
0.00
0.00
5 0 0 0.00
4 200 0
3 0 0 0.00
0.43
7 0 0 0.00 0.00
6 0 0 0.00
8 200 0 0.43
0.0015
11 0 0
10 0
0.0014
0.00
0 0.00
12 200 0
0.00
0.00
0.00
0.00
13 0.00
0.00
16
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 0 0 0.00
0.11
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Final
Results
21
24
23
18 0.00
20
0.00
0.00
0.00
0.00
0.00
0.11
Total Infiltration in Inches (3 Hour Test)
Constants Area cm2
Depth of
Liquid
(cm)
Liquid Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (in)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 9/24/2021 14:15 0:15 63.0
End Test 9/24/2021 14:30 0:15 n/a n/a
Start Test 9/24/2021 14:30 0:15 63.0
End Test 9/24/2021 14:45 0:30 n/a n/a
Start Test 9/24/2021 14:45 0:15 63.0
End Test 9/24/2021 15:00 0:45 n/a n/a
Start Test 9/24/2021 15:00 0:15 63.0
End Test 9/24/2021 15:15 1:00 n/a n/a
Start Test 9/24/2021 15:15 0:15 63.0
End Test 9/24/2021 15:30 1:15 n/a n/a
Start Test 9/24/2021 15:30 0:15 63.0
End Test 9/24/2021 15:45 1:30 n/a n/a
Start Test 9/24/2021 15:45 0:15 63.0
End Test 9/24/2021 16:00 1:45 n/a n/a
Start Test 9/24/2021 16:00 0:15 63.0
End Test 9/24/2021 16:15 2:00 n/a n/a
Start Test 9/24/2021 16:15 0:15 63.0
End Test 9/24/2021 16:30 2:15 n/a n/a
Start Test 9/24/2021 16:30 0:15 63.0
End Test 9/24/2021 16:45 2:30 n/a n/a
Start Test 9/24/2021 16:45 0:15 63.0
End Test 9/24/2021 17:00 2:45 n/a n/a
Start Test 9/24/2021 17:00 0:15 63.0
End Test 9/24/2021 17:15 3:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 14:15
End Test 17:15 3:00
3.60
4.32
54, Cloudy
54, Cloudy2
18600 39500 3.35 2.37 10.05
0.00 0.00
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
not encountered at 36"
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
N. Curtis Water
4000 4.32
1 2500 5000 5.40
2000
3.24
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364 Erhart Property, West Basin
Soil Type:
Test Location:904.3INF-2
Trial #
54, Cloudy
2.88
2.52
54, Cloudy2.16
5 1500 3000 3.24
4 1500 3000
3 2000 3500 4.32
2.81
7 1300 3000 2.81 2.16
6 1300 3000 2.81
8 1300 3000 2.81
0.0015
11 1300 3000
10 1300
0.0014
2.81
3000 2.81
12 1300 3000
0.00
0.00
0.00
0.00
13 0.00
0.00
16
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 1300 3000 2.81
2.92
0.00
2.16
2.16
2.16
2.16
2.16
2.16
54, Cloudy
54, Cloudy2.16
54, Cloudy
54, Cloudy
Final
Results
21
24
54, Cloudy
54, Cloudy
54, Cloudy
23
18 0.00
20
0.00
0.00
0.00
0.00
0.00
2.81
Total Infiltration in Inches (3 Hour Test)
54, Cloudy
Constants Area cm2
Depth of
Liquid
(cm)
Liquid Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (in)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 9/24/2021 10:45 0:15 63.0
End Test 9/24/2021 11:00 0:15 n/a n/a
Start Test 9/24/2021 11:00 0:15 63.0
End Test 9/24/2021 11:15 0:30 n/a n/a
Start Test 9/24/2021 11:15 0:15 63.0
End Test 9/24/2021 11:30 0:45 n/a n/a
Start Test 9/24/2021 11:30 0:15 63.0
End Test 9/24/2021 11:45 1:00 n/a n/a
Start Test 9/24/2021 11:45 0:15 63.0
End Test 9/24/2021 12:00 1:15 n/a n/a
Start Test 9/24/2021 12:00 0:15 63.0
End Test 9/24/2021 12:15 1:30 n/a n/a
Start Test 9/24/2021 12:15 0:15 63.0
End Test 9/24/2021 12:30 1:45 n/a n/a
Start Test 9/24/2021 12:30 0:15 63.0
End Test 9/24/2021 12:45 2:00 n/a n/a
Start Test 9/24/2021 12:45 0:15 63.0
End Test 9/24/2021 13:00 2:15 n/a n/a
Start Test 9/24/2021 13:00 0:15 63.0
End Test 9/24/2021 13:15 2:30 n/a n/a
Start Test 9/24/2021 13:15 0:15 63.0
End Test 9/24/2021 13:30 2:45 n/a n/a
Start Test 9/24/2021 13:30 0:15 63.0
End Test 9/24/2021 13:45 3:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 10:45
End Test 13:45 3:00
4.32
4.05
59, Cloudy
59, Cloudy2
16000 32000 2.88 1.92 8.64
0.00 0.00
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
not encountered at 36"
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
N. Curtis Water
5000 4.32
1 2500 6000 5.40
2000
3.24
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364 Erhart Property, South Basin
Soil Type:
Test Location:880.4INF-3 West Side
Trial #
59, Cloudy
3.60
3.24
59, Cloudy2.16
5 1500 2500 3.24
4 1500 3000
3 1500 4500 3.24
2.16
7 1000 1500 2.16 1.08
6 1000 2000 2.16
8 1000 1500 2.16
0.0015
11 1000 1500
10 1000
0.0014
2.16
1500 2.16
12 1000 1500
0.00
0.00
0.00
0.00
13 0.00
0.00
16
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 1000 1500 2.16
2.43
0.00
1.08
1.08
1.08
1.08
1.44
1.80
54, Cloudy
54, Cloudy1.08
59, Cloudy
59, Cloudy
Final
Results
21
24
59, Cloudy
59, Cloudy
54, Cloudy
23
18 0.00
20
0.00
0.00
0.00
0.00
0.00
2.16
Total Infiltration in Inches (3 Hour Test)
54, Cloudy
Constants Area cm2
Depth of
Liquid
(cm)
Liquid Container
Number
Inner Ring 729 11.0 1
Elevation:Annular Space 2189 11.0 2
Liquid:
Remarks
Inner Ring
Reading cm
Inner
Maroitte
Tube Flow
Annular Space
Reading cm
Annular Space
Marriotte Tube
Flow (ml)
Inner Infiltration
Rate (Inch/h)
Annular
Infiltration Rate
(Inch/h)
Ground Temp
Depth (in)
Temp at
Depth (F)
Weather conditions
Etc...
Hourly Inner
Infiltration Rate
(Inch/h)
Start Test 9/24/2021 10:15 0:15 63.0
End Test 9/24/2021 10:30 0:15 n/a n/a
Start Test 9/24/2021 10:30 0:15 63.0
End Test 9/24/2021 10:45 0:30 n/a n/a
Start Test 9/24/2021 10:45 0:15 63.0
End Test 9/24/2021 11:00 0:45 n/a n/a
Start Test 9/24/2021 11:00 0:15 63.0
End Test 9/24/2021 11:15 1:00 n/a n/a
Start Test 9/24/2021 11:15 0:15 63.0
End Test 9/24/2021 11:30 1:15 n/a n/a
Start Test 9/24/2021 11:30 0:15 63.0
End Test 9/24/2021 11:45 1:30 n/a n/a
Start Test 9/24/2021 11:45 0:15 63.0
End Test 9/24/2021 12:00 1:45 n/a n/a
Start Test 9/24/2021 12:00 0:15 63.0
End Test 9/24/2021 12:15 2:00 n/a n/a
Start Test 9/24/2021 12:15 0:15 63.0
End Test 9/24/2021 12:30 2:15 n/a n/a
Start Test 9/24/2021 12:30 0:15 63.0
End Test 9/24/2021 12:45 2:30 n/a n/a
Start Test 9/24/2021 12:45 0:15 63.0
End Test 9/24/2021 13:00 2:45 n/a n/a
Start Test 9/24/2021 13:00 0:15 63.0
End Test 9/24/2021 13:15 3:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 0:00 63.0
End Test 0:00 n/a n/a
Start Test 10:15
End Test 13:15 3:00
0.00
0.00
0.00
0.00
3.24
Total Infiltration in Inches (3 Hour Test)
59, Cloudy
59, Cloudy
59, Cloudy
Final
Results
21
24
59, Cloudy
59, Cloudy
59, Cloudy
23
18 0.00
20
0.00
3.24
0.00
1.80
1.80
1.80
1.80
2.16
2.52
59, Cloudy
59, Cloudy1.80
22
0.00
0.00
19 0.00 0.00
0.00
0.00170.00
0.00
9 1500 2500 3.24
0.00
0.00
0.00
0.00
13 0.00
0.00
16
8 1500 2500 3.24
0.0015
11 1500 2500
10 1500
0.0014
3.24
2500 3.24
12 1500 2500 3.24
7 1500 3000 3.24 2.16
6 1500 3000 3.24
5 1500 3500 3.24
4 1500 3500
3 1500 3500 3.24 59, Cloudy
2.88
2.52
59, Cloudy2.52
4000 3.24
1 2000 7000 4.32
1500
3.24
Infiltrometer Recording Chart
Marriotte Tube Volume
3000
10000
Project Identification:21-0364 Erhart Property, South Basin
Soil Type:
Test Location:880.6INF-4 East
Trial #
Tested By:
Penetration Depth of Outer Ring:Depth to water table:3 inches
Start / End
Date
MM/DD/YY
Time
HR:MIN
Elapsed Time
Chg/(Total) Min
not encountered at 36"
Liquid level maintained using:( X ) Flow Valve ( ) Float Valve ( ) Mariotte Tubes
Liquid
Temp (F)
Flow Readings Inner Infiltration Rate Ground Temperature
N. Curtis Water
5.04
3.51
59, Cloudy
59, Cloudy2
18500 40000 3.33 2.40 9.99
0.00 0.00