kuis drain drain study - muskegon county, michigan

Kuis Drain Drain Study

Fruitport & Sullivan Townships Muskegon County, Michigan

PRELIMINARY ENGINEERING REPORT

Brenda M. Moore Muskegon County Drain Commissioner

Project No. 13037.00

January 2014

TABLE OF CONTENTS

PAGE 1.0 INTRODUCTION............................................................................................................... 2 2.0 EXISTING CONDITIONS AND DRAINAGE ANALYSIS.................................................. 5 3.0 RECOMMENDATIONS................................................................................................... 10 4.0 PROJECT SEQUENCE .................................................................................................. 12 5.0 PHOTO LOG................................................................................................................... 13 APPENDICES APPENDIX A – Exhibit A: Study Area and District Boundary Exhibit APPENDIX B – Exhibit B: Existing Conditions Exhibit APPENDIX C – Exhibit C: Storm Sewer Schematic Exhibit APPENDIX D – Sample Letter & Property Owners Receiving Notice of Inspection and

Property Owner Meeting Notes APPENDIX E – Township Zoning Information APPENDIX F – Soil Survey Map of Area from USDA Soil Survey APPENDIX G – Existing State of Michigan DEQ Wetland Inventory Map for Area APPENDIX H – 433 Agreement Map

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1.0 INTRODUCTION In May of 2013, residents in the Kuis Drain Drainage District located in Fruitport and Sullivan Townships, Muskegon County, Michigan submitted a petition to the Muskegon County Drain Commissioner (MCDC) for the cleaning out, relocating, widening, deepening, straightening, tiling, extending or relocating and/or adding one or more branches of the drain as a result of excessive flooding in the District. The main issues presented to the MCDC were excessive flooding along the main drain, basement flooding and lack of stormwater infrastructure in areas throughout the District to alleviate such flooding. As a result of the petition, Eng., Inc. was asked to perform a drain study on the Kuis Drain. The purpose of the study was to examine the existing conditions throughout the District, summarize findings in a Preliminary Engineering Report and present a comprehensive plan outlining recommendations for the existing and proposed system. The Kuis Drain is located in Sections 1, 10, 11 and 12 of Fruitport Township and Sections 6, 7 and 18 of Sullivan Township, Muskegon County, Michigan. The main drain is an open channel watercourse which outlets to Black Creek, although is legally established from the old Pere Marquette Railway Company right of way located just west of Sheridan Road. The open drain extends easterly along the back lot lines of residential properties (north of Brookmere Street and Rambling Brook Road) to a point approximately 1800 feet west of Brooks Road. The drain then turns southerly to Cline Road where it runs easterly along the north side of the roadway to a point 650 feet west of Cloverville Road. The open drain continues approximately 2600 feet north to the point of ending. The Kuis Drain currently has no recorded branch drains. The Kuis Drain Drainage District is comprised of lands zoned by Fruitport Township and Sullivan Township with several different zoning classifications. The lands within the District in Fruitport Township are comprised primarily of R-1 Single Family Residential and R-4 Agricultural Residential (approximately 80 percent) with a mix of R-2 Single Family Duplexes, B-2 General Business and PUD Planned Unit Development in the area of Heights Ravenna Road (based on Fruitport Township Zoning Map from January 2007). The lands within the District in Sullivan Township are a broad mix of Low to High Density Residential and Rural Residential / Agricultural lands (based on Sullivan Township Zoning Map – dated July 1998). The soils within the Kuis Drain Drainage District were also reviewed to determine how the soils could be affecting drainage within the District and as a tool to determine effective recommendations. The majority of the soils within the Drainage District are the Plainfield Sand (Plfab) series, as identified by the USDA Soil Survey Map, with 0 to 6 percent slopes. The Plainfield Sand series consists of very deep, excessively drained soils formed in sandy drift on outwash plains, valley trains, glacial lake basins, stream terraces and moraines and other upland areas. Permeability is rapid or very rapid. The major portion of the remaining soils are primarily different types of well drained sand (Covert-Pipestone, Pipestone-Covert-Saugatuck, etc.) with the exception of the Roscommon and Au Gres Sands, which are somewhat poorly drained and located near and adjacent to the drain centerline. See Appendix D for a breakdown of the soil types for the Drainage District. The majority of these soils are excessively well drained soils having very deep till profiles that are found in lake plain areas on the west side of Michigan. The presence of these soil types appears to have led much of the residential and commercial development in the area to be constructed without stormwater infrastructure, relying completely on infiltration into these soils.

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The areas within the proposed Drainage District have significant portions that may be wetland hydric soils or wetlands, according to the Michigan Department of Environmental Quality (DEQ) Muskegon County Wetland Inventory Map (see Appendix G). Based on a review of this map, it appears that a significant area surrounding and near the Kuis Drain centerline contains potential wetlands and/or wetland hydric soils. The hydric soils on the wetland map generally coincide with the existence of Roscommon and Au Gres Sands (Ra). These soils are somewhat poorly drained with the presence of the water table found at 0-18 inches in depth. Research of the drainage system indicates that the Kuis Drain was established as a County Drain in 1907. The drain was extended in 1917, cleaned in 1927 and then extended again in 1931. The extension in 1931 included work to extend the drain across the Pere Marquette Railroad right of way to the west of Sheridan Road. The existing drain from the Pere Marquette Railroad to the outlet at Black Creek is currently private waterway and not part of the established County Drain system. Based on correspondence found in the drain files, it appears that some drain cleaning and improvements were done by private developers and property owners in the last 20 years. The only legally established Drainage District adjacent to the Kuis Drain is the Scott & Waters Drain Drainage District located on the west side of US-31. US-31 provides a slight gap in boundaries between the Kuis and Scott & Waters Districts although the land omitted may discharge directly to Black Creek within US-31 right of way and not flow to either Drain. The Kuis Drain has several 433 Agreement lands which are included within the proposed Kuis Drain Drainage District Boundary and are shown in Appendix H. Eng., Inc. was asked to perform the following tasks in order to analyze the areas within the Kuis Drain Drainage District:

• Review and research existing record information (County maps, aerial photographs, topographic information, County Road Commission records, existing land use information, etc.)

• Inventory and inspection of the drain, documenting all problems, elevations and any

issues associated with the drain’s functionality. This includes all known issues and documentation of any new engineering related concerns.

• An overall drainage review of the study area and watershed District boundaries for the

Kuis Drain. This will include documentation of low areas and/or flooding and potential solutions.

• Perform hydraulic analysis for the drainage system to determine overall drain capacity

and determine recommendations due to any capacity issues.

• An in-depth analysis of the main problematic drainage issues identified in the study area. This analysis will include solutions to the drainage problem(s), recommendations for maintenance or improvements, and methods for implementation (drain petition, private work, drain maintenance, etc.) This analysis will also include any potential project partnerships based on the recommendations.

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• Obtain from the Muskegon County GIS department all current parcel information for properties potentially within the proposed Drainage District.

• Obtain USGS datum benchmarks and State Plane coordinates for the area from the

Muskegon County GIS department and the Muskegon County Road Commission. • Review any MCDC, Fruitport and Sullivan Township records pertinent to the project,

including any meeting notes or previous complaints associated with past stormwater issues within the Drainage District and the study area.

• Obtain from Fruitport & Sullivan Townships the existing zoning and future land use and

/ or master plan for areas of the Drainage District for use in recommendations and analysis of the drains and their watersheds.

• Obtain from the DEQ any available wetland inventory information for the immediate

study area and adjacent to the drain.

• Research USDA Soil Survey Maps for the immediate area to understand sub-surface and geotechnical conditions that may impact design alternatives and recommendations for the main study area and drain.

• Send correspondence to all property owners within the study, and then meet with them

to document any drainage concerns on their properties.

• Review existing drain information including any additional inspection reports, maintenance and service records on adjacent or downstream drains, any complaint reports and any District boundary, 433 Agreements or plat and site condominium information. Adjacent Drainage District information will be researched for determining and verifying County Drain Drainage District boundaries and identifying any gaps or overlaps.

• Review with MCDC’s staff any service or repair work performed on the drain.

• Review and research existing record information pertinent to the drain and the study

area at the Muskegon County Road Commission. This may include Road Commission structures, culverts or ditches that may have been installed adjacent to the drains. This will also include obtaining all survey data for elevations of all road crossings on the County drains and any Road Commission culverts or ditches adjacent to these drains that may impact recommendations or proposed work.

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2.0 EXISTING CONDITIONS AND DRAINAGE ANALYSIS The lands within the Kuis Drain Drainage District are primarily medium to high density single family residential properties with rural residential/agricultural properties near the southern and eastern boundaries of the District. In recent decades, a tremendous amount of residential development has take place in the area, and further development is anticipated. The system will need to be analyzed using both current and future site conditions to develop a reliable flow model. The main issue in the Kuis Drain Drainage District is the damaging effect of a high water table on residential basements. A significant number of properties, spread throughout the District, require continuous pumping of their foundations with multiple sump pumps to keep groundwater out of their homes. Several residents indicated their sump pumps continued pumping water from the spring thaw until July. The majority of the subdivisions in the area are constructed without stormwater infrastructure. The design of the subdivisions relies heavily on direct groundwater infiltration of stormwater. The infiltration design works very well during periods of dry weather when the groundwater table is at low levels. However, it may not be effective during seasonal periods when the groundwater table is already at high levels. Extended rainfall during these seasonal periods can overtax systems that rely entirely on infiltration, resulting in basement and surface flooding. In addition, several residents experience standing water at the edge of the roadway for extended periods during routine rain events. Based on historical research, property owner interviews and field inspections of the study area, several key areas were identified as having significant high water issues causing basement flooding:

• Residential properties located on the south side of Brookmere Street and Creekview Lane and properties located on Meadow Lane and Pinewood Lane.

• Residential properties located on Kersting Street. • Residential properties located on Clover Meadow Lane and Lily Court. • Residential properties located on Rambling Brook Road. • Residential properties located on Stephanie Lane. • Residential properties located throughout Tean-Mar Avenue, Nicholl Avenue, Kanaar

Street, Jay Bee Street, Bertha Bee Street, David Bee Street, Tim Bee Avenue and Janet Avenue.

The properties throughout the District noted as having significant basement flooding issues can be seen on a map in Appendix B. There were other areas within the study area whose owners indicated high water table issues or basement flooding but the frequency and severity did not compare to these listed areas. All of the property owners within the study area were contacted via mail and invited to schedule an appointment with Eng., Inc. if they had any concerns. A summary of these property owner meetings is located in Appendix D. Interviews with property owners located in the subdivisions built in the early 2000s with basement flooding issues revealed that the flooding became worse as further residential development occurred and changed groundwater and sub-surface flow patterns. Many of the properties located north of Heights Ravenna Road and east of Brooks Road explained that this has been a longstanding problem dating back to 1976 for some.

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Several of the residents indicated they believe it began with the closure of the landfill property located at the end of Brooks Road. Several of the subdivisions constructed in the early 2000s have restrictions in the bylaws for basement elevations due to the high seasonal water table. Based on MCDC file documentation the basement elevations in the listed subdivisions are restricted to the following: Clover Glen Condominium:

• Land divisions A-G are limited to 18 inches below the road centerline. • Lots 9-21 are limited to 30 inches below the road centerline. • Lots 1-8 and 22-29 are limited to 48 inches below the road centerline.

Brookmere Subdivision No.5:

• Lots 14-24 shall have no basement lower than 48 inches from the centerline of Brookmere Street.

Eng., Inc. surveyors performed field work to document elevations for some of the basements affected by the high groundwater table to verify their consistency with subdivision bylaws. The elevations are summarized in a table at the end of this section. The results indicate that several of the residential homes were built with basements below the elevations listed in subdivision bylaws. All of the homes in the Clover Glen Condominiums were built below these established elevations along with two (2) homes in the Brookmere Subdivision. However, there are several homes built in accordance with the regulations in Brookmere that still report extensive basement flooding. The homes in Clover Meadows do not have building elevation restrictions on file at the MCDC. However, it should be noted that the basements in Clover Meadows were built significantly lower from the roadway centerline than either Brookmere or Clover Glen subdivisions. The Kuis Drain centerline elevation in these areas are approximately 623.00 – 625.00 so draining these areas with enclosed storm sewer pipes and sub-surface drainage below the ground is feasible. The lowest basement elevation surveyed during preparation of this report was located on Kersting Street with an elevation of 628.33. The Kuis Drain is an open channel watercourse that is primarily wooded from Walker Road (extended) to the outlet at Black Creek. The drain has not been maintained along this stretch and significant log jams, debris and bank erosion exist which are depicted in the attached photo log of this report. Residents who were interviewed and live along the drain mentioned that they have considerable difficulty keeping the waterway free from various obstructions, including fallen trees, limbs and debris. Two (2) culverts are located in sequence along the private waterway from Sheridan Road to the outlet at Black Creek. The two culverts are both 60-inch (5-foot) diameter culverts. The culverts are significantly smaller in size than the upstream culverts along the established County Drain. The culvert located immediately upstream at Sheridan Road is a 6-foot by 6-foot concrete box culvert which has nearly double the capacity of a 60-inch diameter culvert. A notable concern in the private waterway is the aforementioned 60-inch concrete culvert pipe located within the old Pere Marquette Railway Company right of way just west of Sheridan Road. The pipe has become disjointed at both ends and several locations along the length of

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pipe, causing two (2) large, 5-foot deep sinkholes over the top of the pipe. The pipe is in danger of complete failure which could lead to significant flooding in the upstream portions of the District. The west end of the culvert is perched, which limits connectivity of the system. The 60-inch culvert at Ellen Street is a CMP pipe in fair condition but lacks slope protection and has significant bank erosion on both ends. An existing sedimentation basin is located in the northwest corner of the Brookmere Subdivision #5 along the Kuis Drain. Based on file correspondence it appears the basin was last cleaned out during construction of the subdivision in the early 2000s. Since that time, the basin has filled in considerably with sediment deposits and is currently very heavily vegetated. The open channel from the sediment basin to Dangl Road is primarily in fair condition. The south side of the drain abuts residential homes in Brookmere Subdivision #5. Several of the property owners have placed large structures (sheds) within the drain easement along with several private bridge crossings. The north side of the drain is currently undeveloped and consists of a very deep bare sand embankment with minor vegetation growing. The bare embankment appears to be slowly eroding and likely contributing to sedimentation in the drain system. The open channel from the 4.5-foot by 5-foot concrete box culvert at Dangl Road to Cline Road is primarily wooded. The drain has not been maintained along this stretch and is considerably burdened with significant log jams, debris and bank erosion. A few residents along this stretch indicated that the water levels never get above ¾ bank full, although they do have trouble keeping the waterway free of fallen trees, limbs and debris. The drain extends to the east along the north side of Cline Road, across Brooks Road to Cloverville Road. The drain has several driveway culverts along Cline Road west of Brooks Road which vary in size from 36-inch circular to 64-inch by 72-inch elliptical. There are two (2) 36-inch diameter driveway culverts along this section which are sized smaller than the upstream and downstream culverts, causing capacity reduction in the system. The drain then extends to the north along the west side of Cloverville Road to its point of ending. There are two roadway culverts under Cloverville Road which carry water to the Kuis Drain. Several residents indicated that additional culverts were removed during water main construction, which has since caused some localized flooding in this area. The road ditches on the east and west sides of Brooks Road are extremely overgrown and appear to have filled in with sediment from roadway runoff. Several of the residents in the study area along Brooks Road mentioned in interviews that they have a very high water table (0-18 inches), they experience considerable surface flooding in their front yards, and they are unable to use the plumbing in their homes due to groundwater filling the septic tank. Cleaning and deepening the road ditches, if possible, may provide a mechanism to lower the water table in the immediate area. In addition to road drainage, there are a few private drain branches that feed into the Kuis Drain. The Muskegon County Road Commission has indicated they have a drainage easement along a section of drainage ditch on the south line of Premier Foods from Brooks Road to the Kuis Drain. The point of beginning is located approximately 1300 feet north of Cline Road on Brook Road. A private open drain located approximately 700 feet west of Cloverville Road on Cline Road extending approximately 2600 feet north also drains to the Kuis Drain. In addition to these drains, several other short segments of private open drains throughout the District discharge to the Kuis Drain.

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The Kuis Drain does not appear to have any known capacity related issues based on homeowner interviews of residents located adjacent to the Drain and several field inspections of the Drain during high-flow periods. Stormwater will stay within the banks during seasonal periods and extensive rain events. If the petition does proceed further, we would recommend more in-depth analysis based on future development in the District. CRITICAL RESIDENTIAL ELEVATIONS: Clover Glen Condominium:

• Land divisions A-G are limited to 18 inches below the road centerline. • Lots 9-21 are limited to 30 inches below the road centerline. • Lots 1-8 and 22-29 are limited to 48 inches below the road centerline.

(Road Centerline Elevation ranges from 634.11 to 634.48) Brookmere Subdivision No.5:

• Lots 14-24 shall have no basement lower than 48 inches from the centerline of Brookmere Street. (Road Centerline Elevation ranges from 632.79 to 635.60)

Notable Elevations: FFE = First Floor Elevation BE = Basement Elevation Road CL = Road Centerline Elevation BE (Req.) = Basement Elevation required by Subdivision bylaws restrictions. Brookmere Subdivision #5: Address FFE BE Road CL BE (Req.) 3071 Pinewood Lane: 642.23 633.23 635.60 631.60 3084 Pinewood Lane: 641.70 632.71 (S) 635.75 631.75 3091 Pinewood Lane: 641.77 632.77 635.84 631.84 *3973 Meadow Ln (Lot 19) 639.29 630.29 634.57 630.57 4007 Meadow Ln (Lot 18) 639.35 630.35 634.32 630.32 3972 Meadow Ln (Lot 16) 639.76 630.76 634.39 630.39 4008 Meadow Ln (Lot 17) 639.78 630.67 (S) 634.32 630.32 3956 Meadow Ln (Lot 15) 639.63 630.63 634.16 630.16 2993 Brookmere (Lot 14) 640.55 631.55 634.37 630.37 2941 Brookmere (Lot 20) 639.57 630.57 633.84 629.84 2917 Brookmere (Lot 21) 639.46 630.46 633.58 629.58 *2901 Brookmere (Lot 22) 638.23 629.23 633.36 629.36 2889 Brookmere (Lot 23) 638.50 629.86 (S) 633.18 629.18 2871 Brookmere (Lot 24) 638.04 629.25 632.79 628.79

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Clover Glen Condominium: Address FFE BE Road CL BE (Req.) *3725 Kersting (Lot G) 640.05 631.05 634.27 632.77 *3726 Kersting (Lot B) 639.56 630.56 634.27 632.77 *3754 Kersting (Lot C) 639.78 630.78 634.34 632.84 *3783 Kersting (Lot E) 640.68 631.68 634.17 632.67 *3784 Kersting (Lot D) 639.74 630.74 634.17 632.67 *3704 Kersting (Lot A) 639.49 630.49 634.37 632.87 *3701 Kersting (Lot 15) 637.86 628.86 634.37 631.87 *3697 Kersting (Lot 16) 639.44 630.44 634.48 631.98 *3680 Kersting (Lot 14) 639.33 630.33 634.48 631.98 *3664 Kersting (Lot 13) 638.10 629.10 634.37 631.87 *3650 Kersting (Lot 12) 637.33 628.33 634.36 631.86 *3641 Kersting (Lot 18) 639.79 630.79 634.36 631.86 *3636 Kersting (Lot 11) 638.50 629.50 634.16 631.66 *3625 Kersting (Lot 19) 640.04 631.04 634.11 631.61 *3609 Kersting (Lot 20) 639.78 630.78 634.11 631.61 *3616 Kersting (Lot 10) 639.78 630.78 634.11 631.61 *3581 Kersting (Lot 21) 637.71 628.71 634.28 631.78 *3580 Kersting (Lot 9) 639.48 630.43 (S) 634.28 631.78 Clover Meadows: Address FFE BE Road CL BE (Dist. Below CL)) 3090 Lily Ct (Lot 14) 640.84 631.84 635.79 3.95’ 3086 Lily Ct (Lot 15) 640.91 631.91 635.78 3.87’ 3089 Lily Ct (Lot 16) 640.05 631.05 635.81 4.76’ 3105 Lily Ct (Lot 17) 642.18 633.18 635.85 2.67’ 3119 Lily Ct (Lot 18) 640.50 631.50 636.57 5.07’ 3133 Lily Ct (Lot 19) 641.60 632.60 637.15 4.55’ 3147 Clover (Lot 20) 640.83 631.83 637.27 5.44’ *indicates residence with basement elevation below bylaw restrictions

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3.0 RECOMMENDATIONS The following recommendations address drainage issues in areas within the proposed Kuis Drain Drainage District:

• Conduct a Board of Determination meeting as outlined in Chapter 8 of the Michigan Drain Code of 1956.

• Establish the drainage course from the outlet at Black Creek to the current Point of Beginning at the old Pere Marquette right of way as part of the Kuis Drain. Obtain all necessary easements required to establish the waterway as County drain.

• Perform a Storm Water Management Model of the system based on future zoning within the District to accommodate further development in the future.

• Replace the culverts at Ellen Street and at the old Pere Marquette Railway Company

right of way with ones of the proper size. The culvert at the old Railway Company right of way should be investigated to see if the culvert can be replaced with an open ditch section. An open ditch would allow greater capacity and reduce maintenance costs.

• Clean out, remove obstructions and stabilize the banks to reduce sediment loading into the drain from the outlet at Black Creek to Cline Road.

• Extend relief drains and facilities (catch basins, manholes, perforated pipes, etc.) as indicated in Appendix C to provide relief for surface flooding and sub-surface conditions resulting in basement flooding.

• Work with property owners, where possible, to minimize impact to private properties and provide drainage relief where necessary.

• Install sub-surface drainage (perforated pipe) along the roadways or in yards where flooding and other persistent groundwater problems occur. The subsurface drainage pipes should be installed lower than the basement elevation of the affected properties.

• Extend storm sewer service leads to residences to provide a positive outlet for their

sump pumps and roof drains.

• Survey existing basement elevations in critical areas in order to provide sufficient drainage relief below foundations.

• Install several piezometers throughout the Drainage District at key areas so that groundwater levels can be monitored. This will give an understanding of potential dewatering needed during construction and will allow future monitoring of the system to understand the affect of the installed sub-surface drainage on groundwater levels.

• Determine the overall extent of areas requiring new drain easements and work with the Muskegon County Drain Commissioner’s office in obtaining necessary easements or any permits for construction and maintenance.

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• Clean out and re-grade the existing ditches along Brooks Road and Cloverville Road within the Drainage District to help alleviate flooding problems in front yards and help drain the roadways. The use of perforated under drains should also be evaluated. The deepening of the ditches and under drains may assist in lowering the high groundwater table in the area.

• Work with the Michigan Department of Environmental Quality (MDEQ) to secure

necessary permits for work within the existing open drain, road ditches and wetland soils as required.

• Work with the Muskegon County Road Commission and property owners as necessary to install drainage systems (catch basins, culverts, etc.) along residential roadways that experience extended periods of standing water along the roadways and in front yards.

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4.0 PROJECT SEQUENCE The following is an outline of the key steps to continue moving the project forward. PETITION The project, in accordance with Chapter 8 of the Michigan Drain Code of 1956, was petitioned in writing to the Drain Commissioner on May 3, 2013 by five freeholders whose lands shall be liable to an assessment for benefits of such work as outlined in the petition, if constructed. The Drain Commissioner shall proceed in the same manner provided for the location, establishment, and construction of a drain. Chapter 8 of the Drain Code encompasses the cleaning out, relocating, widening, deepening, straightening, tiling, extending or relocating and/or adding one or more branches of the drain. BOARD OF DETERMINATION A Board of Determination shall be held following the filing of the petition. The Board of Determination is comprised of three (3) disinterested residents from Muskegon County but not of a Township, City or Village affected by the drain. The Drain Commissioner is responsible to give public notice of the Board of Determination as required by the open meetings act of the State of Michigan. The Board of Determination would determine the necessity of the proposed drain work and whether it is conducive to the public health, convenience and welfare. The Board of Determination will also determine if the municipalities (Townships) will be responsible for a percentage of the cost of construction of the drain by reason of benefits at large for public health. DRAIN COMMISSIONER ACTIONS IF PROJECT FOUND NECESSARY BY BOARD OF DETERMINATION:

1. Notify the municipalities, within ten days following the filing of the order of determination by the Board of Determination, that it may be liable for a percentage of the cost of construction by reasons of benefit at large for public health.

2. File a First Order of Determination establishing the Point of Beginning, Route and Course, and type of construction of the drain.

3. Consult with an engineer to prepare drawings and specifications for construction of the drain improvements. The Drain Commissioner may choose to conduct scope meetings with the Drainage District to discuss the design with the property owners and stakeholders prior to bidding.

4. Provide Notice of Bid Letting and Notice of Day of Review of Apportionments to property owners and municipalities within District.

5. Make bid documents available to contractors for bidding. 6. Conduct a Bid Opening. 7. Prepare a Computation of Cost for the project and assessment roll. 8. Conduct a Day of Review of Apportionments. This is a public meeting where property

owners and municipalities within the District may meet with the Drain Commissioner to review and discuss their assessments.

9. Financing secured for construction. 10. Issue Notice to Proceed for construction.

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5.0 PHOTO LOG

PICTURE #1

Outlet of the Kuis Drain to Black Creek near US-31.

PICTURE #2

Significant bank erosion adjacent to US-131.

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PICTURE #3

Severe bank erosion at a ninety (90) degree bend along the private waterway as it turns south and parallel to US-31. The bank is a shear wall being held by roots and is approximately 12 feet in height.

PICTURE #4

Typical section along the private waterway west of Ellen Street. The stream has a defined channel, low banks and extended flat lands. The drain is located in a wooded area within a deep ravine. Log jams and obstructions are typical throughout this section.

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PICTURE #5

Natural and manmade obstructions, including a concrete stairway in the center of the drain.

PICTURE #6

Typical section along the private waterway between Ellen Street and Sheridan Road, showing fallen trees, log jams, minor bank erosion and private bridge crossings within a deep wooded ravine.

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PICTURE #7

Rusted 60-inch diameter CMP crossing at Ellen Street along the private waterway. The 12-inch CMP outlet pipe location and amount of exposed pipe along the sides and top indicate erosion during high flow rain events.

PICTURE #8

Private waterway upstream of the Ellen Street crossing. A wide channel with fallen limbs and minor log jams are typical.

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PICTURE #9

Private drain crossing between Ellen Street and Sheridan Road. The dock section is apparently being used to transfer lawn clippings to the opposite side.

PICTURE #10

Failed 60-inch RCP pipe crossing at the old Pere Marquette Railway. The pipe has separated joints, several deep sinkholes and bank erosion along the route. The pipe capacity is significantly less than the upstream culverts.

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PICTURE #11

Separated joints on the 60-inch pipe and bank erosion, which likely takes place during high flow periods.

PICTURE #12

The 6-foot by 6-foot box culvert at Sheridan Road. The end treatments were improved in the past year during a Road Commission project.

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PICTURE #13

Typical section of the drain upstream of the Sheridan Road box culvert.

PICTURE #14

The 60-inch by 84-inch CMP culvert at Eastbrook Drive. The banks on both sides are covered with lawn clippings from the adjacent residential property.

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PICTURE #15

West end of the 60-inch by 84-inch CMP culvert at Eastbrook Drive. The bag riprap headwall at this location is showing signs of deterioration.

PICTURE #16

Existing pond west of the private driveway at Walker Road extended.

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PICTURE #17

Existing sedimentation basin east of the private driveway at Walker Road extended and north of Brookmere Street. Sediment is accumulating at the upper end of the basin.

PICTURE #18

Bare sand northern bank along the drain north of Brookmere Street. The lack of established vegetation on the bank contributes to sedimentation in the drain.

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PICTURE #19

The drain north of Brookmere Street. The heavy vegetation growth in the drain is typical along this section of the drain west of Dangl Road.

PICTURE #20

Private bridge crossing the drain and storage shed located within the drain easement limits north of Creekview Lane.

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PICTURE #21

Storage shed in very close proximity to the centerline of the drain north of Creekview Lane.

PICTURE #22

Another private bridge crossing the drain north of Creekview Lane.

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PICTURE #23

The 4.5-foot by 5-foot concrete box culvert at Dangl Road. The crossing is in good condition with some minor erosion along the banks.

PICTURE #24

Drain east of Dangl Road. The drain centerline has filled in considerably with sediment along this section. This picture features approximately 12-18 inches of accumulated sediment.

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PICTURE #25

Drain north of Rambling Brook Drive, showing accumulated sediment and minor bank erosion.

PICTURE #26

The 72-inch diameter CMP culvert at a driveway crossing south of Sheringer Road and east of Rambling Brook. The rusted culvert and grouted riprap show signs of deterioration and are in poor condition.

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PICTURE #27

Open drain at Cline Road (looking north). The drain is heavily vegetated in this location.

PICTURE #28

Drain west of Brooks Road along the north side of Cline Road (looking east). The drain is heavily vegetated in this location.

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PICTURE #29

Drain along the north side of Cline Road near Brooks Road.

PICTURE #30

The 42-inch CMP culvert under Brooks Road. The pipe appears to be in good condition.

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PICTURE #31

Private branch drain (looking north) entering the Kuis Drain at Cline Road approximately 650 feet west of Cloverville Road.

PICTURE #32

Drain on the north side of Cline Road between Brooks Road and Cloverville Road. The drain is heavily vegetated along the roadways.

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PICTURE #33

Drain along the west side of Cloverville Road at Cline Road. There are three (3) concrete culverts (12-inch, 18-inch and 24-inch diameters) under Cloverville Road which allow runoff to reach the Kuis Drain on the west side of the roadway.

PICTURE #34

Upper terminus of a branch drain south of Premier Foods, maintained by the Road Commission. The drainage ditch extends from Brooks Road to the Kuis Drain located approximately 1700 feet west.

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PICTURE #35

Branch drain between Brooks Road and the Kuis Drain, maintained by the Road Commission. The drain looks to have filled in considerably and there are several locations with standing water in the drain.

PICTURE #36

A rear yard area between Pinewood Lane and Creekview Lane that sits well below the roadways and experiences standing water for extended periods.

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PICTURE #37

Another photo of the low-lying rear yard area between Pinewood Lane and Creekview Lane.

PICTURE #38

Meadow Lane (south of Creekview Lane) where most homes experience significant basement flooding, as sump pumps cannot keep up with inflows.

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PICTURE #39

Kersting Street, where a significant number of homes experience seasonal basement flooding.

PICTURE #40

Lily Court, where all homes on the south side of the street experience seasonal basement flooding.

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PICTURE #41

Signs of water levels reaching 2.5 blocks up on the basement walls at a home on Jay Bee Street. The property owner has several sump pumps and an extraction well.

PICTURE #42

Outlet pipe from the old Orchards Market on Heights Ravenna Road west of Dangl Road. The pipe outlets east of the building and flows to an infiltration area south and west of the store.

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PICTURE #43

Infiltration area south of the old Orchards Market store. The large contributing area of runoff likely recharges the groundwater levels to this area.

PICTURE #44

Ditch on the east side of Fuller Avenue. The ditches from this residence to Sheringer Road have been filled in, resulting in standing water at this location.

APPENDIX A –

Exhibit A: Study Area and District Boundary Exhibit

APPENDIX B –

Exhibit B: Existing Conditions Exhibit

APPENDIX C –

Exhibit C: Storm Sewer Schematic Exhibit

APPENDIX D –

Sample Letter & Property Owners Receiving Notice of Inspection and Property Owner Meeting Notes

Muskegon County Drain Commissioner Kuis Drain – 2013 Site Inspections Eng., Inc.

Page 2 of 17

NAME: Danielle Fields LOCATION: 4305 Heights Ravenna Rd PHONE NUMBER: 231-730-1738 DATE OF MEETING: 8-27-13 TIME OF MEETING: 6:45 p.m. TYPE OF MEETING: E-mail ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Email excerpt: “When the water table goes high like it did in 2009, my septic tank fills with water which in turn, renders the plumbing unusable. I had it pumped out that year only to have it fill back up with water. That was the one time that I was affected by the high water table.” NAME: Bruce Guntley LOCATION: 3025 Cline Rd PHONE NUMBER: 231-750-2506 DATE OF MEETING: 8-28-13 TIME OF MEETING: 2:15 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Guntley has some seasonal flooding on his property. He wants to connect to the existing ditch on the south end of his property, which is in a separate drainage district. NAME: Todd Curtis LOCATION: 3732 W. Fuller PHONE NUMBER: 231-767-1074 DATE OF MEETING: 8-29-13 TIME OF MEETING: 7:30 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE and Ryan DeBono DISCUSSION ITEMS: Mr. Curtis mentioned that the ditch in front of his property does not flow well. There is standing water that takes a couple days to infiltrate after a rain event. The subdivision that he lives in is about 15 years old. Engineer noticed that the west side of Fuller Drive has roadway ditches which flow to the south towards the Kuis Drain. It appears that the ditches on the east side of the roadway south of the Curtis property have been filled in and now drain back to this property. NAME: Tamyra Juola for Linda Heimforth LOCATION: 3731 W. Fuller Dr PHONE NUMBER: 231-288-9746 or 231-777-3451 DATE OF MEETING: 8-29-13 TIME OF MEETING: 7:45 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Property is on the west side of Fuller Dr with a roadway ditch in front. Resident has no issues.


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NAME: Rita Kohrman LOCATION: 3449 South Carr Rd PHONE NUMBER: 231-788-2569 DATE OF MEETING: 8-29-13 TIME OF MEETING: 8:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Kohrman has no issues on her property. She did mention that there is considerable standing water at the end of Carr Rd south of her property due to the high water table. NAME: Leslie Adkins LOCATION: 2901 Brookmere St PHONE NUMBER: 231-777-1579, 231-215-4704 DATE OF MEETING: 8-29-13 TIME OF MEETING: 8:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Adkins has significant basement flooding issues. She put in a dewatering system which drains to the yard, but with no positive outlet for the stormwater it just recycles. The Adkins would really like to see a pipe installed from their property to the Kuis Drain on the north side of Brookmere St. They believe the groundwater migrates from the pond in the rear of their property (south) into the southwest corner of the house. The neighbor to the southwest had one foot of water in the basement in 2008/2009. They also believe that it is approximately eight feet down to hardpan from the surface and the water table rises seasonally from that level. NAME: Scott Wenell LOCATION: 3700 S. Brooks Rd PHONE NUMBER: 231-206-5498 DATE OF MEETING: 8-29-13 TIME OF MEETING: 8:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Wenell mentioned that he experiences significant flooding in the west and northern portions of his property. He has tried to clean out his ditches and culvert but he said he cannot get them to flow. Mr. Wenell believes that they are designed to flow to the south. His property is lower than the road. NAME: Matthew Smith LOCATION: 3726 Kersting Dr PHONE NUMBER: 231-578-8001 DATE OF MEETING: 8-29-13 TIME OF MEETING: 8:40 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Smith has significant basement flooding issues. He believes 75% of the street has the same issues, including his son’s property next door (to the south). The resident down the street has been trying to sell her home because she is tired of dealing with the basement flooding issues. Mr. Smith runs two sump pumps to try to keep up with the water entering the basement.


Page 4 of 17

NAME: Joe Pietrzak LOCATION: 3633 Stephanie Ln PHONE NUMBER: 616-604-0587 DATE OF MEETING: 8-29-13 TIME OF MEETING: 8:40 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Pietrzak has spent thousands of dollars on sump pumps and a basement ever-dry system. He says that it is possible his house sits on an aquifer that runs from the northeast to the southwest. His basement has flooded before and he has two sump pumps running every 13 seconds discharging the water to his backyard. He lives at the end of a cul-de-sac with no ditches, although his house is built up a bit. NAME: Herman Gonzalez LOCATION: 4294 Tean-Mar Ave PHONE NUMBER: 231-777-2391 DATE OF MEETING: 8-29-13 TIME OF MEETING: 9:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Gonzalez currently has two sump pumps, which are able to keep up with water in the basement. Prior to the second sump pump installation, the basement did flood occasionally. NAME: Kay Lemieux LOCATION: 3658 Carr Rd PHONE NUMBER: 231-788-4157 DATE OF MEETING: 8-29-13 TIME OF MEETING: 9:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Ms Lemieux mentioned that she experiences flooding in her front yard and even the property to the south, especially this spring. NAME: Barb & John Stevens LOCATION: 3104 Lily Ct PHONE NUMBER: 231-744-2555 DATE OF MEETING: 8-29-13 TIME OF MEETING: 9:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Ms. Stevens has lived here for ten years and started having flooding issues around five years ago. She installed a sump pump and got an easement from her neighbor to discharge the water to a retention pond to the west. Ms. Stevens believes that the majority of her neighbors have the same flooding problem. Engineer noticed that her driveway approach is lower than the road and will collect water and freeze over in the winter.


Page 5 of 17

NAME: Bonnie Johnson LOCATION: 3653 Dangl Rd PHONE NUMBER: 231-773-6360 DATE OF MEETING: 8-29-13 TIME OF MEETING: 9:40 a.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Johnson has significant basement flooding issues. She has three sump pumps installed to get water out of the basement. The pumps ran non-stop this spring. The Township removed the ditch and culvert in the 1960s for public water installation and it worsened the problem. The neighbor across the street has sump pumps running continuously as well. She also mentioned that the new subdivisions in the area have terrible basement flooding issues. NAME: Amber Hawkins LOCATION: 3550 Whispering Woods Dr PHONE NUMBER: 231-773-0055 DATE OF MEETING: 8-29-13 TIME OF MEETING: 9:40 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Ms. Hawkins does not have any drainage issues (has sump pump in basement); she did tell the Engineer that her neighbor to the north experiences basement flooding. NAME: Ron Van Dusen LOCATION: 3085 Creek View Ln PHONE NUMBER: 231-638-6605 DATE OF MEETING: 8-29-13 TIME OF MEETING: 10:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Van Dusen has extensive flooding in his rear yard area and provided pictures as evidence. His was one of the first homes built in the subdivision and had no issues until further development occurred. The new homes are built a bit higher (although with basements) and his yard is the low area with no place for discharge. The neighboring properties to the south and west had extensive basement flooding in the past. The neighbor to the southwest had to completely rebuild the basement in 2009 due to the flooding. He also has issues with standing water in his driveway near the roadway after every rain event. NAME: Bernard DeGraves LOCATION: 3811 S. Sheridan Rd PHONE NUMBER: 231-773-3189 DATE OF MEETING: 8-29-13 TIME OF MEETING: 10:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: The Kuis Drain runs along the north edge of Mr. DeGraves’ property (30-foot easement). He does not experience any flooding but is having a hard time keeping the banks of the creek clean and clear of debris. Mr. DeGraves mentioned that during times of heavy rain the creek overflows slightly but nothing major.


Page 6 of 17

NAME: Harold Mattson LOCATION: 3650 Kersting Dr PHONE NUMBER: 231-744-2688 DATE OF MEETING: 8-29-13 TIME OF MEETING: 10:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Mattson has significant basement flooding issues. He currently has two sump crocks and both failed this spring due to the stress put on them. He recently put in a discharge well and estimates it is pumping at 600 gal/hr to remove water from the foundation. He would like to see a pipe installed from the creek (Kuis Drain) up the subdivision (possibly along the greenhouse property) to give them a positive outlet for discharge. He will not finish the basement until this is resolved. He believes nobody will buy the house due to this issue. NAME: Paul Martinczak LOCATION: 3960 Westwind Ln PHONE NUMBER: 231-760-5457 DATE OF MEETING: 8-29-13 TIME OF MEETING: 10:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Martinczak does not have any standing water in his yard but does have two sump pumps in his basement. Many of his neighbors have had flooding in basements. He has a walk out basement area that flooded until he installed an outdoor sump pump. NAME: Aaron Klein-Heksel LOCATION: 3636 Kersting Dr PHONE NUMBER: 231-773-0731 DATE OF MEETING: 8-29-13 TIME OF MEETING: 10:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Klein-Heksel lives next to Mr. Mattson (3650 Kersting) and has similar basement flooding issues. He installed a dry well in the rear of his property but it has not solved the problem. He does not want to finish the basement due to the extensive flooding. He has talked to folks in Clover Meadows (east of his property) and they have the same issues. The supermarket property (now vacant) looks like it has installed a series of dry wells but they are in bad shape and have not been maintained. NAME: Cliffton Torrence, Jr. LOCATION: 2994 Brookmere St PHONE NUMBER: 231-777-1447 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Torrence has no water or drainage issues. He has a walkout basement with a sump pump. The Kuis Drain is located behind his home.


Page 7 of 17

NAME: Dave Pruim LOCATION: 4600 S. Brooks Rd PHONE NUMBER: 616-402-3943 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:00 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Prium experiences standing water in his front yard for a day or so after heavy rains. He says that the ditch in front of his property does not flow. He does not have a sump pump in his basement. NAME: Jill Kramer LOCATION: 3649 and 3625 S. Brooks Rd PHONE NUMBER: 231-750-6557 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Kramer owns both of these properties. She said the water table is located about six inches below the ground surface. She had a flooded septic tank this spring and was unable to use the plumbing. There is a small ditch that runs between the properties to the back and she thinks it ultimately runs to the food distribution company ponds. She is primarily concerned about the high water table and wonders if lowering the road ditches would help the situation. NAME: Richard Poulin LOCATION: 4022 Heights Ravenna Rd PHONE NUMBER: 231-773-3377 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Poulin has no drainage issues. NAME: Rodger DeBoogd LOCATION: 3465 E. Ellis Rd PHONE NUMBER: 231-865-6223 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:20 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. DeBoogd has had times where his entire front yard has been under water; none of it gets to his house though. He said the ditches and culverts need to be cleaned. He mentioned that all the neighbors have the same issue. Mr. DeBoogd provided photos.


Page 8 of 17

NAME: Ron Umstead LOCATION: 3580 Sheringer Rd PHONE NUMBER: 231-750-9376 DATE OF MEETING: 8-29-13 TIME OF MEETING: 11:40 a.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Umstead does not have any flooding issues but was very concerned with the assessment he would receive if any work is to be done. He mentioned that he has a high water table; the Kuis Drain runs along the south edge of his property. NAME: Tom Krause LOCATION: 3314 Rambling Brook PHONE NUMBER: 231-206-2992 DATE OF MEETING: 8-29-13 TIME OF MEETING: 12:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Krause has minor basement flooding. His sump pump discharges directly to the Kuis Drain at the rear of his property. He indicated that very rarely will the water flow get above the elevation of his outlet pipe. The ditch rises to about ½ to ¾ full in the most intense rain events. NAME: Karen & Michael Ankeny LOCATION: 2443 Shettler Rd PHONE NUMBER: 231-773-6826 DATE OF MEETING: 8-29-13 TIME OF MEETING: 12:00 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan DeBono DISCUSSION ITEMS: No answer when Engineer called; left message. NAME: Tim DeVoss LOCATION: 3547 Kersting Dr PHONE NUMBER: 231-335-4049 DATE OF MEETING: 8-29-13 TIME OF MEETING: 12:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. DeVoss has no basement or surface flooding issues. He was mainly concerned about the financial aspect if a project is pursued.


Page 9 of 17

NAME: Ken Stevens LOCATION: 3283 Bertha Bee PHONE NUMBER: 231-638-1402 DATE OF MEETING: 8-29-13 TIME OF MEETING: 12:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Stevens has extensive basement flooding. The neighbors in all directions have the same issues. He is unable to use the basement at all due to the flooding. He is concerned that no person would want to buy the property with these issues and really wants a solution. NAME: Mrs. Robert Keithly (Bertha) LOCATION: 4483 Quarterline Rd PHONE NUMBER: 269-637-3692 DATE OF MEETING: 8-29-13 TIME OF MEETING: 1:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mrs. Keithly does not have any concerns regarding flooding. She did mention that during heavy rains the south wooded area of her property floods and might wash out the driveway. She also mentioned that the small creek that goes through her property barely has water in it anymore. NAME: Judy Bacon LOCATION: 3086 Creekview Ln – Moka Corp. Group Home PHONE NUMBER: 231-767-0583 DATE OF MEETING: 8-29-13 TIME OF MEETING: 1:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Bacon said the main drain at the rear of the property has not been an issue and they have no basement flooding. They do have standing water at the end of the driveway (near the road) after every rain event, which would be nice to have resolved. NAME: Paul Sleeman LOCATION: 4585 Cline Rd PHONE NUMBER: 231-740-9011 DATE OF MEETING: 8-29-13 TIME OF MEETING: 1:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Sleeman mentioned that the field across Cline Rd to the north floods regularly. He personally has no flooding issues but he said that about five years ago the Road Commission repaired a washout near a culvert (west from property, across Cline Rd) and used stone to backfill it; now the stone covers and clogs the culvert.


Page 10 of 17

NAME: Al Maring LOCATION: 2813 Cline Rd PHONE NUMBER: 231-767-1181 DATE OF MEETING: 8-29-13 TIME OF MEETING: 1:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Maring has no significant issues. The drain south of his home clogs once or twice per year. NAME: Thomas Link LOCATION: 3361 Jay Bee St PHONE NUMBER: 231-777-3388 DATE OF MEETING: 8-29-13 TIME OF MEETING: 2:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Link has extensive basement flooding issues. He has had 16-plus inches of water every year in his basement. He said that everyone in the neighborhood has basement flooding issues. The groundwater seems to run southwesterly from the old railroad right of way. In his basement he showed the Engineer water marks approximately three blocks up on the wall. He would really like this issue resolved and was glad to see the letter arrive and folks investigating. NAME: Mildred Pruett LOCATION: 3626 S. Sheridan Rd PHONE NUMBER: 231-773-8968 DATE OF MEETING: 8-29-13 TIME OF MEETING: 2:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Ms. Pruett has no flooding issues or concerns. NAME: Mitchell Sokolowski LOCATION: 3266 E. Hile Rd PHONE NUMBER: 231-773-9743 DATE OF MEETING: 8-29-13 TIME OF MEETING: 2:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Sokolowski has flooding in the road ditches along Hile Rd. The road ditches have recently been mowed but they grow cattails because of the prolonged duration of standing water. He also has some seasonal side yard flooding.


Page 11 of 17

NAME: Gary & Sheila Hysell LOCATION: 3914 Cloverville Rd PHONE NUMBER: 231-288-6395 DATE OF MEETING: 8-29-13 TIME OF MEETING: 2:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Hysell has massive flooding (over a foot) in the eastern 80 acres of his property. He also has flooding along the front of his property towards the road. Mr. Hysell grew up on the property and mentioned that that area has always been dry until Cloverville Rd was built up four feet. He has dug ponds and ditches throughout his property to try to alleviate the water but it is no use. He says the water just needs some place to go. NAME: Barbara Baker LOCATION: 3089 Lily Ct PHONE NUMBER: 231-767-9268 DATE OF MEETING: 8-29-13 TIME OF MEETING: 2:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Baker has extensive basement flooding. She currently has two sump pumps and is plumbed for two more if necessary. The neighbors have the same issues. They have spent a lot of money in the last couple of years to alleviate the basement flooding. NAME: Barb Nowak LOCATION: 4815 Cline Rd PHONE NUMBER: 231-720-9549 DATE OF MEETING: 8-29-13 TIME OF MEETING: 3:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: In the early spring with all the heavy rains the Bussing Drain adjacent to the Nowak property (west) was on the verge of overflowing. Ms. Nowak notified the Drain Commissioner and the creek was inspected. She said that the Drain Office told her the creek needed to be cleaned out. Barb also mentioned that Swanson’s field across Cline Rd was basically a lake in the early spring. The creek appeared completely dry at the time of inspection. NAME: Leslie Boeve LOCATION: 2567 Shettler Rd PHONE NUMBER: 231-773-0916 DATE OF MEETING: 8-29-13 TIME OF MEETING: 3:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Boeve has some standing water that sits in her driveway near the roadway. Otherwise, she has no issues.


Page 12 of 17

NAME: Howard Cleveland LOCATION: 4007 Meadow Ln PHONE NUMBER: 231-855-1936 DATE OF MEETING: 8-29-13 TIME OF MEETING: 3:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Cleveland has excessive basement flooding issues. He has spent a significant amount of money in 2009 and 2013 to repair the flooded basement. All of the neighbors surrounding his property have the same issues. He provided pictures of the 2009 flooding. All of the neighbors ran their sump pumps to the roadway which flooded his front yard where his drain field and septic tank are located. Mr. Cleveland is one of the petitioners and wants a permanent solution. NAME: Rick Ebeling LOCATION: 4445 S. Brooks Rd (Agape Home) PHONE NUMBER: 231-206-3096 DATE OF MEETING: 8-29-13 TIME OF MEETING: 3:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Ebeling said that during spring rains the wooded low area to the north is flooded but he never notices any water in the ditch along the front of his property. The older basement (to the south) has flooded in the past but he hasn’t had any flooding issues recently. His home is built up above original grade. NAME: Ben Garza LOCATION: 3463 White Aspen Ln PHONE NUMBER: 231-767-1214 DATE OF MEETING: 8-29-13 TIME OF MEETING: 3:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Flooding issues started four or five years ago. Mr. Garza mentioned that his basement was dug two blocks deeper than all surrounding homes. He has three sump pumps in his basement that from April to July continually run every six minutes. He seems to think he is the only one in his area with a water issue; he is upset with the township inspector who signed off on his basement, knowing the groundwater table is so high. NAME: CJ Chaitanya LOCATION: 3120 Lily Ct PHONE NUMBER: 231-767-1052 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Chaitanya has standing water in the roadway and near driveway during every rain event and it stays there for days. She said the neighbors on the south side of Lily Ct all have basement flooding and surface flooding in the rear of their properties.


Page 13 of 17

NAME: Paul Lindale LOCATION: 4826 S. Dangl Rd PHONE NUMBER: 231-638-1718 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: The Lindales have a low front yard that was entirely under water last spring. Their home is built high so they have not experienced water issues in their home. Mr. Lindale tried to clean out the ditch himself to give the water some place to go. NAME: Lisa Spyke LOCATION: 3051 Pinewood Ln PHONE NUMBER: 231-329-3585 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: The resident has extensive basement flooding issues. There is a sump pump which discharges to the rear of the property. He thinks there is a groundwater path which runs from the south toward his home which keeps the groundwater level high. Mr. Spyke believes there is a 12-inch perforated pipe in the roadway for infiltration but does not believe it helps him, due to the direction of the groundwater path. NAME: Tom Jasick LOCATION: 7708 Heights Ravenna Rd PHONE NUMBER: 231-777-7169 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Jasick has a wooded area to the east of his home that floods in April and May and is usually completely dry by June. This year he mentioned it was still flooded until July. The water through the wooded area goes under a driveway culvert he installed and flows to the east, creating its own natural channel through the woods. Mr. Jasick said that the water has trouble getting into the ditch in the front of his property. Overall, he is not very concerned with the flooding because it is not directly affecting his home, but would be a problem if he decides to develop the land in the future. NAME: Dan Stewart LOCATION: 2569 Briar Ave PHONE NUMBER: 231-286-0569 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:40 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Stewart has extensive basement flooding issues. He says that most folks around him do not have this issue for some reason.


Page 14 of 17

NAME: Kyle Stafford LOCATION: 4650 Brooks Rd PHONE NUMBER: 231-301-5095 DATE OF MEETING: 8-29-13 TIME OF MEETING: 4:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Stafford has had his entire front yard up to his fence under a foot of water. There isn’t much of a ditch in front of his property and the water doesn’t drain anywhere, just sits there for about a week until it is infiltrated. The northeast corner and the north few acres of his property are also under water in the spring. His crawl space has a sump pump because of the frequent flooding. NAME: Marvin Hughey LOCATION: 2993 Brookmere St PHONE NUMBER: 231-767-1440 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Hughey has extensive basement flooding. He explained that all of his neighbors have the same issue. He would like a positive outlet for his sump pump discharge. He is worried about the valuation of his home and the ability to sell due to this issue. NAME: Rozanne Bailey LOCATION: 3826 Cline Rd PHONE NUMBER: 989-545-4525 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Ms. Bailey explained that the ditch in front of her property does not flow very well, and when the water gets high it overflows onto her front yard. She mentioned that the neighbors to the east of her have a lot of runoff that fills her pond in the back yard almost to the point of overflowing into her home. Her septic tank is built above the ground because the water table is so high. NAME: Joe McDonald LOCATION: 3243 Mark Ave PHONE NUMBER: 231-343-8203 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. McDonald has no issues. He is concerned about a possible assessment.


Page 15 of 17

NAME: Tim Freye & Carl Wright LOCATION: 4166 Jensen Rd & 4703 Cloverville Rd PHONE NUMBER: 231-557-3756, 231-767-1255 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: Mr. Freye’s and Mr. Wright’s properties are both located in an area that drains to the Rhymer Creek. They both mentioned that the ditches are unable to handle all the water and if they are cleaned out and re-graded, that would solve most of the issues. Mr. Wright was concerned about an area at Cloverville Rd & Jensen Rd where there is a bottleneck in the ditch. Mr. Freye has had a wet basement this past spring, even though his house is built up. He has a large pond in his backyard as well as a low spot located near his house with an outdoor pump installed in it. This pump drains to the ditch in front of his property. NAME: Ryan Tuttle LOCATION: 3317 Danglwood Ct PHONE NUMBER: 616-638-2546 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Tuttle has no drainage issues. Engineer walked back to his rear yard where the main drain is located. He recognized that the drain could be cleaned, as it is quite overgrown. NAME: Brent Mosley LOCATION: 3347 Rambling Brook Rd PHONE NUMBER: 231-557-7155 DATE OF MEETING: 8-29-13 TIME OF MEETING: 5:40 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Engineer met with Ms. Mosley who said they have come very close to a flooded basement and it was definitely a concern for them. The problem was most noticeable in 2009 and 2013 when they had to place sandbags at their lower level walkout. Their neighbors have had basement flooding and the groundwater levels are definitely a concern. NAME: Sally & Marshall Cook LOCATION: 5051 Heights Ravenna Rd PHONE NUMBER: 231-788-2432 DATE OF MEETING: 8-29-13 TIME OF MEETING: 6:00 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Cook explained that they have a small ditch at the rear (south) of the property. They have no immediate drainage concerns although the ditch could be cleaned.


Page 16 of 17

NAME: Doug Rich LOCATION: 3147 Clover Meadows Ln PHONE NUMBER: 231-777-5570 DATE OF MEETING: 8-29-13 TIME OF MEETING: 6:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: The Riches have extensive basement flooding and are very concerned about the groundwater levels in the area. They really would like a solution to the problem. They explained that all of the neighbors on the south side of Lily Ct have basement flooding. NAME: James & Duke Bradshaw LOCATION: Corner of Jensen Rd and Brooks Rd PHONE NUMBER: 231-730-1064 DATE OF MEETING: 8-29-13 TIME OF MEETING: 6:20 p.m. TYPE OF MEETING: In person ENGINEER: Ryan DeBono DISCUSSION ITEMS: The Bradshaws own a field in which they plan to grow blueberries. They have already lost a season due to flooding in the field. They had a ditch professionally dug through the field in order to relieve the flooding. They feel that having the ditch cleaned out along Brooks Rd would help tremendously. The property is located within the Rhymer Creek watershed. NAME: Sandra Corning LOCATION: 3269 Bertha Bee PHONE NUMBER: 231-740-4862 DATE OF MEETING: 9-6-13 TIME OF MEETING: 3:00 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Ms. Corning has been at this residence since 1976. They have had four or five instances of basement flooding. They have a sump pump but had to put in a point well outside the home to start pumping during wet periods, which is expensive. She explained that the subdivision has about 80-100 homes and they all have this issue. She also mentioned that since they closed the landfill on Brooks Rd (north of her property) and built the mobile home park (west of her property) the problem has gotten considerably worse. NAME: Gordon Royce LOCATION: 2921 E. Ellis Road PHONE NUMBER: 231-865-3241 DATE OF MEETING: 9-12-13 TIME OF MEETING: 3:00 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Royce has lived at his residence since 1975. He said that typically the roadway ditches were cut and sprayed with chemicals to keep the grass down. No chemicals have been used this year on the south side and the grass is continuing to grow making it difficult to get sight distance at the intersections.


Page 17 of 17

NAME: Andy Closs LOCATION: 4008 Meadow Ln PHONE NUMBER: 616-402-2054 DATE OF MEETING: 9-12-13 TIME OF MEETING: 3:20 p.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: Mr. Closs has excessive basement flooding issues. He has put in a Ever-Dry type basement system to resolve the issue but still had problems this past spring. He has two (2) sump pumps. He explained that when everyone is utilizing their sump pumps there is nowhere for the water to go so it continues to recirculate. NAME: Heather & Alan Swenor LOCATION: 3972 Meadow Ln PHONE NUMBER: DATE OF MEETING: 10-14-13 TIME OF MEETING: 10:30 a.m. TYPE OF MEETING: Phone ENGINEER: Ryan McEnhill, PE DISCUSSION ITEMS: The Swenor’s have excessive basement flooding issues. They have lived at the residence for the last 9 years and had their finished basement flood on two (2) different occasions causing extensive damage. The house initially had no sump pump installed. They had to tear up the floor and install a sump pump. The sump pump burned out quickly due to the amount of use. They have rented an industrial pump at certain times to keep up with the water and ensure their living area downstairs does not flood. They are concerned about their basement every time it rains as they have three (3) bedrooms downstairs.

APPENDIX E –

Township Zoning Information

APPENDIX F –

Soil Survey Map of Area from USDA Soil Survey

United StatesDepartment ofAgriculture

A product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultural ExperimentStations, and localparticipants

Custom Soil ResourceReport for

MuskegonCounty,MichiganKuis Drain

NaturalResourcesConservationService

August 9, 2013

PrefaceSoil surveys contain information that affects land use planning in survey areas. Theyhighlight soil limitations that affect various land uses and provide information aboutthe properties of the soils in the survey areas. Soil surveys are designed for manydifferent users, including farmers, ranchers, foresters, agronomists, urban planners,community officials, engineers, developers, builders, and home buyers. Also,conservationists, teachers, students, and specialists in recreation, waste disposal,and pollution control can use the surveys to help them understand, protect, or enhancethe environment.

Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identify soil propertiesthat are used in making various land use or land treatment decisions. The informationis intended to help the land users identify and reduce the effects of soil limitations onvarious land uses. The landowner or user is responsible for identifying and complyingwith existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in some cases.Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certainconservation and engineering applications. For more detailed information, contactyour local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/state_offices/).

Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey or wet soils are poorly suited to use as septictank absorption fields. A high water table makes a soil poorly suited to basements orunderground installations.

The National Cooperative Soil Survey is a joint effort of the United States Departmentof Agriculture and other Federal agencies, State agencies including the AgriculturalExperiment Stations, and local agencies. The Natural Resources ConservationService (NRCS) has leadership for the Federal part of the National Cooperative SoilSurvey.

Information about soils is updated periodically. Updated information is availablethrough the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The SoilData Mart is the data storage site for the official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programsand activities on the basis of race, color, national origin, age, disability, and whereapplicable, sex, marital status, familial status, parental status, religion, sexualorientation, genetic information, political beliefs, reprisal, or because all or a part of anindividual's income is derived from any public assistance program. (Not all prohibitedbases apply to all programs.) Persons with disabilities who require alternative means

2

http://soils.usda.gov/sqi/

http://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://offices.sc.egov.usda.gov/locator/app?agency=nrcs

http://soils.usda.gov/contact/state_offices/

http://soils.usda.gov/contact/state_offices/

for communication of program information (Braille, large print, audiotape, etc.) shouldcontact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file acomplaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider andemployer.

3

ContentsPreface....................................................................................................................2How Soil Surveys Are Made..................................................................................5Soil Map..................................................................................................................7

Soil Map................................................................................................................8Legend..................................................................................................................9Map Unit Legend................................................................................................10Map Unit Descriptions........................................................................................10

Muskegon County, Michigan...........................................................................13CovabB—Covert-Pipestone sands, 0 to 6 percent slopes..........................13Ga—Granby loamy sand.............................................................................15KaB—Kalkaska-Wallace sands, 2 to 6 percent slopes...............................16Ku—Kerston muck......................................................................................18PlfabB—Plainfield sand, high ecological site, 0 to 6 percent slopes...........19PlfabD—Plainfield sand, high ecological site, 6 to 18 percent slopes.........20PlfabE—Plainfield sand, high ecological site, 18 to 30 percent slopes.......22PlfabF—Plainfield sand, high ecological site, 30 to 50 percent slopes.......23PpsaaA—Pipestone-Covert-Saugatuck sands, 0 to 3 percent slopes........25Ra—Roscommon and Au Gres sands........................................................27Sa—Saranac loam......................................................................................29Sm—Sims loam...........................................................................................30So—Sloan soils...........................................................................................31Sp—Sparta sand, 0 to 2 percent slopes......................................................32Tc—Tawas and Carlisle mucks...................................................................33W—Water....................................................................................................35We—Wind eroded land, sloping..................................................................35

References............................................................................................................36

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How Soil Surveys Are MadeSoil surveys are made to provide information about the soils and miscellaneous areasin a specific area. They include a description of the soils and miscellaneous areas andtheir location on the landscape and tables that show soil properties and limitationsaffecting various uses. Soil scientists observed the steepness, length, and shape ofthe slopes; the general pattern of drainage; the kinds of crops and native plants; andthe kinds of bedrock. They observed and described many soil profiles. A soil profile isthe sequence of natural layers, or horizons, in a soil. The profile extends from thesurface down into the unconsolidated material in which the soil formed or from thesurface down to bedrock. The unconsolidated material is devoid of roots and otherliving organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas(MLRAs). MLRAs are geographically associated land resource units that sharecommon characteristics related to physiography, geology, climate, water resources,soils, biological resources, and land uses (USDA, 2006). Soil survey areas typicallyconsist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that isrelated to the geology, landforms, relief, climate, and natural vegetation of the area.Each kind of soil and miscellaneous area is associated with a particular kind oflandform or with a segment of the landform. By observing the soils and miscellaneousareas in the survey area and relating their position to specific segments of thelandform, a soil scientist develops a concept, or model, of how they were formed. Thus,during mapping, this model enables the soil scientist to predict with a considerabledegree of accuracy the kind of soil or miscellaneous area at a specific location on thelandscape.

Commonly, individual soils on the landscape merge into one another as theircharacteristics gradually change. To construct an accurate soil map, however, soilscientists must determine the boundaries between the soils. They can observe onlya limited number of soil profiles. Nevertheless, these observations, supplemented byan understanding of the soil-vegetation-landscape relationship, are sufficient to verifypredictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. Theynoted soil color, texture, size and shape of soil aggregates, kind and amount of rockfragments, distribution of plant roots, reaction, and other features that enable them toidentify soils. After describing the soils in the survey area and determining theirproperties, the soil scientists assigned the soils to taxonomic classes (units).Taxonomic classes are concepts. Each taxonomic class has a set of soilcharacteristics with precisely defined limits. The classes are used as a basis forcomparison to classify soils systematically. Soil taxonomy, the system of taxonomicclassification used in the United States, is based mainly on the kind and character ofsoil properties and the arrangement of horizons within the profile. After the soilscientists classified and named the soils in the survey area, they compared the

5

individual soils with similar soils in the same taxonomic class in other areas so thatthey could confirm data and assemble additional data based on experience andresearch.

The objective of soil mapping is not to delineate pure map unit components; theobjective is to separate the landscape into landforms or landform segments that havesimilar use and management requirements. Each map unit is defined by a uniquecombination of soil components and/or miscellaneous areas in predictableproportions. Some components may be highly contrasting to the other components ofthe map unit. The presence of minor components in a map unit in no way diminishesthe usefulness or accuracy of the data. The delineation of such landforms andlandform segments on the map provides sufficient information for the development ofresource plans. If intensive use of small areas is planned, onsite investigation isneeded to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.The frequency of observation is dependent upon several factors, including scale ofmapping, intensity of mapping, design of map units, complexity of the landscape, andexperience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specificlocations. Once the soil-landscape model is refined, a significantly smaller number ofmeasurements of individual soil properties are made and recorded. Thesemeasurements may include field measurements, such as those for color, depth tobedrock, and texture, and laboratory measurements, such as those for content ofsand, silt, clay, salt, and other components. Properties of each soil typically vary fromone point to another across the landscape.

Observations for map unit components are aggregated to develop ranges ofcharacteristics for the components. The aggregated values are presented. Directmeasurements do not exist for every property presented for every map unitcomponent. Values for some properties are estimated from combinations of otherproperties.

While a soil survey is in progress, samples of some of the soils in the area generallyare collected for laboratory analyses and for engineering tests. Soil scientists interpretthe data from these analyses and tests as well as the field-observed characteristicsand the soil properties to determine the expected behavior of the soils under differentuses. Interpretations for all of the soils are field tested through observation of the soilsin different uses and under different levels of management. Some interpretations aremodified to fit local conditions, and some new interpretations are developed to meetlocal needs. Data are assembled from other sources, such as research information,production records, and field experience of specialists. For example, data on cropyields under defined levels of management are assembled from farm records and fromfield or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on suchvariables as climate and biological activity. Soil conditions are predictable over longperiods of time, but they are not predictable from year to year. For example, soilscientists can predict with a fairly high degree of accuracy that a given soil will havea high water table within certain depths in most years, but they cannot predict that ahigh water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in thesurvey area, they drew the boundaries of these bodies on aerial photographs andidentified each as a specific map unit. Aerial photographs show trees, buildings, fields,roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report

6

Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soilmap units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.

7

8

Custom Soil Resource ReportSoil Map

4779

400

4780

200

4781

000

4781

800

4782

600

4783

400

4784

200

4779

400

4780

200

4781

000

4781

800

4782

600

4783

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4784

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563700 564500 565300 566100 566900 567700 568500 569300 570100 570900 571700

564500 565300 566100 566900 567700 568500 569300 570100 570900 571700

43° 12' 34'' N86

° 1

2' 5

7'' W

43° 12' 34'' N

86° 6

' 59'

' W

43° 9' 44'' N

86° 1

2' 5

7'' W

43° 9' 44'' N

86° 6

' 59'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS840 1500 3000 6000 9000

Feet0 500 1000 2000 3000

MetersMap Scale: 1:37,000 if printed on A landscape (11" x 8.5") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

Borrow Pit

Clay Spot

Closed Depression

Gravel Pit

Gravelly Spot

Landfill

Lava Flow

Marsh or swamp

Mine or Quarry

Miscellaneous Water

Perennial Water

Rock Outcrop

Saline Spot

Sandy Spot

Severely Eroded Spot

Sinkhole

Slide or Slip

Sodic Spot

Spoil Area

Stony Spot

Very Stony Spot

Wet Spot

Other

Special Line Features

Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:15,800.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Muskegon County, MichiganSurvey Area Data: Version 7, Sep 27, 2012

Soil map units are labeled (as space allows) for map scales 1:50,000or larger.

Date(s) aerial images were photographed: May 16, 2011—Apr 6,2012

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.


9

Map Unit Legend

Muskegon County, Michigan (MI121)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

CovabB Covert-Pipestone sands, 0 to 6percent slopes

303.7 7.1%

Ga Granby loamy sand 76.7 1.8%

KaB Kalkaska-Wallace sands, 2 to 6percent slopes

8.7 0.2%

Ku Kerston muck 2.3 0.1%

PlfabB Plainfield sand, high ecologicalsite, 0 to 6 percent slopes

1,880.6 44.0%

PlfabD Plainfield sand, high ecologicalsite, 6 to 18 percent slopes

192.7 4.5%

PlfabE Plainfield sand, high ecologicalsite, 18 to 30 percent slopes

68.5 1.6%

PlfabF Plainfield sand, high ecologicalsite, 30 to 50 percent slopes

45.1 1.1%

PpsaaA Pipestone-Covert-Saugatucksands, 0 to 3 percent slopes

748.6 17.5%

Ra Roscommon and Au Gres sands 536.4 12.5%

Sa Saranac loam 43.9 1.0%

Sm Sims loam 2.8 0.1%

So Sloan soils 92.6 2.2%

Sp Sparta sand, 0 to 2 percentslopes

2.7 0.1%

Tc Tawas and Carlisle mucks 265.7 6.2%

W Water 3.6 0.1%

We Wind eroded land, sloping 1.4 0.0%

Totals for Area of Interest 4,275.9 100.0%

Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soilsor miscellaneous areas in the survey area. The map unit descriptions, along with themaps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits for the properties of the soils. On the landscape,however, the soils are natural phenomena, and they have the characteristic variabilityof all natural phenomena. Thus, the range of some observed properties may extendbeyond the limits defined for a taxonomic class. Areas of soils of a single taxonomicclass rarely, if ever, can be mapped without including areas of other taxonomic


10

classes. Consequently, every map unit is made up of the soils or miscellaneous areasfor which it is named and some minor components that belong to taxonomic classesother than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, or dissimilar, components. They generallyare in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identifiedby a special symbol on the maps. If included in the database for a given area, thecontrasting minor components are identified in the map unit descriptions along withsome characteristics of each. A few areas of minor components may not have beenobserved, and consequently they are not mentioned in the descriptions, especiallywhere the pattern was so complex that it was impractical to make enough observationsto identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The objective of mapping is not to delineate pure taxonomicclasses but rather to separate the landscape into landforms or landform segments thathave similar use and management requirements. The delineation of such segmentson the map provides sufficient information for the development of resource plans. Ifintensive use of small areas is planned, however, onsite investigation is needed todefine and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions. Eachdescription includes general facts about the unit and gives important soil propertiesand qualities.

Soils that have profiles that are almost alike make up a soil series. Except fordifferences in texture of the surface layer, all the soils of a series have major horizonsthat are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,degree of erosion, and other characteristics that affect their use. On the basis of suchdifferences, a soil series is divided into soil phases. Most of the areas shown on thedetailed soil maps are phases of soil series. The name of a soil phase commonlyindicates a feature that affects use or management. For example, Alpha silt loam, 0to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricatepattern or in such small areas that they cannot be shown separately on the maps. Thepattern and proportion of the soils or miscellaneous areas are somewhat similar in allareas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils ormiscellaneous areas that are shown as one unit on the maps. Because of present oranticipated uses of the map units in the survey area, it was not considered practicalor necessary to map the soils or miscellaneous areas separately. The pattern andrelative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas thatcould be mapped individually but are mapped as one unit because similar


11

interpretations can be made for use and management. The pattern and proportion ofthe soils or miscellaneous areas in a mapped area are not uniform. An area can bemade up of only one of the major soils or miscellaneous areas, or it can be made upof all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil materialand support little or no vegetation. Rock outcrop is an example.


12

Muskegon County, Michigan

CovabB—Covert-Pipestone sands, 0 to 6 percent slopes

Map Unit SettingElevation: 580 to 830 feetMean annual precipitation: 33 to 37 inchesMean annual air temperature: 46 to 48 degrees FFrost-free period: 129 to 180 days

Map Unit CompositionCovert and similar soils: 69 percentPipestone and similar soils: 19 percentMinor components: 12 percent

Description of Covert

SettingLandform: Nearshore zones (relict), outwash plainsLandform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional): Rise, talfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy glaciolacustrine deposits

Properties and qualitiesSlope: 0 to 6 percentDepth to restrictive feature: More than 80 inchesDrainage class: Moderately well drainedCapacity of the most limiting layer to transmit water (Ksat): Very high (20.00 to 59.98

in/hr)Depth to water table: About 18 to 24 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Low (about 4.6 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 4sHydrologic Soil Group: A/D

Typical profile0 to 8 inches: Sand8 to 13 inches: Sand13 to 18 inches: Fine sand18 to 29 inches: Sand29 to 47 inches: Fine sand47 to 80 inches: Sand

Description of Pipestone

SettingLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): TalfDown-slope shape: Linear


13

Across-slope shape: LinearParent material: Sandy glaciolacustrine deposits

Properties and qualitiesSlope: 0 to 3 percentDepth to restrictive feature: More than 80 inchesDrainage class: Somewhat poorly drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (6.00

to 59.98 in/hr)Depth to water table: About 6 to 12 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Low (about 4.2 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 3wHydrologic Soil Group: A/D

Typical profile0 to 2 inches: Sand2 to 4 inches: Sand4 to 13 inches: Sand13 to 19 inches: Sand19 to 28 inches: Fine sand28 to 80 inches: Sand

Minor Components

Plainfield, high ecological sitePercent of map unit: 7 percentLandform: Outwash plains, beach ridgesLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

KingsvillePercent of map unit: 2 percentLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): Dip, riseDown-slope shape: LinearAcross-slope shape: Linear

KalevaPercent of map unit: 1 percentLandform: Outwash plains, beach ridgesLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

SaugatuckPercent of map unit: 1 percentLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: Linear


14

Covert, stratified substratumPercent of map unit: 1 percentLandform: Nearshore zones (relict)Landform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

Ga—Granby loamy sand

Map Unit SettingElevation: 600 to 1,000 feetMean annual precipitation: 30 to 36 inchesMean annual air temperature: 45 to 48 degrees FFrost-free period: 140 to 150 days

Map Unit CompositionGranby and similar soils: 90 percentMinor components: 10 percent

Description of Granby

SettingLandform: Lake plains, outwash plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy lacustrine deposits

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesDrainage class: Poorly drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: About 0 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 4.8 inches)

Interpretive groupsFarmland classification: Farmland of local importanceLand capability (nonirrigated): 4wHydrologic Soil Group: A/D

Typical profile0 to 10 inches: Loamy sand10 to 20 inches: Loamy sand20 to 60 inches: Sand


15

Minor Components

Au gresPercent of map unit: 5 percentLandform: Outwash plains, lake plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

TawasPercent of map unit: 5 percentLandform: Outwash plains, lake plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

KaB—Kalkaska-Wallace sands, 2 to 6 percent slopes


Map Unit CompositionKalkaska and similar soils: 50 percentWallace and similar soils: 30 percentMinor components: 20 percent

Description of Kalkaska

SettingLandform: Dunes on lake plains, beach ridges on lake plains, dunes on outwash

plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy eolian deposits and/or sandy glaciolacustrine deposits

Properties and qualitiesSlope: 2 to 6 percentDepth to restrictive feature: More than 80 inchesDrainage class: Excessively drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 3.7 inches)


16

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 6sHydrologic Soil Group: A

Typical profile0 to 4 inches: Sand4 to 26 inches: Sand26 to 60 inches: Sand

Description of Wallace

SettingLandform: Beach ridges on lake plains, dunes on outwash plains, dunes on lake

plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy eolian deposits and/or sandy glaciolacustrine deposits

Properties and qualitiesSlope: 2 to 6 percentDepth to restrictive feature: More than 80 inchesDrainage class: Moderately well drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: About 24 to 42 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 4.1 inches)


Typical profile0 to 7 inches: Sand7 to 12 inches: Sand12 to 30 inches: Sand30 to 40 inches: Sand40 to 60 inches: Sand

Minor Components

Au gresPercent of map unit: 10 percentLandform: Dunes on outwash plains, beach ridges on lake plains, dunes on lake

plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

SaugatuckPercent of map unit: 10 percentLandform: Dunes on lake plains, beach ridges on lake plains, dunes on outwash

plains


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Landform position (three-dimensional): Rise, talfDown-slope shape: LinearAcross-slope shape: Linear

Ku—Kerston muck


Map Unit CompositionKerston and similar soils: 90 percentMinor components: 10 percent

Description of Kerston

SettingLandform: Depressions on flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: LinearParent material: Herbaceous organic material over herbaceous organic material

and/or sandy alluvium

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesDrainage class: Very poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately high to high

(0.20 to 1.98 in/hr)Depth to water table: About 0 inchesFrequency of flooding: FrequentNoneFrequency of ponding: NoneCalcium carbonate, maximum content: 25 percentAvailable water capacity: Very high (about 15.1 inches)


Typical profile0 to 10 inches: Muck10 to 22 inches: Muck22 to 29 inches: Sand29 to 34 inches: Muck34 to 60 inches: Stratified sand to sandy loam


18

Minor Components

RoscommonPercent of map unit: 10 percentLandform: Depressions on flood plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: Linear

PlfabB—Plainfield sand, high ecological site, 0 to 6 percent slopes


Map Unit CompositionPlainfield, high ecological site, and similar soils: 80 percentMinor components: 20 percent

Description of Plainfield, High Ecological Site

SettingLandform: Lake plains, outwash plainsLandform position (three-dimensional): Rise, talfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy glaciolacustrine deposits


to 19.98 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Low (about 4.0 inches)


Typical profile0 to 9 inches: Sand9 to 16 inches: Sand


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16 to 36 inches: Sand36 to 75 inches: Sand75 to 80 inches: Sand

Minor Components

BremsPercent of map unit: 12 percentLandform: Lake plains, outwash plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

KalevaPercent of map unit: 4 percentLandform: Outwash plains, lake plainsLandform position (three-dimensional): Rise, talfDown-slope shape: LinearAcross-slope shape: Linear

SpinksPercent of map unit: 2 percentLandform: Lake plains, outwash plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

BrethrenPercent of map unit: 2 percentLandform: Outwash plains, lake plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

PlfabD—Plainfield sand, high ecological site, 6 to 18 percent slopes




SettingLandform: Lake plains, outwash plainsLandform position (two-dimensional): Summit, backslope, footslope, shoulder


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Landform position (three-dimensional): Head slope, nose slope, side slope, baseslope, crest

Down-slope shape: Linear, convexAcross-slope shape: Linear, concave, convexParent material: Sandy lacustrine deposits





Minor Components

BremsPercent of map unit: 11 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Footslope, toeslope, backslopeLandform position (three-dimensional): Base slopeDown-slope shape: LinearAcross-slope shape: Linear

ThompsonvillePercent of map unit: 4 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Summit, shoulder, backslope, footslope,

toeslopeLandform position (three-dimensional): Head slope, nose slope, side slope, base

slopeDown-slope shape: Convex, linearAcross-slope shape: Concave, convex

KalevaPercent of map unit: 3 percentLandform: Lake plains, outwash plainsLandform position (two-dimensional): Summit, backslope, footslope, shoulderLandform position (three-dimensional): Side slope, head slope, nose slope, base

slope, crestDown-slope shape: Linear, convex


21

Across-slope shape: Linear, concave, convex

PlfabE—Plainfield sand, high ecological site, 18 to 30 percent slopes




SettingLandform: Lake plains, outwash plainsLandform position (two-dimensional): Backslope, footslope, shoulderLandform position (three-dimensional): Head slope, nose slope, side slope, base

slope, crestDown-slope shape: Convex, linearAcross-slope shape: Concave, convexParent material: Sandy lacustrine deposits






22

Minor Components

KalevaPercent of map unit: 5 percentLandform: Lake plains, outwash plainsLandform position (two-dimensional): Backslope, footslope, shoulderLandform position (three-dimensional): Nose slope, side slope, base slope, crest,

head slopeDown-slope shape: Convex, linearAcross-slope shape: Concave, convex

BremsPercent of map unit: 3 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Footslope, toeslopeLandform position (three-dimensional): Base slope, crestDown-slope shape: LinearAcross-slope shape: Linear

SpinksPercent of map unit: 2 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Backslope, footslope, shoulderLandform position (three-dimensional): Side slope, head slope, nose slope, base

slope, crestDown-slope shape: Convex, linearAcross-slope shape: Concave, convex

TekeninkPercent of map unit: 1 percentLandform: Lake plains, outwash plainsLandform position (two-dimensional): Backslope, footslope, shoulderLandform position (three-dimensional): Head slope, nose slope, side slope, base

slope, crestDown-slope shape: Convex, linearAcross-slope shape: Concave, convex

PlfabF—Plainfield sand, high ecological site, 30 to 50 percent slopes




23


SettingLandform: Outwash plains, lake plainsLandform position (two-dimensional): Backslope, footslope, shoulderLandform position (three-dimensional): Head slope, nose slope, side slope, base

slope, crestDown-slope shape: Convex, linearAcross-slope shape: Concave, convexParent material: Sandy lacustrine deposits





Minor Components

BremsPercent of map unit: 11 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Footslope, toeslopeLandform position (three-dimensional): Base slopeDown-slope shape: LinearAcross-slope shape: Linear

ThompsonvillePercent of map unit: 4 percentLandform: Outwash plains, lake plainsLandform position (two-dimensional): Backslope, footslope, toeslopeLandform position (three-dimensional): Head slope, nose slope, side slope, base

slopeDown-slope shape: Convex, linearAcross-slope shape: Concave, convex


24

PpsaaA—Pipestone-Covert-Saugatuck sands, 0 to 3 percent slopes


Map Unit CompositionPipestone and similar soils: 50 percentCovert and similar soils: 20 percentSaugatuck and similar soils: 15 percentMinor components: 15 percent

Description of Pipestone

SettingLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy glaciolacustrine deposits


to 59.98 in/hr)Depth to water table: About 6 to 12 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Low (about 4.2 inches)


Typical profile0 to 2 inches: Sand2 to 4 inches: Sand4 to 13 inches: Sand13 to 19 inches: Sand19 to 28 inches: Fine sand28 to 80 inches: Sand


25

Description of Covert

SettingLandform: Nearshore zones (relict), outwash plainsLandform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional): Rise, talfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy glaciolacustrine deposits

Properties and qualitiesSlope: 0 to 3 percentDepth to restrictive feature: More than 80 inchesDrainage class: Moderately well drainedCapacity of the most limiting layer to transmit water (Ksat): Very high (20.00 to 59.98

in/hr)Depth to water table: About 18 to 24 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Low (about 4.6 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 4sHydrologic Soil Group: A/D

Typical profile0 to 8 inches: Sand8 to 13 inches: Sand13 to 18 inches: Fine sand18 to 29 inches: Sand29 to 47 inches: Fine sand47 to 80 inches: Sand

Description of Saugatuck

SettingLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy glaciolacustrine deposits

Properties and qualitiesSlope: 0 to 3 percentDepth to restrictive feature: 6 to 21 inches to ortsteinDrainage class: Somewhat poorly drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (6.00

to 59.98 in/hr)Depth to water table: About 6 to 12 inchesFrequency of flooding: NoneFrequency of ponding: NoneMaximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)Available water capacity: Very low (about 1.5 inches)


26


Typical profile0 to 1 inches: Slightly decomposed plant material1 to 8 inches: Sand8 to 13 inches: Fine sand13 to 17 inches: Sand17 to 20 inches: Fine sand20 to 32 inches: Fine sand32 to 80 inches: Fine sand

Minor Components

KingsvillePercent of map unit: 10 percentLandform: Outwash plains, nearshore zones (relict)Landform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

JebavyPercent of map unit: 2 percentLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

AntungPercent of map unit: 2 percentLandform: Nearshore zones (relict), outwash plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

Plainfield, high ecological sitePercent of map unit: 1 percentLandform: Beach ridges, outwash plains, dunesLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

Ra—Roscommon and Au Gres sands

Map Unit SettingElevation: 600 to 1,000 feet


27

Mean annual precipitation: 30 to 36 inchesMean annual air temperature: 45 to 48 degrees FFrost-free period: 140 to 150 days

Map Unit CompositionRoscommon and similar soils: 50 percentAu gres and similar soils: 45 percentMinor components: 5 percent

Description of Roscommon

SettingLandform: Outwash plains, lake plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy lacustrine deposits

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesDrainage class: Poorly drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: About 0 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum content: 10 percentAvailable water capacity: Low (about 5.6 inches)


Typical profile0 to 5 inches: Loamy sand5 to 36 inches: Sand36 to 60 inches: Sand

Description of Au Gres

SettingLandform: Outwash plains, lake plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy lacustrine deposits


to 19.98 in/hr)Depth to water table: About 6 to 18 inchesFrequency of flooding: None


28

Frequency of ponding: NoneAvailable water capacity: Low (about 4.3 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 4wHydrologic Soil Group: B

Typical profile0 to 5 inches: Sand5 to 11 inches: Sand11 to 34 inches: Sand34 to 60 inches: Sand

Minor Components

CroswellPercent of map unit: 5 percentLandform: Lake plains, outwash plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

Sa—Saranac loam


Map Unit CompositionSaranac and similar soils: 90 percentMinor components: 10 percent

Description of Saranac

SettingLandform: Flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: LinearParent material: Clayey alluvium and/or loamy alluvium

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesDrainage class: Poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to

0.57 in/hr)


29

Depth to water table: About 0 to 12 inchesFrequency of flooding: FrequentNoneFrequency of ponding: NoneCalcium carbonate, maximum content: 20 percentAvailable water capacity: High (about 9.6 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability (nonirrigated): 5wHydrologic Soil Group: C/D

Typical profile0 to 10 inches: Loam10 to 19 inches: Silty clay loam19 to 60 inches: Silty clay loam

Minor Components

SloanPercent of map unit: 10 percentLandform: Flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

Sm—Sims loam


Map Unit CompositionSims and similar soils: 90 percentMinor components: 10 percent

Description of Sims

SettingLandform: Depressions on till plainsLandform position (three-dimensional): TalfDown-slope shape: LinearAcross-slope shape: LinearParent material: Clayey till

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inchesDrainage class: Poorly drained


30

Capacity of the most limiting layer to transmit water (Ksat): Moderately low tomoderately high (0.06 to 0.20 in/hr)

Depth to water table: About 0 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum content: 35 percentAvailable water capacity: High (about 10.4 inches)

Interpretive groupsFarmland classification: Prime farmland if drainedLand capability (nonirrigated): 2wHydrologic Soil Group: D

Typical profile0 to 9 inches: Loam9 to 32 inches: Clay loam32 to 60 inches: Clay loam

Minor Components

KawkawlinPercent of map unit: 10 percentLandform: Till plainsLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: Linear

So—Sloan soils


Map Unit CompositionSloan and similar soils: 90 percentMinor components: 10 percent

Description of Sloan

SettingLandform: Flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: LinearParent material: Loamy alluvium

Properties and qualitiesSlope: 0 to 2 percentDepth to restrictive feature: More than 80 inches


31

Drainage class: Very poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Moderately high to high

(0.20 to 1.98 in/hr)Depth to water table: About 0 to 12 inchesFrequency of flooding: FrequentNoneFrequency of ponding: NoneCalcium carbonate, maximum content: 30 percentAvailable water capacity: High (about 10.4 inches)

Interpretive groupsFarmland classification: Prime farmland if drained and either protected from flooding

or not frequently flooded during the growing seasonLand capability (nonirrigated): 5wHydrologic Soil Group: B/D

Typical profile0 to 13 inches: Loam13 to 21 inches: Silt loam21 to 60 inches: Stratified sandy loam to silty clay loam

Minor Components

SaranacPercent of map unit: 10 percentLandform: Flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear

Sp—Sparta sand, 0 to 2 percent slopes


Map Unit CompositionSparta and similar soils: 100 percent

Description of Sparta

SettingLandform: Outwash plains, stream terracesLandform position (three-dimensional): RiseDown-slope shape: LinearAcross-slope shape: LinearParent material: Sandy outwash

Properties and qualitiesSlope: 0 to 2 percent


32

Depth to restrictive feature: More than 80 inchesDrainage class: Excessively drainedCapacity of the most limiting layer to transmit water (Ksat): High to very high (5.95

to 19.98 in/hr)Depth to water table: More than 80 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Low (about 4.2 inches)

Interpretive groupsFarmland classification: Not prime farmlandLand capability classification (irrigated): 2eLand capability (nonirrigated): 4sHydrologic Soil Group: A

Typical profile0 to 14 inches: Sand14 to 32 inches: Sand32 to 60 inches: Sand

Tc—Tawas and Carlisle mucks


Map Unit CompositionTawas and similar soils: 50 percentCarlisle and similar soils: 45 percentMinor components: 5 percent

Description of Tawas

SettingLandform: Outwash plains, flood plains, lake plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: LinearParent material: Woody organic material over sandy glacial drift


(0.20 to 5.95 in/hr)Depth to water table: About 0 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum content: 1 percent


33

Available water capacity: Very high (about 14.2 inches)


Typical profile0 to 31 inches: Muck31 to 60 inches: Sand

Description of Carlisle

SettingLandform: Lake plains, outwash plains, flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: LinearParent material: Herbaceous organic material


(0.20 to 5.95 in/hr)Depth to water table: About 0 inchesFrequency of flooding: NoneFrequency of ponding: NoneAvailable water capacity: Very high (about 23.9 inches)


Typical profile0 to 60 inches: Muck

Minor Components

KerstonPercent of map unit: 5 percentLandform: Flood plainsLandform position (three-dimensional): DipDown-slope shape: LinearAcross-slope shape: Linear


34

W—Water

Map Unit CompositionWater: 100 percent

We—Wind eroded land, sloping


Map Unit CompositionWind eroded land: 100 percent

Description of Wind Eroded Land

Typical profile0 to 60 inches: Sand


35

ReferencesAmerican Association of State Highway and Transportation Officials (AASHTO). 2004.Standard specifications for transportation materials and methods of sampling andtesting. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification ofsoils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification ofwetlands and deep-water habitats of the United States. U.S. Fish and Wildlife ServiceFWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soilsin the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.Department of Agriculture Handbook 18. http://soils.usda.gov/

Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for makingand interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/

Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department ofAgriculture, Natural Resources Conservation Service. http://soils.usda.gov/

Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service andDelaware Department of Natural Resources and Environmental Control, WetlandsSection.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps ofEngineers wetlands delineation manual. Waterways Experiment Station TechnicalReport Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.National forestry manual. http://soils.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.National range and pasture handbook. http://www.glti.nrcs.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.National soil survey handbook, title 430-VI. http://soils.usda.gov/

United States Department of Agriculture, Natural Resources Conservation Service.2006. Land resource regions and major land resource areas of the United States, theCaribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.http://soils.usda.gov/

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http://soils.usda.gov/




http://www.glti.nrcs.usda.gov/




United States Department of Agriculture, Soil Conservation Service. 1961. Landcapability classification. U.S. Department of Agriculture Handbook 210.


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APPENDIX G –

Existing State of Michigan DEQ Wetland Inventory Map for Area

APPENDIX H –

433 Agreement Map

kuis drain drain study - muskegon county, michigan

Documents