northern wisconsin veterans memorial cemetery · reference i: memorandum of understanding between...

Northern Wisconsin Veterans Memorial CemeterySpooner, Wisconsin

100% Master Plan Design Narrative July 21, 2015

100% MP Design Narrative Northern Wisconsin Veterans Memorial Cemetery June 21, 2015

Table of Contents

Northern Wisconsin Veterans Memorial Cemetery Master Plan Design Narrative

Introduction……..…………………………………………………………………………………………………………………………………....2

Overall Design Elements..……………………………………………………………………………………………………………………....2

Master Plan Background and Status.…………………………………………………….……………………………………………....3

Wetlands & Water Tables……………………………………………………………………………………………………………3

Burial Growth Projections……………………………………………………………………………………………………………3

Geotechnical Subsurface Investigation……………………………………………………………………………………….4

Master Plan Overview..…………………………………………………………………………………………………………………………..4

Concept Description……………………………………………………………………………………………………………………5

Grading……………………………………………………………………………………………………………………………………….6

Site Furnishings…………………………………………………………………………………………………………………………..6

Signage……………………………………………………………………………………………………………………………………….6

Landscaping………………………………………………………………………………………………………………………………..7

Irrigation…………………………………………………………………………………………………………………………………….8

Erosion Control..……………………………………………………………………………………………………………………………………16

Stormwater Management..…………………………………………………………………………………………………………………..17

References…………………………………………………………………………………………………………………………………………….18

Reference I: Memorandum of Understanding between the County of Washburn, Wisconsin

and the Wisconsin Department of Veterans Affairs

Reference II: High Capacity Well Approval – Town of Beaver Brook – Washburn County

Reference III: USACE Wetland Delineation Concurrence Letter

Reference IV: Geotechnical Exploration

Appendix A: Field Exploration

Appendix B: Soil Boring Location Plan

Logs of Test Borings (9)

Log of Test Boring‐General Notes

Unified Soil Classification System

Appendix C: Document Qualifications

Appendix D: Recommended Compacted Fill Specifications

Appendix E: Web Soil Survey (3 Pages)

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Northern Wisconsin Veterans Memorial Cemetery Spooner, Wisconsin DFD Project No. 12K1C | SmithGroupJJR Project No. 50643.000 | FAI Project No. WI‐12‐12 The Northern Wisconsin Veterans Memorial Cemetery (NWVMC) is one of three state cemeteries held by the Wisconsin Department of Veterans Affairs. Each serves a specific geographic region of the state. This particular cemetery is located in Washburn County, south of Spooner, Wisconsin in the town of Beaver Brook. It is centrally located and within 100‐miles of the larger population centers of Superior and Eau Claire, Wisconsin. It is located on approximately 113.30‐acres of land that were acquired through donations and purchases. The land consists of gentle rolling terrain with large tracts of wooded areas, some of which have been logged within the past 150 years. To date there have been two completed phases of construction with a third phase being completed in the Summer of 2015. Phase I began in 1998 with much of the existing site architecture and some burial areas including lawn crypts, in‐ground cremains and columbaria. Phase II construction took place in 2005 and included expansion of burial capacity of all types. Because of available federal grant funding, Phase III construction was fast‐tracked. The scope of work for this phase included 880 additional columbaria niches and 560 in‐ground cremains spaces.

Currently the cemetery operates without an approved master plan. In 2001, a master plan study was conducted. For various reasons this master plan was not accepted. This master plan seeks to help fill the needs of the cemetery and help guide their growth in a cost effective and ecologically respectful way. Overall Design Elements This Master Plan for Northern Wisconsin Veterans Memorial Cemetery was developed to integrate the program elements that were identified by the USDVA with the natural and physical environment of the site. A number of goals and characteristics were identified as key elements to include in the design.

Utilize materials to express strength and permanence;

Reflect the regional vernacular into the design and material choices;

Incorporate site buffers to respect on‐site wetland communities and uses of adjacent properties;

Design consideration to economic cost factors;

Take into account the context of the surrounding landscape including the topography, soils, and plants;

Accommodate the key functional relationships and requirements outlined in the national VA Cemetery design standards and recommendations;

Create an aesthetically pleasing environment that highlights the significance and importance of a Veteran’s Cemetery;

Provide a phased build out of the cemetery based on current and projected burial rates for approximately 50‐years.

Master Plan Background and Status

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In the summer of 2013, a preliminary master plan consisting of four concepts was presented to state and federal representatives. Each option offered a different design approach to future phasing as well as current Phase III expansion. During the submittal review period, the master plan was placed on hold. It was determined that because of federal grant funding availability, accelerating the Phase III expansion work was more critical. Furthermore, after understanding the site’s hydrology and experiencing physical indicators of wetlands and a higher than average water table, the agency chose to have a wetland delineation conducted. During the delineation, wetlands thought to have been on site were confirmed. Additional areas of high groundwater were located and mapped as well. This confirmation prompted the agency to suspend further work on the master plan until further notice. In the spring of 2014, the master plan was revisited to include the information learned over the previous year. With the following new information, a clear path of expansion was obvious to the design team and client group.

Wetlands & Water Tables During the hold, the agency chose to have a wetland delineation conducted and began investigating a previous agreement held with the county of Washburn regarding an additional tract of land to the northeast and east of the existing site. This parcel is approximately 50‐acres and is currently owned by Washburn County and zoned as Forest. According to Resolution No. 95‐02, the land is available to the cemetery once a series of stipulations/clauses have been met. These stipulations involve the exhaustion of existing land for burial purposes and the clause that development on newly transferred land must happen within 5‐years of transfer or the land reverts back to the county of Washburn. According to the wetland delineation, a total of 12 wetlands exist in the expansion area. These wetlands vary in size from small isolated wetlands (wetlands 4, 6, 7, 8, 9, 10 and 11) to larger interconnected wetlands that bisect large areas of the site (wetlands 1, 2, 3, 5 and 12). The limits of these boundaries were field reviewed by the United States Corps of Engineers, St. Paul, Minnesota office. All boundaries were verified and agreed upon by the agency and listed as such in their concurrence letter dated August 20, 2014. In addition to the wetlands, a large area of poorly drained soils and a higher than average water table elevation in the south central area of the site, has created a significantly sized area that is undesirable for any type of burial expansion. Burial Growth Projections In order to design for future expansion, some assumptions regarding growth had to be made. As a group, it was determined that 3% annual growth was a conservative but justifiable number to use. It should be noted that changes to rules and regulations relating to eligibility could change the assumed 3% growth drastically but a timeline for such changes in unclear. The following chart contains a breakdown of anticipated burials needed in 10‐year increments, which also aligns with the cemetery 10‐year expansion construction schedule.

Crypts Columbaria Cremains Total Burials

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2013‐2023 831 1484 653 2967 2014‐2033 1018 1818 800 3636 2034‐2043 1368 2443 1075 4886 2044‐2053 1839 3284 1445 6567 2054‐2063 2471 4413 1942 8825 2064‐2073 3321 5931 2609 11861 2074‐2083 4463 7970 3507 15940 2084‐2093 5998 10711 4713 21421 2094‐2103 8061 14395 6334 28789 2104‐2113 10833 19345 8512 38690

Total Burials 40203 71791 31588 143582

Geotechnical Subsurface Investigation During the master planning process, a geotechnical subsurface investigation was conducted to confirm the National Resource Conservation Service (NRCS) soil types and suspected shallow groundwater levels from previous studies and wetland delineations. Nine soil borings ranging in depth from 11’‐6” to 16’‐6” feet below grade were conducted. All nine borings indicated that the subsurface conditions were relatively similar between all borings and consisted of the following:

6” to 8” of sandy, clay topsoil; A loose to very dense sand with thin clays, silt and gravel seam;

Scattered to numerous cobbles and boulders extending to the depths investigated. Exceptions were found in two borings. In these borings, very stiff to hard clays of substantial thickness were noted at various depths. These thick clays would tend to indicate that a perched water table is very likely and would confirm some of the design teams’ earlier suspicions. As expected, groundwater was detected in borings located to the south. Soils in this area are indicative to perched groundwater at relatively shallow depths. Borings indicated that when discovered, the water table was approximately 5’‐0” below finished grade. According to the geotechnical investigation, these perched water tables are likely to be an intermittent condition, potentially only occurring following prolonged wet periods.

Master Plan Overview Throughout the Master Plan review and submittal process, many comments and concerns arose. Each of these items have been addressed and incorporated into the master plan. A bulleted list of these concerns are as follows:

Try to achieve a 100‐year plus capacity for the cemetery lifetime;

Shift the development zone closer to the wetlands/high water table area to take advantage of useful land;

Cluster columbaria into large zones;

Remove the large buffer space along the property line to reduce unused space;

Investigate the design of smaller burial sections;

Provide a Phase 4 concept on currently owner cemetery land;

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Realign the cemetery entrance road to reduce the current ‘t’ road intersection;

Preserve largest amount of trees, specifically hardwood trees, possible.

Concept Description The proposed master plan provides expansion opportunity through 2103, which also corresponds to the cemetery’s approximate 100‐year life expectancy. Several phases have the ability to be developed within the currently owned cemetery lands. The proposed expansion extends from the current dead‐end of Veterans Way near the existing Maintenance Buildings. From here, users will enter the space crossing a wetland. Because of the size of this wetland, a 70 to 80‐foot long, prefabricated vehicular bridge with stone veneer is envisioned. The stone used for the veneer is expected to match stone currently used on existing architecture and the Phase III columbaria. After crossing the bridge, users will arrive at a “Y‐intersection” with signage directing them to the various burial sections throughout the expansion area. From here, the proposed expansion area can be accessed via a large loop road that moves with the existing topography, throughout the site. This road will ultimately be constructed in phases independent of the burial phasing. Road grades vary throughout the expansion area but do not exceed 5‐percent in grade. In general, burial sections are located in large groupings throughout the site based on specific landscape characteristics and qualities. Double‐depth crypt sections can be found along the expansion road to the south. Much of these sections are purposely situated between the road and hardwood forest protection area because of the gentler slopes in the area. This arrangement also works well for future phasing and will ultimately create a very powerful visual feature through the headstone markers as the cemetery grows. In order to keep the visual of this expansion zone to a smaller scale, there are periodic buffer zones. These zones are intended to be planted with canopy trees and understory plant material to create sections that feel like rooms. This area is also one of the younger forested areas on site with small poplar species and understory scrub. This will make for easy construction, but will require substantial landscape investment to provide a landscape characteristic that the agency would like to maintain. Along the southernmost portion of the expansion area and south of the road are a few in‐ground cremains sections. The intent of this small grouping is to provide a few phases of expansion prior to having to expand the loop road to the north into the larger grouping of in‐ground cremains fields. Location of these fields are also strategic as they can accept more grade allowing the midrange slope areas to be used effectively. From the southern loop road to the east and northeast, users will find a few columbaria plazas tucked among the preserved hardwood area. These plazas stair step with the grade of the road allowing each plaza to feel independent from one another. As users continue to the north and west of the expansion road, more preserved hardwood area will be encountered, as well as the remaining columbaria plazas. The location of the columbaria plazas tend to be in the steepest grade areas of the site because they provide the most grading flexibility. A key reason for tucking them in amongst the wooded areas is to provide seclusion and a sense of scale. As the cemetery expands 50 or 60‐years down the road, they will need to construct larger plazas in order to maintain capacity for those preferring this burial method. By providing buffer and

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vegetation nearby, it is more likely that the plazas will have a better sense of scale and will not feel like a large expanse of ‘lockers.’ Heading west towards the ‘Y‐intersection” and expansion area entry, a large in‐ground cremains field is located among mid‐range slopes. The grading of this area will require two small, isolated wetlands to be filled. In the area between the two rows of cremains fields, a landscaped buffer will be introduced to prevent a visual connection to one another since the two are offset from one another. This is desirable since the headstone markers will not be in alignment.

Grading One key factor within the expansion area is grade. The existing grade naturally slopes upward to three very distinct knobs on site. Two of these knows are near the central hardwood protection area while the third is located in the far southeast corner of the site. In general grade at the entry into the expansion area is approximately 70‐feet lower than the two centrally located knobs. In order to provide adequate capacity for future burials, it will likely be necessary to remove some of these knows in order to create developable plateau areas. To reduce some of the spoils hauled off site, burials sections M, N, O and P will be built up using excess material from earlier phases of construction in the expansion area. Site Furnishings All furnishings proposed within the expansion area are intended to match either NCA furnishing standards or existing cemetery standards. This will create uniformity throughout the site for users and for ease of maintenance staff. Watering stations at NWVMC use NCA standard trash and vase receptacles, which are produced by Victor Stanley and are dark bronze in color. The cemetery’s use of watering station hydrants however vary. Currently, all of their existing hydrants are connected to a low pressure/flow well system therefore, they are using a very basic water station hydrant that does not have a pressure reducer. Phase III construction will use a Stern 7000 series hydrant that is painted dark bronze to match the trash and vase receptacles. This style of hydrant is nicer looking and should be considered the standard moving forward in the expansion area and as old hydrants need to be replaced. Any new hydrants installed within the cemetery that are connected to the proposed irrigation system should have pressure‐reducing valves below grade. These valves should be accessible via an at grade valve box so cemetery maintenance staff have the capability to make periodic repairs and/or adjustments. The spigot portion of existing hydrants and all future hydrants should be a typical Hass/Murdock style ADA spigot that meets current NCA standards.

Benches will be provided throughout the expansion area site. All proposed benches will be Wausau Tile Series TF5025 concrete benches, in a buff acid wash color to match the existing. The benches should have insets on either end of the bench to accept bronze donation plaques.

Signage Signage will be provided for an effective cemetery wayfinding system and will be consistent with the NCA Program Guide and signage standards for national cemeteries. The signage will be designed to communicate information to cemetery visitors in a legible, clear and easily

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comprehended manner. Signage will match the existing family of signage that includes a dark bronze painted aluminum extruded post with a white replaceable placard and black lettering. As the cemetery expands, it should be noticed that the Visitor’s Guide should be periodically updated to include all new burial sections and site features. This sign will be critical in guiding users as the cemetery begins to expand into the area beyond their current developed limits.

Landscaping The NWVMC site is composed of seven natural landscape communities including: upland oak woods, mixed upland woods, low woods, poplar woods, meadow, marsh and open water. The central portion of the site is predominately composed of meadow (approximately 22‐aces). The open nature of this area of the site provides flexibility for the development of the site design and subsequently the landscape design. The design of the landscape and the overall site plan will be developed to integrate into the existing landscape. When possible the existing hardwood tree canopy will be preserved and utilized to support and frame the design of the various cemetery amenities and burial sections. Burial sections within the wooded areas will be located among existing open sections of the canopy to minimize the number of existing trees that will need to be removed. The proposed vegetation buffers will be primarily composed of trees and shrubs to help reduce visual connection from burial section to burial section. This will help keep the feeling of intimacy intact while users visit their loved ones. Other developed areas will consist of lawn with limited areas of planting beds that highlight and support the design of key cemetery improvements. The overall goal of the landscape design is to develop an acceptable and attractive living landscape memorial to the veterans that are interred. The landscaping will be designed to articulate and strengthen the site layout by framing key views, creating distinctive open areas, screening undesirable views and/or adjacent property and complimenting the proposed architecture. Each new plant will serve a definite purpose and will contribute to the function and overall design intent for the Cemetery. The new plant material will be located so as not to interfere with vehicular or pedestrian visibility, circulation and safety. The plant material selected for the cemetery site will incorporate and exhibit the following properties and criteria:

• Low maintenance planting, that do not require special maintenance practices or extra care;

• Four season interest (color, form, texture, scale, etc.); • Plant varieties that are readily available and will not incur additional costs; • Plants that do not block views and do not create safety issues; • Plants that relate to the character and contemplative nature of the cemetery; • Species diversity to minimize threats from monoculture plant communities; • Disease and insect resistant; • Regionally native trees and other plant materials indigenous to the region; • Aesthetically attractive.

The burial sections and the access areas to the sections from the adjacent roads will be composed of turf. The existing wooded areas of the site will be maintained as much as possible and the understory will be composed of managed native grasses that can be mowed as

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required. Areas on the site that are not a burial section, access to a burial section, or under the existing wooded area will be planted with a low maintenance turf grass such as a tall fescue mix that will not be irrigated and can be mowed to maintain a more finished appearance. Proposed trees will be planted throughout the site to support the site design as noted above. Limited areas of landscape planting beds to highlight or support key cemetery features will be incorporated into the site design.

Irrigation Design Goals

The primary goal is to provide an efficient automated irrigation system for all landscaped areas worthy of a national shrine. A secondary goal is to provide the irrigation maintenance staff with the tools to manage their water use in accordance with Executive Order 13514, LEED compliance and other sustainability goals. Finally, these above goals must be balanced such that costs to construct and maintain are reasonable relative to industry standards.

Irrigation Water Use

The existing site has approximately 7‐acres landscaped that will be fully irrigated. The Master Plan describes a future expansion that could add approximately 20‐acres irrigated in the future.

World Water for Agriculture from the International Irrigation Center at Utah State University publishes potential evapotranspiration (ET) for sites throughout the world. Potential ET is based on 92 years of data for Madison, WI. The Midwestern Regional Climate Center publishes an annual average potential evapotranspiration isobar diagram for Wisconsin based on data from 1971‐2000. The diagram shows ET for Spooner to be approximately 4 inches less than Madison. However, since this is annual ET and no monthly detail is provided, ET data for Madison will be used for this analysis. It is assumed that bluegrass turf is used at the cemetery so a crop coefficient of 80% is assumed. Average peak season daily ET is 0.18‐inches per day and annual water use during the growing season of April to September is estimated to be 11.5‐inches per year. The months of March and October are not included in this water use analysis because the data shows that the mean precipitation exceeds ET in these months. Mean precipitation data from the Spooner Experimental Farm for the period 1971‐2000 is used. This shows an annual precipitation of 21.8‐inches during the growing season. To calculate peak season and annual water use the assumptions are:

Irrigation operational efficiency of 80%

Scheduling Coefficient (a measurement of application efficiency) of 1.2

Effective precipitation of 75% For the existing 7‐acre site, the estimated daily water use at peak season is 42,400 gallons per day (GPD). The annual water use during the growing season is 2.2 million gallons (MG). For the future expansion, the peak season daily water use is estimated at 123,800 GPD and the annual water use is estimated at 6.3 MG. Therefore, at build‐out, the site could use an estimated 166,000 GPD with a total annual water use of 8.4 MG.

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Irrigation Water Source There are three existing wells on the site. David Beecroft of DMB Drilling installed all three wells. In an interview, Mr. Beecroft noted that although the existing well pumps provide between 25 to 40 gallons per minute (GPM) the existing wells are capable of producing more. For example, the pump in the well at the administrative building provides 25 GPM but the well could potentially produce 200 GPM. However, due to state codes, Mr. Beecroft recommends drilling a separate irrigation only well instead of trying to retrofit one of the existing wells for irrigation. The groundwater in this area does not contain contaminates such as iron or manganese that cause staining and the use of groundwater instead of lake water would reduce installation costs, filtration requirements and long term maintenance costs. For the existing 7‐acre site, assuming an 8‐hour irrigation water window, the theoretical instantaneous required flow rate at peak season is 100 GPM. At site build‐out including the future expansion area and assuming an 8‐hour water window, the required flow is 400 GPM. It is recommended that the irrigation well be located near the maintenance facility, i.e., half way between the existing site and the expansion area. Through Phase 8, the pumping system will need to deliver approximately 90 PSI pressure at the well discharge. After Phase 8, the pumping system will need to deliver approximately 100 PSI at the well discharge.

Phase III Water Source

Of these 7‐acres of existing cemetery, the Phase III construction project irrigates approximately 4‐acres and provides mainline stubs to irrigate the remaining landscape when funds are available. To supply the irrigation, the agency chose to move forward with constructing a standalone irrigation well adjacent to the maintenance building. This well includes a 100 GPM well pump which is capable of irrigating the existing site in an 8 hour window. However, the well was drilled and has been tested to a capacity of 200 GPM. As a part of the well design, a High Capacity Permit had to be obtained from the Wisconsin Department Natural Resources. The permit was subsequently approved in June of 2014 with stipulations listed below. Maximum property monthly withdrawal amounts (millions of gallons) within any 30‐day period:

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5

Additionally, there is an annual pumping limit of 21,600,000 gallons. It should be noted that these numbers are for all wells on the property.

Phase 4‐11 Water Source

When construction of Phase 4 begins, the 100 GPM pump installed in Phase III will need to be replaced with a pump that has a capacity of 200 GPM. A 200 GPM pump can provide water for Phases 4‐8 but the watering window will be extended to approximately 10‐12 hours at Phase 8.

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At the beginning of Phase 9, the well and pump will have reached their capacity and usable economic life. Either the existing well and pump will need to be enlarged, or one new well and pump or multiple wells and pumps need to be installed such that the total capacity of the irrigation water source is 400 GPM so the entire site can be irrigated in an 8 hour window.

Irrigation Approach

The proposed approach to the irrigation system is:

PVC mainline pipe;

Block style laterals using remote control valves, closed case rotary sprinklers or spray sprinklers and PVC lateral piping;

Mainline components including winterization assembly, isolation valves, quick coupling valves, flush/manual drain valve and air‐vacuum relief valves;

Two‐wire decoder style control system with rain and freeze sensor;

Flow sensing at the pump to monitor for pipeline leaks. Areas to be permanently irrigated include in‐ground cremains sections; landscaped area around the columbarium; committal shelter; administrative building; cemetery entrance and the flagpole assembly area. The roadways between burial sections will be irrigated with one row of sprinklers throwing away from the road. The cemetery staff is responsible for managing the irrigation system via the control system to meet federal water and energy savings goals.

Mainline Pipe

Mainline pipe is routed from the well pump to irrigated areas by paralleling the roads and sides or back of the burial areas where possible. Where the mainline is installed adjacent to roads, it is placed on one side of the road and crosses under the road as needed to accommodate the irrigation system on the opposite side of the road. PVC mainline pipe crossing under a road is installed in a pipe sleeve. Mainline installed along roads is typically located 4‐feet back of curb to avoid conflicts with flag holders and trees. If automobile traffic pulling off the road at burial section is a concern, the mainline could be placed 10‐feet back of road edge to avoid conflicts with street trees and automobile traffic on valve boxes. Pipe stub‐outs are installed for connection to future phases. Mainline pipe is installed at a depth to top of pipe of 24 to 30‐inches depending on pipe size. Class 200 PVC is used. The mainline pipe will be designed in a looped configuration to minimize pipe sizing. A computerized hydraulic model is developed to size the mainline pipe. A typical operating scenario is developed that reflects the proposed water window and the required maximum flow. The pipe size is optimized based on this operating scenario and assuming that the maximum velocity in the mainline is 4.5‐feet per second (FPS). Water use estimates presented above are used to size the mainline pipe stub‐out for the future expansion.

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Photograph 1: PVC Mainline Pipe Installation at Fort Snelling National Cemetery Mainline Components

Mainline components include Winterization Assembly, Isolation Gate Valve Assembly, Air Vacuum Relief Assembly, Flush/Manual Drain Valve Assembly and Quick Coupling Valve Assembly. The intent is that the irrigation system will be winterized using compressed air. The Winterization Assembly provides a connection point for a 1 ½ or 2‐inch hose from a trailer mounted air compressor sized at 185 CFM or larger. For irrigation system winterization, a compressor that provides a large volume of air at the lowest possible pressure is recommended. The Isolation Gate Valve Assembly (IGV) allows sections of the mainline to be separated for maintenance purposes. The IGV is also used to terminate mainline pipe for phased construction. IGV are sized to match the mainline pipe size. They will be located at pipe junctions and at the halfway point of mainline loops in order to provide isolation of the irrigation mainline for maintenance with minimal disturbance to the rest of the site.

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Photograph 2: Isolation Gate Valves on HDPE Pipe at Bay Pines National Cemetery Air‐Vacuum Relief Valve Assembly (AVR) allows air to exit and enter the system. AVRs are typically located at high points, at strategic locations along the mainline pipe and at stub‐outs for the phased construction. AVRs are typically sized 2‐inch and are continuous acting so that any air that is trapped in the mainline during day to day operation is released. They also allow air into mainline in the event of a catastrophic break so that the mainline does not collapse on itself due to vacuum. A Flush/Manual Drain Valve Assembly allows the mainline to be properly flushed for either construction or maintenance purposes. These assemblies are strategically located so that the large quantities of water that are required for flushing of large diameter pipe do not damage or erode the site. These assemblies can also be used for manually draining the mainline prior to winterization or other maintenance operation. Quick Coupling Valve Assembly (QCV) provides the connection for the manual watering or other maintenance operations. QCVs have keys that are compatible with irrigation hoses and are typically sized 1‐inch. Assuming 75 to 100‐foot hoses are used for manual watering; QCVs are placed on 150‐foot centers in the burial sections, columbarium, assembly area, administrative building and other selected areas where manual watering is required. QCV are rated for 200 PSI. All the above assemblies are installed in plastic valve boxes with the lids branded to identify the assembly. As much as possible, valve boxes are located between burial sections and not between the road and a burial section to avoid conflicts with visitors. All valve boxes will have black lids.

Sprinklers

A block style system, i.e., Remote Control Valve Assembly (RCV) with lateral piping and either closed case rotary or spray sprinklers are used in smaller irrigated areas such as

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landscaped areas at the columbarium, Administrative Buildings and the areas that were disturbed by construction and need to be vegetated. The RCV supplies water to multiple sprinklers via non‐constant pressure HDPE lateral piping. The RCV is connected to a single station on the irrigation controller.

Photograph 3: Block Style Sprinklers at Fort Snelling National Cemetery

In burial sections, sprinklers are centered between two rows or four adjacent upright monuments thus allowing the greatest distance from the sprinkler to the monuments. Although the majority of the spray shoots over the upright monuments due to the trajectory of the spray out of the sprinkler, some spray hits the front or back of the closest monuments. Along roadways, sprinklers will be set in 12‐inches from the edge of the road to minimize damage during snow removal. To optimize the water application metrics, computer‐modeling software is used to select the most efficient pressure, sprinkler, nozzle combination for VIH and rotary sprinklers. Water application metrics used are the Distribution Uniformity (DU) and Scheduling Coefficient (SC). The higher the DU, the greater the application efficiency. The closer the SC is to 1.0, the higher the application efficiency. Analysis of potential VIH sprinklers is shown in Table 1. The analysis shows that at 70 PSI, DUs from 84% to 91% and SCs of 1.1 or 1.2 can be achieved. Spacing for rotary sprinklers will be selected to achieve a minimum DU of 80% and a SC of less than 1.2. Table 1: Example DU and SC Results for Selected Rotary Sprinklers at 70 PSI

Manufacturer Model Nozzle Spacing DU SC

Hunter I‐25 #18 54’ 88% 1.2

Rain Bird 8005 #12 54’ 80% 1.1

All rotary and spray sprinklers will have plastic bodies. Rotary sprinklers will be gear driven with stainless steel risers. Sprinklers will be mounted on prefabricated swing joints. To

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further improve efficiency, rotary and spray sprinklers will be zoned by part circle, full circle, hydrozones and exposure as much as possible. RCV will be plastic valves rated at 200 PSI having flow control and pressure regulation capabilities. The RCV valves will be installed in a plastic valve box with the lid branded to identify the controller and station number of the valve. Non‐constant pressure lateral pipe downstream remote control valves to the sprinklers is Class 160 PVC and is sized such that there is less than a 10% of available pressure friction loss between the remote control valve and the most distant sprinkler. Lateral pipe will not typically cross beneath the roads except to provide irrigation to landscaped medians. Burial depth will be 18‐inches except in existing crypt fields where the depth will be just above the existing crypt lids. In existing burial areas the lateral pipe will be routed 18‐inches from the back of the headstones and the trenches will be potholed by hand prior to trenching. Where mechanical trenching is permitted, plywood will be laid on the ground to protect the turf.

Photograph 4: Protecting Monuments during Trenching Quantico National Cemetery Control System

A climate based, decoder style, two wire control system conforming to the Irrigation Association Smart Water Application Technologies testing standards was installed in Phase III and is recommended for future phases. This type of system allows for efficient management of the irrigation system, minimizes the amount of water applied and is compliant with federal energy/water saving guidelines. A decoder‐based system also allows for flexibility in future expansions. The irrigation controller is mounted in a plastic pedestal and will be located either adjacent to the irrigation well or the maintenance building. The controller requires a 120 VAC power source. Low voltage decoder wiring routed between the controller and RCV and is sized either 14 or 12 AWG. Hand held radios are provided to operate the controllers remotely for troubleshooting and maintenance. Decoder wiring will be routed in the mainline pipe trench.

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If this wiring is not routed in the mainline pipe trench, it will be protected with warning tape 6‐inches above the wiring. Power wiring is sized to meet NEC Codes.

Photograph 5: Plastic Pedestal Controllers at Bay Pines National Cemetery

Flow Monitoring Flow monitoring is required to meet the Executive Order 13514 and other federal mandates pertaining to conservation of water for irrigation. A flow sensor is located at and is an integral part of the irrigation pump station. This flow sensor monitors total irrigation volume used for reporting purposes and can be used for high flow alarm conditions, which could indicate a catastrophic mainline break. Typically, the pumping system has data logging capabilities so total accumulated use on a monthly or annual basis can be reported. Additionally, the flow sensor can monitor a flow as high as 300 GPM. The control system has the capability to “learn” the normal operating flow. When the flow exceeds the learned flow stored in the control system database, the controller can shut down the station(s) currently operating and send an alarm indicating a high flow condition has occurred.

Testing

Following installation of the irrigation system, a water audit provided by the irrigation contractor is performed to determine if the installation meets the design criteria. If necessary, field adjustments are made to achieve the desired application efficiency. Actual application rate information from the water audit is also used in programming the control system so that the irrigation schedule is based on actual not theoretical application rate data.

Sustainable Practices

Sustainable practices being implemented in this project are:

Efficient Irrigation Design, Installation and Testing The irrigation system is a combination of short and large radius sprinklers. Individual planting hydrozones were considered in the design of the irrigation system and the primary plant material types are irrigated on separate laterals.

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Computer modeling is used during the design process to determine and select a sprinkler pressure, nozzle and spacing combination to provide the most efficient application and uniformity. At the selected spacing, sprinklers will provide a theoretical scheduling coefficient of 1.2 or less and a theoretical distribution uniformity application efficiency of 85% or greater. All sprinklers are installed based on these criteria. Following installation of the irrigation system, a water audit is performed to determine if the installation meets the design criteria. If necessary, field adjustments are made to achieve the desired application efficiency. Actual application rate information from the water audit is also used in programming the control system so that the irrigation schedule is based on actual not theoretical application rate data.

Control System for Irrigation An irrigation control system is used to manage the overall operation of the irrigation system. Via historic climatic data, the climate‐based controller automatically adjusts the operation time based on evapotranspiration rates thus applying only the amount of water lost to evapotranspiration. Via the rain, freeze or flow sensors, the controller system can automatically shut down operation of the irrigation system in the event of rain, freezing temperatures or other recognized alarm condition such as an irrigation mainline pipe break.

Erosion Control It should be noted that any development of the site involving land disturbance exceeding one acre, is subject to Wisconsin Department of Natural Resources (WDNR) rule NR 216 in regards to construction site erosion. Construction site best management practices will be expected are but not limited to tracking pads, inlet protection, silt fence and additional practices as required for permit compliance. Other erosion control measures that must be included in any phased construction projects include:

Temporary or permanent erosion control measures applicable to each phase of grading must be installed prior to commencing on that phase;

Only those areas designated for the placement of improvements or earthwork may be cleared before placement of the final cover;

Unsuitable excavation materials must be removed from the site immediately after rough grading. The disposal site for the surplus excavation materials shall also be subject to these erosion control requirements;

Dewatering discharge must be routed to a sedimentation basin or sedimentation vessel to reduce the discharge of sediments to meet the requirements of NR 151;

The Contractor shall inspect all erosion control measures within 24‐hours of the end of each rainfall event that exceeds 0.25‐inch, daily during periods of prolonged rainfall, or weekly during periods without rainfall. Immediately repair and/or replace any and all damaged, failed, or inadequate erosion control measures;

The Contractor must maintain records of all inspections and any remedial actions taken on‐site;

The Contractor must remove any sediment reaching a public or private roadway, parking lot, sidewalk or other pavement. Tracked sediments shall not be removed by flushing. Sediment or

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debris not requiring immediate attention shall be completely removed at the end of each workday;

All waste and unused construction materials shall be disposed of frequently in licensed solid waste or wastewater facilities. Garbage, debris, cleaning wastes, toxic materials or hazardous materials shall not be buried, dumped or discharged on the site, on the land surface or in detention basins. Material should not be allowed to be carried off the site by runoff onto adjacent lands or into receiving waters or storm sewer systems.

Stormwater Management Stormwater in Wisconsin for sites disturbing one acre of land or more is regulated by WDNR rule NR 151. Any future phasing and construction will be required to abide by and obtain the necessary permitting required by any state agencies.

MEMORANDUM OF UNDERSTANDING BETWEEN THE COUNTY OF WASHBURN, WISCONSIN

AND THE WISCONSIN DEPARTMENT OF VETERANS AFFAIRS

This Memorandum of Understanding (MOU) acknowledges the transfer of possession and control of real property identified in the attachment from the County of Washburn Wisconsin (County) to the Wisconsin Department of Veterans Affairs (WDVA) for the purpose of expanding and operating the Northern Wisconsin Veterans Memorial Cemetery (NWVMC). County Resolution No. 95-02 approved by the Washburn County Board on March 19, 2002 defined approximately 50 acres to be donated/sold to NWVMC once existing, usable internment space has been exhausted. The expansion area is defined as (see attached map):

S½ SE/SW Section 11 T38N-R12W SW SW/SE Section 11 T38N-R12W W½ NW/NE Section 14 T38N-R12W

The parcels described above will be maintained in the DNR County Forest Land Program and ownership will be maintained by the County until the need for additional land for internments can be demonstrated by the WDVA. The Forestry Committee of the Washburn County Board will evaluate the demonstrated need to determine concurrence. To allow time for transfer negotiations and removal of these parcels from the Forestry Management Program, WDVA will make the request to the County at least one year before the land is needed for expansion. Any timber management activities, occurring after application to the Wisconsin Department of Natural Resources to withdraw the lands from County Forest Law, will be subject to WDVA approval. Ownership of the property will transfer one year after WDVA’s formal request to the County Board, with due regard for the lengthy County Forest Law withdrawal process. In recognition of its assumption of possession and control of the property, the WDVA agrees to bear legal responsibility for any liability arising from construction or operation of the cemetery and holds the County harmless from any such liability. Easement across the parcel for County and public access will be required, to be negotiated with the WDVA at the time of transfer. This memorandum of understanding takes effect upon execution and shall remain in effect in perpetuity. Date April 15, 2015 Approved by Washburn County Forestry,

Parks and Recreation Committee (Motion by Stoll, second by Quinn, motion carried)

jcunningham

Typewritten Text

Reference I

,

SUBJECT: HIGH CAPACITY WELL APPROVAL - TOWN OF – Washburn COUNTY

Dear

The Department of Natural Resources, Bureau of Drinking Water and Groundwater (department), has reviewed and approved your application for the construction and operation of a non-potable high capacity well, located in the Town of , Washburn County. The application was submitted by and received by the Department on . Your application has received a limited engineering and hydrogeological review to determine compliance with the well construction and pump installation requirements of ch. NR 812, Wis. Adm. Code and Ch.281, Wis. Stats. The department’s limited engineering review indicates the proposed construction complies with ch. NR 812 requirements; however, you and your well driller are responsible for complying with all provisions of ch. NR 812 and the conditions contained in this approval. Based in part on the information provided in your application, the department has also concluded that construction and operation of the proposed well in compliance with all conditions of this approval is not likely to result in significant adverse impacts to any waters of the state. However, this approval may be subject to modification pursuant to s. 281.34 (7), Wis. Stats.

This approval consists of this letter and four attached sections: 1) Well construction specifications approved by the department; 2) Water withdrawals approved for the high capacity property; 3) Conditions and obligations for constructing and operating a high capacity well; and 4) Notice of appeal of rights.

Review this approval in its entirety. Please note that the construction approval expires two years from the date of this letter, and this approval is not transferrable. Please contact the department at 608-266-2299 with any questions or concerns. Respectfully,

Ian Anderson, Hydrogeologist State of Wisconsin - Department of Natural Resources For the Secretary cc:

State of Wisconsin DEPARTMENT OF NATURAL RESOURCES 101 S. Webster Street Box 7921 Madison WI 53707-7921

Scott Walker, Governor Cathy Stepp, Secretary

Telephone 608-266-2621 Toll Free 1-888-936-7463

TTY Access via relay - 711

Approval Date: June 04, 2014 High Capacity Well File Number: 66-01-0045

Application No: 6640 Water Use Property Number: 13545

WISCONSIN DEPARTMENT OF VETERANS AFFAIRS

NORTHERN WI VETERANS MEMORIAL CEMETERY ATTN: TONY

SPOONER WI 54801

BEAVER BROOK

WISCONSIN DEPARTMENT OF VETERANS AFFAIRS

BEAVER BROOK SMITH GROUP JJRDecember 26, 2013

SMITH GROUP JJR - Water Supply Specialist – via email Jacob Sedivy

WGNHS Staff – via email DG Regional Supervisor – via email

jcunningham

Typewritten Text

Reference II

Well Location

Standard Considerations and Requirements:

l In accordance with s. NR 812.03 (1), Wis. Adm. Code, you or your well driller must contact at at least one work day prior to

starting construction. l The pump installation will discharge through a Department-approved pitless adapter or pitless unit. The pump and the entire discharge piping

arrangement system shall be installed in a manner to meet the applicable requirements of Chapter NR 812, Wis. Adm. Code. l A meter that measures cumulative hours of pump operation or cumulative gallons that were pumped shall be installed on proposed high capacity

wells. If a variable speed pump is used, a meter that measures the cumulative gallons is the only acceptable method to determine water usage.

APPROVAL TO CONSTRUCT A HIGH CAPACITY WELL

Name: WISCONSIN DEPARTMENT OF VETERANS AFFAIRS Approval Date: 06/04/2014

Address: NORTHERN WI VETERANS MEMORIAL CEMETERY A... County: Washburn

, SPOONER WI 54801 Property Number: 13545

Property Water Use: IR99 - Irrigation - other HiCap File Number: 66-01-0045

High Capacity Well Number

Well Name Assigned by Well Owner

Township/Range/Section:

Latitude (Decimal Degrees):

Longitude (Decimal Degrees):

Location Tolerance ( The well must be constructed within this distance of the approved location)

Approved Pump Type

Approved Pump Capacity (gpm)

Approved Discharge Type (Over Top of Casing Seal, Pitless Adapter or Unit): Approved Discharge Location (Building Pressure Tank, Pond, etc.):

Well Construction

Drilling Method(s):

Total Well Depth in feet:

Approved Finished Aquifer

Enlarged Drillhole Diameter and Depth Interval:

Lower Open Drillhole Diameter and Depth Interval:

Casing Diameter and Wall Thickness

Casing Material and Joint Type

Total Casing Depth in feet:

Screen Material, Slot Size in Inches and Depth Interval or N/A if none:

Annular Space Seal Type

Annular Space Seal Length

73728

Maintenance BLDG IRR

NW NW S14 T38 R12E

45.7809

-91.82317

200 feet

Submersible

100

Over Top of casing seal

Irrigation System

Mud Rotary

340

Sandstone

12" / 0 to 140"

8" / .322"

IPSCO Steel / Welded

140'

NA

Neat cement grout

140'

Additional Construction Approval Specifications

Jacob Sedivy 715-635-4027

New Wells

Existing Wells

Approved Withdrawals by Source

Maximum Property Monthly Withdrawal Amounts (millions of gallons)

*Please note that your property approval is not equal to the sum of the approved pump capacities for each source.

HIGH CAPACITY WELL WITHDRAWAL APPROVAL

Name: WISCONSIN DEPARTMENT OF VETERANS AFFAIRS Approval Date: 06/04/2014

Address: NORTHERN WI VETERANS MEMORIAL CEMETERY A... County: Washburn

, SPOONER WI 54801 Property Number: 13545

Property Water Use: IR99 - Irrigation - other HiCap File Number: 66-01-0045

Well Name Water Use Code(s)

High Capacity Well Number

Pump Capacity (gpm)

Latitude - Decimal Degrees (45.12345, -89.12345)

Longitude - Decimal Degrees (45.12345, -89.12345)

Maintenance BLDG IRR

73728 100 45.7809 -91.82317

Well Name Water Use

Code(s)

WUWN

or Image

File # (if

known)

High

Capacity

Well

Number

Pump

Capacity Latitude - Decimal Degrees

(45.12345, -89.12345 Longitude - Decimal Degrees

(45.12345, -89.12345)

Maintenance BLDG PS13 OB648 73725 30 45.7813 -91.82312

Admin BLDG PS13 NY957 73726 40 45.78073 -91.82325

Irrigation IR99 OM006 73727 70 45.44617 -91.82312

Well Name Water

Use

High Capacity

Well Number

Pump Capacity

(gpm)

Approved Daily

Withdrawal Amount (gallons)

Maximum Approved Monthly Withdrawal Amount (millions of gallons)


Maintenance BLDG IRR 73728 100 144000 2.5 2.5 2.5 2.5 2.5 2.5 2.5

Maintenance BLDG

Admin BLDG

Irrigation

PS13

PS13

IR99

73725

73726

73727

30

40

70

43200

57600

100800

1.3

1.8

1.2

1.6

1.3

1.8

1.3

1.7

2.5

1.3

1.8

2.5

1.3

1.7

2.5

1.3

1.8

2.5

1.3

1.8

2.5

1.3

1.7

2.5

1.3

1.8

2.5

1.3

1.7

1.3

1.8


2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5

Additional Withdrawal Requirements and Conditions

There is an annual pumping limit of 21,600,000 gallons and limit of 2,500,000 gallons for any 30 day period. These restrictions apply to the combined withdrawal of all wells on the property.

1. WELL CONSTRUCTION. It is your responsibility and the responsibility of the well driller and the pump installer to ensure

that the well construction and pump installation for the proposed high capacity well are completed in compliance with the requirements of Chapter NR 812, Wis. Adm. Code and in compliance with the conditions in this approval. If the department discovers features or aspects of the installation or operation that are in violation of Chapter NR 812, Wis. Adm. Code or in violation of the conditions of this approval, the approval will become void. It your responsibility to make

any needed corrections to the well construction or the pump installation, or to any changes in operation or water usage.

2. LOCATION. In accordance with NR 812.09(2) & (4)(a), Wis. Adm. Code; the proposed high capacity well shall be constructed at the location in the construction approval. The well driller shall determine accurate coordinates for the

latitude and longitude of the well location with the use of a Global Positioning System (GPS) unit and shall include these coordinates on the Well Construction Report.

3. APPROVAL EXPIRATION. In accordance with NR 812.09(3), Wis. Adm. Code, if the construction of the proposed high capacity well has not commenced within two years from the date of this letter, this approval is void. After two years, a new application must be made for approval of the plans and specifications before any construction work on this

proposed well or pump installation may be undertaken.

4. DRILLING NOTIFICATION. In accordance with NR 812.03(1), Wis. Adm. Code, notice shall be provided to the

Department’s District Region Drinking Water Specialist at least 24 hours prior to commencing the construction of the proposed high capacity well.

5. REPORTING. Withdrawals from each of your wells on this property must be recorded monthly and reported to the Department by March 1 of the subsequent calendar year in a format provided by the department in accordance with s.

281.34(5)(e), Wis. Stats., and NR 820.13(1), Wis. Adm. Code.

6. WELL CONSTRUCTION REPORT. In accordance with NR 812.10(11), Wis. Adm. Code; the well driller shall prepare a Well Construction Report for the proposed high capacity well and shall submit the report to the Department within 30 days

following completion of the well.

7. WELL CONSTRUCTION LOG. In accordance with NR 812.09(2), Wis. Adm. Code; during construction of the proposed high

capacity well, the well driller shall collect drill cutting samples at 5-foot intervals throughout the depth of the well and at each change in geologic formation. These samples shall be sent to the Wisconsin Geological & Natural History Survey (WGNHS) in Madison for examination and preparation of a certified geologic log of the well.

8. WITHDRAWAL LIMITS. In accordance with NR 812.09(4)(a)1, Wis. Adm. Code; the operation of the proposed high

capacity well shall be limited to the withdrawal schedule found in the withdrawal approval.

9. NON-POTABLE WARNING. A sign stating "WATER FROM THIS WELL SHALL NOT BE USED FOR HUMAN CONSUMPTION OR

FOR THE WASHING OR PREPARATION OF FOOD PRODUCTS" shall be posted at the site of the well and, thereafter, shall be maintained in a legible condition.

10. BOTTLED WATER. You may not use, or allow another person or firm to use any water withdrawn from the high capacity well or from the existing residential well to produce bottled drinking water, as “bottled water” is defined in section 97.34(1)(a), Wis. Stats– unless the Department approves the use of either of the wells for that purpose.

11. WATER WITHDRAWAL REGISTRATION. Your approved withdrawal has been registered with the Department pursuant to

s. 281.346, Wis. Stats., and Chapter NR 856, Wis. Adm. Code. Registration is required for persons who have a water supply system with the capacity to withdraw an average of 100,000 gallons per day (70 gallons per minute). You do not need to take any additional steps to register at this time. For more information on water use registration, go to http://dnr.wi.gov/org/water/dwg/greatlakes/registration.htm or call the Water Use Program at (608) 266-2299.

12. WATER USE FEES. You will be required to pay an annual water use fee of $125 for each registered high capacity well

property, and an additional fee for any Great Lakes basin withdrawals exceeding 50 million gallons per year. This high capacity well approval may be rescinded if these annual fees are not paid. See s. 281.346 (12), Wis. Stats., and Chapter NR 850, Wis. Adm. Code. For more information go to http://dnr.wi.gov/org/water/dwg/greatlakes/fees.htm or call the

Water Use Program at (608) 266-2299.

13. WATER USE PERMIT (GREAT LAKES BASIN ONLY). In addition to a high capacity well approval, a water use permit is required for Great Lakes Basin withdrawals averaging 100,000 gallons per day or more in any 30-day period. See s. 281.346 (4m), Wis. Stats., and Ch. NR 860, Wis. Adm. Code. For more information on water use permitting go to

http://dnr.wi.gov/topic/WaterUse/documents/PermittingFactsheet.pdf or call the Water Use Program at (608) 266-2299.

14. NON-TRANSFERRABLE. Pursuant to NR 812.09 (4) (a) (2), Wis. Adm. Code, this approval is not transferrable.

CONDITIONS AND OBLIGATIONS FOR CONSTRUCTING AND OPERATING A HIGH CAPACITY WELL

If you believe that you have a right to challenge this decision, you should know that Wisconsin Statutes and Administrative Rules establish time periods within which requests to review Department decisions must be filed. For judicial review of a decision pursuant to Sections 227.52 and 227.53 of the State Statutes, you have 30 days after the decision is mailed, or otherwise served by the Department, to file your petition with the appropriate circuit court and serve the petition on the Department. Such a

petition for judicial review must name the Department of Natural Resources as the respondent.

To request a contested case hearing pursuant to Section 227.42 of the State Statutes, you have 30 days after the decision is mailed, or otherwise served by the Department, to serve a petition for hearing on the Secretary of the Department of Natural Resources. The filing of a request for a contested case hearing is not a prerequisite for judicial review and does not extend the 30

day period for filing a petition for judicial review.

All requests for contested case hearings must be made in accordance with section 227.42, Wis. Stats., and section NR 2.05(5), Wisconsin Administrative Code, and served on the Secretary in accordance with section NR 2.03, Wisconsin Administrative Code. Pursuant to Section NR 2.05(5), Wisconsin Administrative Code, and Section 227.42, Wis. Stats., you are required to

include specific information demonstrating the following:

A. The substantial interest of the petitioner which is injured in fact or threatened with injury by Department action or

inaction:

B. That there is no evidence of legislative intent that this interest is not to be protected:

C. That the injury to the petitioner is different in kind or degree from the injury to the general public caused by the

Department action or inaction: and

D. That there is a dispute of material fact (you must specify the disputed fact).

NOTICE OF APPEAL RIGHTS AND OTHER LEGAL NOTICES

jcunningham

Typewritten Text

Reference III

jcunningham

Rectangle

Reference IV

LOG OF TEST BORING General Notes

SYMBOLS

Drilling and Sampling

CS – Continuous Sampling RC – Rock Coring: Size AW, BW, NW, 2”W RQD – Rock Quality Designation RB – Rock Bit/Roller Bit FT – Fish Tail DC – Drove Casing C – Casing: Size 2 ½”, NW, 4”, HW CW – Clear Water DM – Drilling Mud HSA – Hollow Stem Auger FA – Flight Auger HA – Hand Auger COA – Clean-Out Auger SS - 2” Dia. Split-Barrel Sample 2ST – 2” Dia. Thin-Walled Tube Sample 3ST – 3” Dia. Thin-Walled Tube Sample PT – 3” Dia. Piston Tube Sample AS – Auger Sample WS – Wash Sample PTS – Peat Sample PS – Pitcher Sample NR – No Recovery S – Sounding PMT – Borehole Pressuremeter Test VS – Vane Shear Test WPT – Water Pressure Test

Laboratory Tests qa – Penetrometer Reading, tons/sq ft qa – Unconfined Strength, tons/sq ft W – Moisture Content, % LL – Liquid Limit, % PL – Plastic Limit, % SL – Shrinkage Limit, % LI – Loss on Ignition D – Dry Unit Weight, lbs/cu ft pH – Measure of Soil Alkalinity or Acidity FS – Free Swell, %

Water Level Measurement

- Water Level at Time Shown NW – No Water Encountered WD – While Drilling BCR – Before Casing Removal ACR – After Casing Removal CW – Cave and Wet CM – Caved and Moist Note: Water level measurements shown on the boring logs represent conditions at the time indicated and may not reflect static levels, especially in cohesive soils.

DESCRIPTIVE SOIL CLASSIFICATION

Grain Size Terminology

Soil Fraction Particle Size U.S. Standard Sieve Size Boulders ............................... Larger than 12” ..................... Larger than 12”

Cobbles ................................ 3” to 12” ............................... 3” to 12”

Gravel: Coarse..................... ¾” to 3” ............................... ¾” to 3”

Fine ......................... 4.76 mm to ¾” ....................... #4 to ¾”

Sand: Coarse ....................... 2.00 mm to 4.76 mm.............. #10 to #4

Medium ................... 0.42 to mm to 2.00 mm ......... #40 to #10

Fine ......................... 0.074 mm to 0.42 mm ............ #200 to #40

Silt ......................................... 0.005 mm to 0.074 mm .......... Smaller than #200

Clay ....................................... Smaller than 0.005 mm ......... Smaller than #200

Plasticity characteristics differentiate between silt and clay.

General Terminology Relative Density Physical Characteristics Term “N” Value

Color, moisture, grain shape, fineness, etc. Very Loose…….… . 0 - 4

Major Constituents Loose……………… 4 - 10

Clay, silt, sand, gravel Medium Dense…...10 - 30

Structure Dense……………...30 - 50

Laminated, varved, fibrous, stratified, Very Dense……….Over 50

cemented, fissured, etc.

Geologic Origin

Glacial, alluvial, eolian, residual, etc.

Relative Proportions Of Cohesionless Soils Consistency Proportional Defining Range by Term qu-tons/sq. ft

Term Percentage of Weight Very Soft……….. 0.0 to 0.25

Soft…………..…. 0.25 to 0.50 Trace.................................0% - 5% Medium………..…0.50 to 1.0 Little .............................. 5% - 12% Stiff…………….…. 1.0 to 2.0

Some ........................... 12% - 35% Very Stiff………..... 2.0 to 4.0

And ............................. 35% - 50% Hard……….………...Over 4.0

Organic Content by

Combustion Method Plasticity

Soil Description Loss on Ignition Term Plastic Index

Non Organic…………………Less than 4% None to Slight……......0 - 4 Organic Silt/Clay……………4 – 12% Slight………………......5 - 7

Sedimentary Peat………….12% - 50% Medium……………......8 - 22

Fibrous and Woody Peat… More than 50% High to Very High .. Over 22

The penetration resistance, N, is the summation of the number of blows

required to effect two successive 6” penetrations of the 2” split-barrel

sampler. The sampler is driven with a 140 lb. weight falling 30” and is seated

to a depth of 6” before commencing the standard penetration test.

Soil Map—Washburn County, Wisconsin(NWVMC Expansion Area)

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

5/14/2015Page 1 of 3

5070

100

5070

200

5070

300

5070

400

5070

500

5070

600

5070

700

5070

100

5070

200

5070

300

5070

400

5070

500

5070

600

5070

700

591500 591600 591700 591800 591900 592000 592100 592200 592300 592400 592500

591500 591600 591700 591800 591900 592000 592100 592200 592300 592400 592500

45° 47' 3'' N91

° 4

9' 2

5'' W

45° 47' 3'' N

91° 4

8' 3

5'' W

45° 46' 40'' N

91° 4

9' 2

5'' W

45° 46' 40'' N

91° 4

8' 3

5'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS840 200 400 800 1200

Feet0 50 100 200 300

MetersMap Scale: 1:4,950 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 1:12,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

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: Washburn County, WisconsinSurvey Area Data: Version 14, Sep 16, 2014

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

Date(s) aerial images were photographed: Sep 6, 2011—Sep 10,2011

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.

Soil Map—Washburn County, Wisconsin(NWVMC Expansion Area)



5/14/2015Page 2 of 3

Map Unit Legend

Washburn County, Wisconsin (WI129)

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

28C Haugen-Rosholt complex, 6 to12 percent slopes, very stony

0.0 0.0%

42D Amery sandy loam, 12 to 25percent slopes, very stony

0.3 0.3%

156B Magnor, very stony-Magnorcomplex, 0 to 4 percentslopes

23.6 20.7%

157C Freeon, very stony-Freeoncomplex, 6 to 12 percentslopes

10.0 8.8%

368D Mahtomedi-Cress complex, 12to 25 percent slopes

0.6 0.5%

442C Haugen, very stony-Greenwood complex, 0 to 15percent slopes

5.1 4.5%

542C Haugen, very stony-Haugencomplex, 6 to 12 percentslopes

54.5 47.8%

624A Ossmer silt loam, 0 to 3 percentslopes

19.9 17.5%

Totals for Area of Interest 114.1 100.0%

Soil Map—Washburn County, Wisconsin NWVMC Expansion Area



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northern wisconsin veterans memorial cemetery · reference i: memorandum of understanding between...

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