GEOTEK ENGINEERING & TESTING SERVICES, INC. 909 East 50 th Street North Sioux Falls, South Dakota Phone Fax

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1 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 East 50 th treet North ioux Falls, outh Dakota Phone Fax January 18, 2018 Viborg Development Corporation 117 N. Main Avenue Attn: ubj: Anne Christiansen, President Geotechnical Exploration Proposed ite Development This correspondence presents our written report of the geotechnical exploration program for the referenced project. Our work was performed in accordance with your authorization. We are transmitting an electronic copy of our report for your use. An additional copy is also being sent as noted below. We thank you for the opportunity of providing our services on this project and look forward to continued participation during the design and construction phases. If you have any questions regarding this report, please contact our office at (605) Respectfully ubmitted, Jared Haskins Jared Haskins, PE Geotechnical Manager Cc: Banner Associates, Inc., Attn: Rich Uckert, PE

2 Proposed ite Development Page 2 of 18 TABLE OF CONTENT INTRODUCTION... 4 PROJECT INFORMATION... 4 COPE OF ERVICE... 4 ITE & UBURFACE CONDITION... 4 ITE LOCATION & DECRIPTION... 4 GROUND URFACE ELEVATION & TET BORING LOCATION... 5 UBURFACE CONDITION... 5 WATER LEVEL... 6 ENGINEERING REVIEW & RECOMMENDATION... 6 PROJECT DEIGN DATA... 6 UTILITY IMPROVEMENT... 6 ubgrade oils... 6 Dewatering... 7 OHA Requirements... 7 Trench Backfill... 7 TREET IMPROVEMENT... 8 ubgrade oils... 8 tripping & Removals... 9 Filling... 9 ubgrade Preparation... 9 Proof Roll... 9 Unstable ubgrade Asphalt Pavement ection Thicknesses Asphalt & Aggregate Base Course Materials GENERAL ITE GRADING FUTURE REIDENTIAL BUILDING LIFT TATION table ubgrade Condition Dewatering Lateral Earth Pressures EXCAVATION & EARTH MOVING ACTIVITIE DRAINAGE CONTRUCTION CONIDERATION... GROUNDWATER & URFACE WATER... DITURBANCE OF OIL... COLD WEATHER PRECAUTION... EXCAVATION IDELOPE... OBERVATION & TETING EXCAVATION TETING... 15

3 Proposed ite Development Page 3 of 18 UBURFACE EXPLORATION PROCEDURE TET BORING OIL CLAIFICATION WATER LEVEL MEAUREMENT LABORATORY TET LIMITATION TANDARD OF CARE APPENDIX A FIGURE 1 ITE MAP BORING LOG OIL CLAIFICATION YMBOL & DECRIPTIVE TERMINOLOGY PROCTOR DATA HEET

4 Proposed ite Development Page 4 of 18 GEOTECHNICAL EXPLORATION PROPOED ITE DEVELOPMENT VIBORG, OUTH DAKOTA GEOTEK #17-D79 INTRODUCTION Project Information This report presents the results of the recent geotechnical exploration program for the proposed site development in. cope of ervices Our work was performed in accordance with the authorization of Anne Christiansen with the Viborg Development Corporation. The scope of work as presented in this report is limited to the following: 1. To perform six (6) standard penetration test () borings to gather data on the subsurface conditions at the project site. 2. To perform laboratory tests that include moisture content, dry density, Atterberg limits (liquid and plastic limits), standard Proctor and unconfined compressive strength. 3. To prepare an engineering report that includes the results of the field and laboratory tests as well as our earthwork and foundation recommendations for design and construction. The scope of our work was intended for geotechnical purposes only. This scope of work did not include determining the presence or extent of environmental contamination at the site or to characterize the site relative to wetlands status. ITE & UBURFACE CONDITION ite Location & Description The project site is located in the northwest portion of. The site was previously used for agricultural purposes. A grove of trees is located within the north portion of

5 Proposed ite Development Page 5 of 18 the site. The topography of the site generally slopes downward from the south edge of the site to the northwest corner of the site. A grade change of approximately 15 feet occurs across the site. Ground urface Elevations & Test Boring Locations The ground surface elevations at the test boring locations varied from 1,298.3 feet at test boring 6 to 1,310.7 feet at test boring 3. A site map is attached showing the relative location of the test borings. ubsurface Conditions ix (6) test borings were performed at the project site on January 8, The subsurface conditions encountered at the test boring locations are illustrated by means of the boring logs included in Appendix A. The subsurface conditions encountered at the test boring locations consisted of 1 foot and 1 ½ feet of topsoil materials overlying glacial till soils. The glacial till soils extended to the termination depth of the test borings. The test borings indicated that frozen soils extended to a depth of approximately 1 foot. The topsoil materials consisted of lean clay soils. The glacial till soils consisted of lean clay with sand soils. Pieces of marl were encountered within the upper portions of the glacial till soils at test borings 1 and 2. The consistency or relative density of the soils is indicated by the standard penetration resistance ( N ) values as shown on the boring logs. A description of the soil consistency or relative density based on the N values can be found on the attached oil Boring ymbols and Descriptive Terminology data sheet. We wish to point out that the subsurface conditions at other times and locations at the site may differ from those found at our test boring locations. If different conditions are encountered during construction, then it is important that you contact us so that our recommendations can be reviewed.

6 Proposed ite Development Page 6 of 18 Water Levels Measurements to record the groundwater levels were made at the test boring locations. The time and level of the groundwater readings are recorded on the boring logs. Groundwater did not enter the boreholes at the test boring locations at the time of our measurements. The water levels indicated on the boring logs may or may not be an accurate indication of the depth or lack of subsurface groundwater. The limited length of observation restricts the accuracy of the measurements. Long term groundwater monitoring was not included in our scope of work. ENGINEERING REVIEW & RECOMMENDATION Project Design Data We understand that the project will consist of developing the site for residential use. The development will likely consist of sixty-six (66) new residential lots. New asphalt surfaced streets will be constructed and utilities will be installed. A new lift station will also be installed. The new lift station will likely be a steel can and will likely have a depth of 18 feet to 20 feet. We assume that the structures on the residential lots will consist of typical wood-framed residential buildings with light foundation loads. Grade changes within the development will involve cutting and filling. The information/assumptions detailed in the project design data section are important factors in our review and recommendations. If there are any corrections or additions to the information detailed in this section, then it is important that you contact us so that we can review our recommendations with regards to the revised plans. Utility Improvements ubgrade oils The subgrade soils anticipated at the invert depths for the underground utilities will likely consist of clay soils. Where soils having moderate moisture and density values are encountered at the bottom of the trench excavations, it is our opinion that the soils are considered suitable for

7 Proposed ite Development Page 7 of 18 support of the proposed utilities, provided they are adequately dewatered, and are not disturbed by construction traffic. Localized areas of wet or soft soils may be encountered at the bottom of the trench excavations. These areas will require subexcavation and trench stabilization methods and materials. Appropriate bedding materials should be used for the utility pipes. Dewatering Water may enter the utility trench excavations as a result of subsurface water, precipitation or surface run off. Dewatering procedures may be required in order to control and remove water entering the utility trench excavations. Where clay soils are encountered, it may be possible to remove and control water entering the excavations using normal sump pumping techniques. However, if waterbearing sand soils are encountered, then extensive dewatering techniques will likely be required due to the potentially large volumes of water. The contractor should provide appropriate dewatering methods and equipment. Any water that accumulates at the bottom of the excavations should be immediately removed and surface drainage away from the excavations should be provided during construction. OHA Requirements All excavations must comply with the requirements of OHA 29 CFR, Part 1926, ubpart P, Excavations and Trenches. This document states that the excavation safety is the responsibility of the contractor. Reference to this OHA requirement should be included in the project specifications. Trench Backfill It is our opinion that the on-site glacial till soils can likely be reused as trench backfill. We recommend that the trench backfill soils be placed and compacted in uniform thin lifts (6-inch maximum lifts). The trench backfill should be compacted to a minimum of 95 percent of standard Proctor density (ATM:D698). The moisture content of the trench backfill soils should be adjusted to a moisture level that is within plus or minus 2 percent of the optimum moisture content as determined by standard Proctor (ATM:D698). Based on the results of the moisture content tests, it is our opinion that the majority of the glacial till soils have in-situ moisture

8 Proposed ite Development Page 8 of 18 content levels that are generally within plus or minus 2 percent of the materials optimum moisture content. With that said, minimal moisture adjustment (wetting or drying) should be expected with the majority of the glacial till soils. We would like to point out that portions of the glacial till soils (test boring 1 from 2 feet to 6 feet and test boring 2 from 4 ½ feet to 8 ½ feet) have in-situ moisture content levels that are 4 percent to 6 percent above the materials optimum moisture content. In our opinion, significant drying will likely be needed with the glacial till soils at and around test boring 1 (2 feet to 6 feet) and test boring 2 (4 ½ feet to 8 ½ feet) in order to adjust the moisture content of the soils to a level that is within the recommended range. A portion of the on-site soils may not be suitable for use as trench backfill. These unsuitable materials would consist of organic soils as well as soils having high moisture content levels such that the specified compaction level cannot be reasonably achieved. Topsoil materials are considered organic soils. The organic soils should be replaced with suitable material available at the project areas or with suitable off-site borrow soils. The wet soils will require significant drying in order to adjust the moisture content of the soils to a level that will facilitate the specified compaction requirement. Alternatively, the wet soils could be replaced with suitable material available at the project site or with suitable off-site borrow soils. treet Improvements ubgrade oils The upper portions of the subgrade soils (excluding the topsoil materials) consisted of glacial till soils. The glacial till soils have a Unified oils Classification ystem symbol of CL and AAHTO classifications of A-6 and A-7. We estimate California Bearing Ratio (CBR) values of 3.0 to 4.0 for the glacial till soils. In our opinion, normal subgrade preparation (scarification and compaction Option 1) could be used for the project. However, subgrade reinforcement (geotextile fabric Option 2) could be incorporated into the project. The geotextile fabric would likely extend the life of the pavement section and would provide additional support to the pavement section during the spring thaw and the construction of the residential buildings.

9 Proposed ite Development Page 9 of 18 tripping & Removals We recommend that the vegetation and highly organic soils (likely to vary from 6 inches to 12 inches) be stripped from the area of the proposed streets. Filling If filling is required to achieve the design subgrade elevations, then the fill materials should consist of non-organic lean clay or sandy lean clay soils having a liquid limit less than 45 and a plasticity index between 15 and 35. The moisture content of the fill soils should be 1 percent to 4 percent below the optimum moisture content. The fill soils should be placed in compacted lifts having a maximum thickness of 6 inches. We recommend a minimum compaction specification of 95 percent of standard Proctor (ATM:D698) for the fill soils. ubgrade Preparation Once the design subgrade elevations have been achieved, we recommend that the exposed subgrade be scarified to a minimum depth of 8 inches and adjusted to a moisture level that is 1 percent to 4 percent below the optimum moisture content as determined by standard Proctor (ATM:D698). The scarification should be performed by a disc harrow and not a road grader with teeth. The moisture-conditioned soils should then be compacted with a large sheepsfoot roller. Proof Roll Following the subgrade preparation, we recommend that a proof roll be performed on the exposed subgrade with a truck weighing 20 tons to 30 tons. During the proof roll, unstable areas in the subgrade should be delineated from stable areas. An unstable area would be considered a location with at least 1 inch of rutting or deflection. Unstable areas will need additional corrections in order to provide a uniform and stable subgrade condition. ee the section entitled Unstable ubgrade for detailed information regarding the additional corrections.

10 Proposed ite Development Page 10 of 18 Unstable ubgrade Areas of unstable subgrade may be encountered during construction. The soils within the unstable area should be removed, and either moisture-conditioned and recompacted, or replaced with suitable subgrade soils. If the unstable area will not stabilize using this method, then alternative stabilization methods may be used such as a modified cross-section involving a geotextile fabric. With the geotextile fabric, a thicker aggregate base course section may be needed. For very poor subgrade conditions, granular subbase will likely be needed with the geotextile fabric. The granular subbase should consist of crushed quartzite, recycled concrete or a crushed pit-run material meeting the gradation specifications shown in Table 1. Table 1. Granular ubbase Gradation pecifications ieve ize Percent Passing 4-inch inch # # # The granular subbase should be compacted to a minimum of 97 percent of standard Proctor density (ATM:D698). It should be noted that compaction testing may not be practical for the granular subbase due to the large aggregate. Asphalt Pavement ection Thicknesses We were not provided a traffic volume for the streets. We assume that the traffic will consist of mostly automobiles with occasional garbage trucks and snow removal equipment. Additional construction traffic (concrete trucks and delivery trucks) should be expected during construction of the residential buildings. Table 2 summarizes the recommended asphalt pavement section thicknesses based on the subsurface conditions and assumed traffic loads. Again, the geotextile fabric would likely extend the life of the pavement section and would provide additional support to the pavement section during the spring thaw and the construction of the residential buildings.

11 Proposed ite Development Page 11 of 18 Table 2. Recommended Asphalt Pavement ection Thicknesses Asphalt Pavement Aggregate Base Option Thickness, in Course Thickness, in Geotextile Fabric carification & Compaction No Geotextile Fabric (Option 1) carification & Compaction With Geotextile Fabric (Option 2) 4 10** * 4 8** Yes *May be needed if an area of unstable subgrade is encountered. **May need to be increased based on the subgrade conditions during construction. Regarding the geotextile fabric, we recommend using Mirafi HP 370, Propex Geotex 3x3 HF, Huesker Comtrac P 45/45 or a product that has similar strength properties as the products listed. We recommend that routine maintenance such as crack filling, localized patching and seal coating be performed. The design sections could be reduced if the owner is willing to assume additional maintenance costs or potentially shorter pavement life. Asphalt & Aggregate Base Course Materials The asphalt pavement should meet the requirements of sections 320 and 321 for Class G. We recommend that the aggregate base course materials meet the requirements of ections 260 and 882 of the DDOT tandard pecifications. The aggregate base course materials should be compacted to a minimum of 97 percent of standard Proctor (ATM:D698). General ite Grading It is our opinion that the on-site glacial till soils can be used as general fill; however, the on-site topsoil materials should not be used as general fill. The topsoil materials could be used as finishing material in green areas. Compaction of fill in structural areas, such as drives, sidewalks or within the footprint of residential buildings, should be performed to a level of at least 95 percent of standard Proctor (ATM:D698). Compaction of fill in non-structural areas, such as lawn or landscaping, should be performed to a level of at least 90 percent of standard Proctor (ATM:D698).

12 Proposed ite Development Page 12 of 18 Future Residential Buildings It is our opinion that the topsoil materials would not be considered suitable for support of the residential buildings. In regards to the glacial till soils, it is our opinion that the glacial till soils are considered suitable for support of the residential buildings. Also, if our recommendations are followed during site grading, then it is our opinion that the newly placed fill would be suitable for support of a typical residential building. Even though groundwater was not encountered at the test boring locations, it is our opinion that a drainage system should be provided for a residential building if the building has a basement. Lift tation table ubgrade Condition In an effort to provide a stable subgrade condition for the installation of the lift station, we recommend placing a minimum of 12 inches of drainage rock at the bottom of the excavation. The drainage rock should be crushed, washed and meet the gradation specifications shown in Table 3. Table 3. Drainage Rock Gradation pecifications ieve ize Percent Passing 1-inch 100 ½-inch #8 0 5 Dewatering ome dewatering may be needed in the excavation for the lift station. It will likely be possible to remove and control water entering the excavations using normal sump pumping techniques due to the low permeable characteristics of the predominant clayey soils encountered at the test boring locations. More extensive dewatering techniques will be needed if waterbearing sand soils are encountered. The drainage rock within the excavation will help facilitate drainage.

13 Proposed ite Development Page 13 of 18 Lateral Earth Pressures If needed, Table 4 shows the equivalent fluid unit weight values for the various soil types anticipated for this project. The free-draining sand should have a maximum particle size of 1 inch with less than 5 percent by weight passing the #200 sieve. Table 4. Equivalent Fluid Unit Weight Values oil Type At-Rest, pcf Active, pcf Passive, pcf Drained ubmerged Drained ubmerged Drained ubmerged Lean Clay * 115* Free-Draining and (P) * 230* *Value below frost depth 0 pcf above frost depth. Excavation & Earth Moving Activities Conventional scrapers can typically be utilized for soils having low to moderate moisture contents levels; however, if soils with high moisture content levels are encountered, then lowground pressure construction equipment should be used. The clay soils are susceptible to disturbance and can experience strength loss caused by construction traffic and/or additional moisture. The clay soils should be considered frostsusceptible. Precautions will be required during earthwork activities in order to reduce the risk of soil disturbance. Drainage Proper drainage should be maintained during and after construction. The general site grading should direct surface run-off waters away from the excavations. Water which accumulates in the excavations should be removed in a timely manner. Finished grades around the perimeter of the structures should be sloped such that positive drainage away from the structures is provided. Also, a system to collect and channel roof run-off waters away from the structures is suggested.

14 Proposed ite Development Page of 18 CONTRUCTION CONIDERATION Groundwater & urface Water Water may enter the excavations due to subsurface water, precipitation or surface run off. Any water that accumulates in the bottom of the excavation should be immediately removed and surface drainage away from the excavation should be provided during construction. Disturbance of oils The soils encountered at the test boring locations are susceptible to disturbance and can experience strength loss caused by construction traffic and/or additional moisture. Precautions will be required during earthwork activities in order to reduce the risk of soil disturbance. Cold Weather Precautions If site preparation and construction is anticipated during cold weather, then we recommend all foundations, slabs and other improvements that may be affected by frost movements be insulated from frost penetration during freezing temperatures. If filling is performed during freezing temperatures, then all frozen soils, snow and ice should be removed from the areas to be filled prior to placing the new fill. The new fill should not be allowed to freeze during transit, placement and compaction. Concrete should not be placed on frozen subgrades. Frost should not be allowed to penetrate below the footings. If floor slab subgrades freeze, then we recommend the frozen soils be removed and replaced, or completely thawed, prior to placement of the floor slab. The subgrade soils will likely require reworking and recompacting due to the loss of density caused by the freeze/thaw process. Excavation ideslopes The excavations must comply with the requirements of OHA 29 CFR, Part 1926, ubpart P, Excavations and Trenches. This document states that the excavation safety is the responsibility of the contractor. Reference to this OHA requirement should be included in the project specifications.

15 Proposed ite Development Page 15 of 18 Observations & Testing This report was prepared using a limited amount of information for the project and a number of assumptions were necessary to help us develop our conclusions and recommendations. It is recommended that our firm be retained to review the geotechnical aspects of the final design plans and specifications to check that our recommendations have been properly incorporated into the design documents. The recommendations submitted in this report have been made based on the subsurface conditions encountered at the test boring locations. It is possible that there are subsurface conditions at the site that are different from those represented by the test borings. As a result, onsite observation during construction is considered integral to the successful implementation of the recommendations. We believe that qualified field personnel need to be on-site at the following times to observe the site conditions and effectiveness of the construction. Excavation We recommend that a geotechnical engineer or geotechnical engineering technician working under the direct supervision of a geotechnical engineer observe all excavations for foundations, slabs and pavements. These observations are recommended to determine if the exposed soils are similar to those encountered at the test boring locations, if unsuitable soils have been adequately removed and if the exposed soils are suitable for support of the proposed construction. These observations should be performed prior to placement of fill or foundations. Testing After the subgrade is observed by a geotechnical engineer/technician and approved, we recommend a representative number of compaction tests be taken during the placement of the structural fill and backfill placed below foundations, slabs and pavements, beside foundation walls and behind retaining walls. The tests should be performed to determine if the required compaction has been achieved. As a general guideline, we recommend at least one (1) test be taken for every 2,000 square feet of structural fill placed in building and pavement areas, at least one (1) test for every 75 feet to 100 feet in trench fill, and for every 2-foot thickness of fill or

16 Proposed ite Development Page 16 of 18 backfill placed. The actual number of tests should be left to the discretion of the geotechnical engineer. amples of proposed fill and backfill materials should be submitted to our laboratory for testing to determine their compliance with our recommendations and project specifications. UBURFACE EXPLORATION PROCEDURE Test Borings We performed six (6) borings on January 8, 2018 with a truck rig equipped with hollowstem auger. oil sampling was performed in accordance with the procedures described in ATM:D1586. Using this procedure, a 2-inch O.D. split barrel sampler is driven into the soil by a 0-pound weight falling 30 inches. After an initial set of 6 inches, the number of blows required to drive the sampler an additional 12 inches is known as the penetration resistance, or N value. The N value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. In addition, thin walled tube samples were obtained according to ATM:D1587, where indicated by the appropriate symbol on the boring logs. The test borings were backfilled with on-site materials and some settlement of these materials can be expected to occur. Final closure of the holes is the responsibility of the client or property owner. The soil samples collected from the test boring locations will be retained in our office for a period of one (1) month after the date of this report and will then be discarded unless we are notified otherwise. oil Classification As the samples were obtained in the field, they were visually and manually classified by the crew chief according to ATM:D2488. Representative portions of all samples were then sealed and returned to the laboratory for further examination and for verification of the field classification. In addition, select samples were then submitted to a program of laboratory tests. Where laboratory classification tests (sieve analysis and Atterberg limits) have been performed, classifications according to ATM:D2487 are possible. Logs of the test borings indicating the

17 Proposed ite Development Page 17 of 18 depth and identification of the various strata, the N value, the laboratory test data, water level information and pertinent information regarding the method of maintaining and advancing the drill holes are also attached in Appendix A. Charts illustrating the soil classification procedures, the descriptive terminology and the symbols used on the boring logs are also attached in Appendix A. Water Level Measurements ubsurface groundwater levels should be expected to fluctuate seasonally and yearly from the groundwater readings recorded at the test boring locations. Fluctuations occur due to varying seasonal and yearly rainfall amounts and snowmelt, as well as other factors. It is possible that the subsurface groundwater levels during or after construction could be significantly different than the time the test borings were performed. Laboratory Tests Laboratory tests were performed on select samples to aid in determining the index and strength properties of the soils. The index tests consisted of moisture content, dry density, Atterberg limits (liquid and plastic limits) and standard Proctor. The strength tests consisted of unconfined compressive strength. The laboratory tests were performed in accordance with the appropriate ATM procedures. The results of the laboratory tests are shown on the boring logs opposite the samples upon which the tests were performed or on the data sheets included in the Appendix. LIMITATION The recommendations and professional opinions submitted in this report were based upon the data obtained through the sampling and testing program at the test boring locations. We wish to point out that because no exploration program can totally reveal the exact subsurface conditions for the entire site, conditions between test borings and between samples and at other times may differ from those described in our report. Our exploration program identified subsurface conditions only at those points where samples were retrieved or where water was observed. It is not standard engineering practice to continuously retrieve samples for the full depth of the borings. Therefore, strata boundaries and thicknesses must be inferred to some extent.

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19 F:\ \Design Phase\Civil 3D\DWG\Viborg Econ Development DEIGN.dwg;12/20/2017 5: PM ' 72.08' ' UGE 83.00' 84.00' 84.00' 84.00' ' 99.26' 85.00' 85.00' 85.00' 85.00' 85.00' ' ' ' ' 83.00' 84.00' 96.02' 84.00' 99.19' 67.70' 85.00' 90.00' 50.63' ' ' 4'' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' 85.00' 84.00' 85.00' 85.00' 85.00' 85.00' ' 72.78' 85.00' MIC. MIC ' 9.84' 53.98' ' ' ' ' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' 77.00' ' 77.00' 77.00' 77.00' 77.00' ' 77.00' 77.00' 77.00' ' 1T 1T 1T 1T 1T 1T 1T 1T ' ' ' 1T W. LINCOLN AVE 37.16' 75.83' 32.21' 25.66' 37.50' 77.39' 28.90' ' 87.50' UGE UGE ' ' ' 86.00' 20.00' 55.00' 20.00' 55.00' 20.00' 55.00' 20.00' 55.00' 20.00' 55.00' ' 45.00' PLAYGROUND PICNIC HELTER ' ' ' ' 60.22' 86.00' 45.00' ' ' 63.91' ' ' 2.98' 63.66' 4'' 1'' W ' 78.60' 90.00' 90.00' 79.26' 90.00' 35.00' 90.00' 40.00' ' 90.00' FM FM FM FM FM FM FM 1'' W ' ' ' ' N. KEMPER T UGE UGE UGE UGEUGE FM FM FM FM 0 60' 120' 66 LOT IN TOTAL 60' R.O.W. JOB No.: DATE: DEIGNED BY: CHECKED BY: DRAWN BY: RU RU TC 0 1/2" 1" CALE REDUCTION BAR HEET No. : 3 REVIEW ONLY FOR PROJECT / HEET TITLE : VDC REIDENTIAL UBDIVIION PRELIMINARY LAYOUT OPTION 4 #### REV. DATE DECRIPTION - Toll Free:

20 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 1 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1 LEAN CLAY: dark brown, frozen, (CL) LEAN CLAY WITH AND: a little gravel, mottled brown and gray, moist, stiff, with pieces of marl (CL) TOPOIL GLACIAL TILL HA BAG ½ LEAN CLAY WITH AND: a little gravel, brown, moist, stiff to very stiff, (CL) GLACIAL TILL GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 26 DATE TIME 2:27 pm Bottom of borehole at 26 feet. WATER LEVEL MEAUREMENT AMPLED 26 CAING CAVE-IN 24 WATER LEVEL none TART BAG COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :04 pm

21 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 2 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1½ LEAN CLAY: dark brown, frozen to 1' then moist, (CL) LEAN CLAY WITH AND: a little gravel, mottled brown and gray, moist, stiff, with pieces of marl (CL) TOPOIL GLACIAL TILL HA ½ LEAN CLAY WITH AND: a little gravel, brown, moist, stiff, (CL) GLACIAL TILL ½ 16 LEAN CLAY WITH AND: a little gravel, brown and light brown, moist, stiff, (CL) Bottom of borehole at 16 feet. GLACIAL TILL 11 7 GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 DATE TIME 2:27 pm WATER LEVEL MEAUREMENT AMPLED 16 CAING CAVE-IN WATER LEVEL none TART COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :41 am

22 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 3 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1 LEAN CLAY: dark brown, frozen, (CL) LEAN CLAY WITH AND: a little gravel, brown, moist, stiff to very stiff, (CL) TOPOIL GLACIAL TILL 1 HA Bottom of borehole at 16 feet GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 DATE TIME 2:28 pm WATER LEVEL MEAUREMENT AMPLED 16 CAING CAVE-IN WATER LEVEL none TART COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :01 am

23 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 4 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1 LEAN CLAY: dark brown, frozen, (CL) LEAN CLAY WITH AND: a little gravel, brown, moist, stiff to very stiff, (CL) TOPOIL GLACIAL TILL 1 HA Bottom of borehole at 16 feet GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 DATE TIME 2:28 pm WATER LEVEL MEAUREMENT AMPLED 16 CAING CAVE-IN WATER LEVEL none TART COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :19 am

24 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 5 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1½ LEAN CLAY: dark brown, frozen to 1' then moist, (CL) LEAN CLAY WITH AND: a little gravel, mottled brown and gray, moist, stiff, (CL) TOPOIL GLACIAL TILL 1 2 HA ½ LEAN CLAY WITH AND: a little gravel, brown, moist, stiff to very stiff, (CL) GLACIAL TILL Bottom of borehole at 16 feet GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 DATE TIME 2:28 pm WATER LEVEL MEAUREMENT AMPLED 16 CAING CAVE-IN WATER LEVEL none TART COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :08 pm

25 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 E. 50th t. N. ioux Falls D Fax GEOTECHNICAL TET BORING LOG GEOTEK # 17-D79 BORING NO. 6 (1 of 1) PROJECT in FEET Proposed ite Development, Viborg, D DECRIPTION OF MATERIAL URFACE ELEVATION ft GEOLOGIC ORIGIN N WL AMPLE LABORATORY TET NO. TYPE WC D LL PL QU 1½ LEAN CLAY: dark brown, frozen to 1' then moist, (CL) LEAN CLAY WITH AND: a little gravel, mottled brown and gray, moist, stiff, (CL) TOPOIL GLACIAL TILL HA BAG LEAN CLAY WITH AND: a little gravel, brown, moist, stiff, (CL) GLACIAL TILL Bottom of borehole at 16 feet. 7 GEOTECHNICAL TET BORING 17-D79.GPJ GEOTEKENG.GDT 1/15/18 DATE TIME 2:28 pm WATER LEVEL MEAUREMENT AMPLED 16 CAING CAVE-IN WATER LEVEL none TART COMPLETE METHOD 3.25" ID Hollow tem Auger CREW CHIEF Mike Wagner :05 pm

26 OIL CLAIFICATION CHART YMBOL MAJOR DIVIION GRAPH LETTER TYPICAL DECRIPTION GRAVEL AND GRAVELLY OIL CLEAN GRAVEL (LITTLE OR NO FINE) GW GP WELL-GRADED GRAVEL, GRAVEL - AND MIXTURE, LITTLE OR NO FINE POORLY-GRADED GRAVEL, GRAVEL - AND MIXTURE, LITTLE OR NO FINE COARE GRAINED OIL MORE THAN 50% OF COARE FRACTION RETAINED ON NO. 4 IEVE GRAVEL WITH FINE (APPRECIABLE AMOUNT OF FINE) GM GC ILTY GRAVEL, GRAVEL - AND - ILT MIXTURE CLAYEY GRAVEL, GRAVEL - AND - CLAY MIXTURE MORE THAN 50% OF MATERIAL I LARGER THAN NO. 200 IEVE IZE AND AND ANDY OIL CLEAN AND (LITTLE OR NO FINE) W P WELL-GRADED AND, GRAVELLY AND, LITTLE OR NO FINE POORLY-GRADED AND, GRAVELLY AND, LITTLE OR NO FINE MORE THAN 50% OF COARE FRACTION PAING ON NO. 4 IEVE AND WITH FINE (APPRECIABLE AMOUNT OF FINE) M C ILTY AND, AND - ILT MIXTURE CLAYEY AND, AND - CLAY MIXTURE ML INORGANIC ILT AND VERY FINE AND, ROCK FLOUR, ILTY OR CLAYEY FINE AND OR CLAYEY ILT WITH LIGHT PLATICITY FINE GRAINED OIL ILT AND CLAY LIQUID LIMIT LE THAN 50 CL INORGANIC CLAY OF LOW TO MEDIUM PLATICITY, GRAVELLY CLAY, ANDY CLAY, ILTY CLAY, LEAN CLAY OL ORGANIC ILT AND ORGANIC ILTY CLAY OF LOW PLATICITY MORE THAN 50% OF MATERIAL I MALLER THAN NO. 200 IEVE IZE ILT AND CLAY LIQUID LIMIT GREATER THAN 50 MH CH INORGANIC ILT, MICACEOU OR DIATOMACEOU FINE AND OR ILTY OIL INORGANIC CLAY OF HIGH PLATICITY OH ORGANIC CLAY OF MEDIUM TO HIGH PLATICITY, ORGANIC ILT HIGHLY ORGANIC OIL PT PEAT, HUMU, WAMP OIL WITH HIGH ORGANIC CONTENT NOTE: DUAL YMBOL ARE UED TO INDICATE BORDERLINE OIL CLAIFICATION

27 BORING LOG YMBOL AND DECRIPTIVE TERMINOLOGY YMBOL FOR DRILLING AND AMPLING ymbol Bag C DM FA HA HA L N NMR NR H WL Definition Bag sample Continuous split-spoon sampling Drilling mud Flight auger; number indicates outside diameter in inches Hand auger; number indicates outside diameter in inches Hollow stem auger; number indicates inside diameter in inches Liner sample; number indicates outside diameter of liner sample tandard penetration resistance (N-value) in blows per foot No water level measurement recorded, primarily due to presence of drilling fluid No sample retrieved; classification is based on action of drilling equipment and/or material noted in drilling fluid or on sampling bit helby tube sample; 3-inch outside diameter tandard penetration test (N-value) using standard split-spoon sampler plit-spoon sample; 2-inch outside diameter unless otherwise noted Water level directly measured in boring Water level symbol YMBOL FOR LABORATORY TET ymbol WC D LL PL QU Definition Water content, percent of dry weight; ATM:D2216 Dry density, pounds per cubic foot Liquid limit; ATM:D4318 Plastic limit; ATM:D4318 Unconfined compressive strength, pounds per square foot; ATM:D2166 DENITY/CONITENCY TERMINOLOGY Density Consistency Term N-Value Term Very Loose 0-4 oft Loose 5-8 Firm Medium Dense 9-15 tiff Dense Very tiff Very Dense Over 30 Hard Term Dry Frozen Moist Waterbearing Wet Lamination Layer Lens DECRIPTIVE TERMINOLOGY Definition Absence of moisture, powdery Frozen soil Damp, below saturation Pervious soil below water aturated, above liquid limit Up to ½ thick stratum ½ to 6 thick stratum ½ to 6 discontinuous stratum PARTICLE IZE Term Particle ize Boulder Over 12 Cobble 3 12 Gravel #4 3 Coarse and #10 #4 Medium and #40 #10 Fine and #200 #40 ilt and Clay passes #200 sieve GRAVEL PERCENTAGE Term Range A trace of gravel 2-4% A little gravel 5-15% With gravel 16-50%

28 GEOTEK ENGINEERING & TETING ERVICE, INC. 909 East 50th treet North ioux Falls, D Fax REPORTED TO: PROJECT: 17-D79 COPIE TO: Viborg Economic Development Corporation Anne Christiansen 117 N. Main Avenue Viborg, D Proposed ite Development Viborg, D MOITURE - DENITY TET REPORT DATE REPORTED: 1/15/2018 AMPLE DATA ample No.: 1 Date Received: ATM Test Method: D698B Manual Date Tested: oil Classification: Lean Clay with and, Brown (CL) -1 Remarks: B 1 (2-7') 1/8/2018 1/9/ TET DATA Curve for 100% saturation for specific gravity equal to 2.65 Maximum Density, pcf: Optimum Moisture, %: Percent Passing, %: 3/4": 3/8": #4: #200: Atterberg Limits (ATM: D4318): Liquid Limit: Plastic Limit: Plasticity Index: DRY DENITY (pcf) MOITURE CONTENT (%) Nick Bierle, taff Engineer