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Geotechnical Exploration Program_Westwood Community Church_12.14.2022
PREPARED BY: REPORT PREPARED FOR: Westwood Community Church Chanhassen, MN A REPORT FOR GEOTECHNICAL EXPLORATION PROGRAM Westwood Community Church DECEMBER 2022 Geotechnical Exploration Program Westwood Community Church Land Development Chanhassen, MN December 14th, 2022 Prepared For: Westwood Community Church 3121 Westwood Drive Excelsior, MN 55331 Prepared By: Westwood Professional Services, Inc. 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 Westwood Project Number: R0032076.00 Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. Table of Contents 1.0 Introduction ...........................................................................................................................1 1.1 Project Information ................................................................................................................... 1 1.2 Existing Site Conditions ............................................................................................................. 1 1.3 Scope of Work ........................................................................................................................... 1 1.4 Purpose of Report ..................................................................................................................... 2 2.0 Exploration Program Results ...................................................................................................2 2.1 Scope of Exploration.................................................................................................................. 2 2.2 Subsurface Conditions ............................................................................................................... 3 2.3 Water Level Observations ......................................................................................................... 4 2.4 Laboratory Tests ........................................................................................................................ 4 3.0 Engineering Review .................................................................................................................5 3.1 Project Data ............................................................................................................................... 5 3.2 Subsurface Profile and Soil Engineering Properties .................................................................. 5 3.3 Bearing Capacity and Settlement Review ................................................................................. 6 4.0 Design Recommendations .......................................................................................................7 4.1 Building Foundation .................................................................................................................. 7 4.2 Slab-on-Grade ............................................................................................................................ 7 4.3 Lateral Earth Pressure ............................................................................................................... 8 4.4 Surface Drainage ....................................................................................................................... 8 4.5 Pavement Section ...................................................................................................................... 8 5.0 Construction Recommendations ..............................................................................................9 5.1 Site Preparation ......................................................................................................................... 9 5.2 Excavation ............................................................................................................................... 10 5.3 Structural Fill and Backfill ........................................................................................................ 11 5.4 Utilities .................................................................................................................................... 11 6.0 Summary and Conclusions ..................................................................................................... 12 7.0 Standard of Care ................................................................................................................... 13 Tables Table 1: Moisture Condition ...............................................................................................................5 Table 2: Summary of Soil Parameters .................................................................................................6 Appendices Appendix A: Soil Boring Locations Appendix B: Soil Boring Log Notes & Logs Appendix C: Field Exploration Procedures Appendix D: Classification of Soils Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 1 | Confidential and Proprietary. Westwood Professional Services, Inc. 1.0 Introduction 1.1 Project Information Geotechnical engineering services for the proposed residential development in Chanhassen, Minnesota, was performed by Westwood Professional Services (Westwood) under contract to Westwood Community Church. Westwood understands that Westwood Community Church is interested in developing the available space around the operating church. The focus of this preliminary geotechnical investigation is to determine suitability of soil conditions for future residential development. As part of this effort, Westwood conducted a subsurface geotechnical investigation to determine the subsurface soil and water profile and soil engineering properties. The soil properties were used to review foundation design properties and construction considerations for the proposed development. Design and construction recommendations were developed for the structures, pavement, and site preparation. 1.2 Existing Site Conditions The project is in the western region of the city of Chanhassen which is in the eastern region of Carver County in Minnesota and generally southwest of Minneapolis. The site can be found on Westwood Drive to the north of West 78th Street, east of Dogwood Road, and west of Hazeltine Boulevard. The operational church is centered in the proposed 49.75 acre development site. Lake Minnewashta, a lake of approximately 680 acres, is within 1,000 feet east of Westwood Community Church property. The church and two parking lots were constructed in 2002 with the church located in the southeastern region of the site and parking lots were located northwest of and northeast of the church. A third parking lot was constructed in 2004 that was north of the northeastern parking lot and extends to the northern boundary of the site along Tanadoona Drive. In general, the site slopes downhill from west to east. Based on the contour map generated by Westwood, the site appears to be relatively hilly. There are three regions where the eight (8) soil borings were completed; these include: the Northeast Parking Lot, the South Grassy Region, and the Northwest Grassy Region. These areas are fairly spread out across the property. These potential development regions are currently vacant grassy meadow areas with the exception of one being in use as a parking lot. 1.3 Scope of Work The geotechnical work scope for this project was as follows: 1. Confirmed proposed soil boring quantities, depths, and locations with the client prior to drilling. 2. The drilling subcontractor, Glacial Ridge Drilling, Inc performed the following on-site subsurface exploration: a. Mobilized either a truck or ATV mounted drill rig to the site. b. Soil boring locations staked by Westwood. c. Contacted Gopher One-Call for utility locates prior to performing the on-site subsurface exploration. Westwood Community Church Excelsior, MN 4 | Confidential and Proprietary. d. Performed a subsurface investigation consisting of eight (8) soil borings each to a depth of 25 feet beneath the existing ground surface (bgs) and using standard penetration test (SPT) sampling methods at 2½-foot sampling intervals to 15 feet bgs and 5-foot sampling intervals thereafter. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. e. Filled the boreholes in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725. f. Disposed of all soil cuttings for all borings on the site. g. Return samples obtained to the Westwood office in Minnetonka, MN. Westwood shipped samples to the Westwood materials laboratory in Appleton, WI. 3. Performed standard classification by a geotechnical engineer according to Unified Soils Classification System (USCS) classification. 4. Performed laboratory testing of soils to aid in classification of soils and to provide required engineering design parameters. Laboratory testing of soils was based on soils encountered and representative samples of the soil. Laboratory testing included: a. Moisture content of soils at all soil samples b. Spring penetrometer testing for estimates of unconfined compressive strength from split- spoon soil samples where cohesive soils are encountered. 5. Prepared a geotechnical report to include the following items: a. Preliminary building recommendations for shallow foundation support, including allowable soil bearing pressures, total and differential settlement estimates, lateral earth pressure recommendations pending any below grade walls including active, at rest, and passive earth pressure coefficients, and recommendations for modulus of subgrade reaction for slabs on grade. b. Computer generated soil boring logs following USCS criteria, laboratory test results, surface and subsurface site conditions, water level information, exploration procedures, and soil boring location plan drawing. 6. Provide project coordination and project administration services to complete the subsurface exploration and reporting 1.4 Purpose of Report The purpose of this report is to present the results of Westwood’s field and laboratory testing program and to provide Westwood’s engineering recommendations for design and construction considerations for foundation support. These are based on the calculated allowable soil bearing capacity of the existing soils and the total and differential settlement estimates with the proposed building foundation loads on a standard spread footing foundation and is also related to sites’ subsurface soil and water conditions. The authorized scope of services for this report is intended for geotechnical purposes only and not to document or detect the presence or absence of any environmental contamination at the site. 2.0 Exploration Program Results 2.1 Scope of Exploration On October 28th and October 31st, 2022, eight (8) soil borings (B01 thru B08) were performed by Glacial Ridge Drilling, Inc. The borings were performed across the development site. Three (B01-B03) were taken in the Northeast Parking Lot, three (B04-B06) were taken in the South Grassy Region, and two (B07-B08) were taken in the Northwest Grassy Region. The boring locations are shown in Appendix A – Soil Boring Locations. Based on Westwood’s survey efforts and plotted contour map of the site, surface elevations were estimated at the soil borings. The elevations of the borings range from 990 feet to 1030 feet. The measured locations of the eight (8) soil borings extend across a length of approximately 2000 feet. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 3 | Confidential and Proprietary. Westwood Professional Services, Inc. Soils were sampled at 2½-foot intervals to a depth of 15 feet below ground surface (bgs) and then at 5- foot intervals using standard penetration test (SPT) procedures in general accordance with ASTM D1586 to a depth of 24½ feet bgs. Further details regarding the field exploration procedures are provided in Appendix C – Field Exploration Procedures of this report. The soil borings were filled in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725 upon completion of drilling and sampling. 2.2 Subsurface Conditions The subsurface conditions encountered at the boring locations are shown on computer-generated logs included in Appendix B – Soil Boring Log Notes & Logs. The boring logs also indicate the possible geologic origin of the materials encountered. Samples obtained during the subsurface exploration were returned to the laboratory and visually and manually classified by a geotechnical engineer in accordance with the Unified Soils Classification System (USCS) according to ASTM D2487 and D2488. Further details regarding the soil classification are provided in Appendix D – Classification of Soils of this report. It should be noted that the subsurface conditions at other times and locations on this site may differ from those found at the boring locations. Additionally, the transition between soil layers within the borings indicated on the boring logs are an interpretation based on observations made during the investigation and may be more gradual than shown. Review of the soil boring logs suggests a general subsurface profile at the boring locations of topsoil followed by fill and possible fill soils feet bgs which consisted of fine-grained soils consisting of clay and silt. Beneath the fill soils, native glacial till was then encountered and generally consisted of lean clay. Subsurface conditions encountered in each soil boring are given below: 2.2.1 Northeast Parking Lot This region includes borings B01-B03. A general subsurface profile of the Northeast Parking Lot suggests a substantial amount of fill and underlying topsoil followed by native glacial till to completion of the boring. In borings B01 and B02, the drillers noted that the depth of topsoil and fill extends to 19 feet bgs. It is Westwood’s opinion that topsoil followed by fill soil was indeed encountered to a depth of 19 feet bgs in borings B01 and B02. It is Westwood’s opinion that these fill soils were brought in to raise the surface elevation for construction of the parking because this area is along the crest of an embankment. Fill soils, consisting of lean clay with various amounts of sand, extended to depths of 7 feet bgs in boring B01 and 12 feet bgs in boring B02. Beneath the clay fill, buried topsoil was encountered in each boring to a depth of 19 feet bgs. The buried topsoil again consisted of lean clay but was black with moisture contents at or about 20%. The fill and then topsoil had increasing consistencies that ranged from soft to stiff. Native soils beneath a depth of 19 feet again consisted of firm to stiff lean clay soils but were lighter in color. In boring, B03, there is considerably less topsoil and fill. However, it is believed that there is around five feet of fill that was placed over the original topsoil. These layers generally consisted of lean clay with some gravel and fine to coarse grained sand and then is followed by native glacial till of sandy lean clay. 2.2.2 South Grassy Region This region includes borings B04-B06. There is a stratum of very dark grayish brown topsoil of stiff lean clay extending to a depth of around 2 feet bgs. This layer is followed by native glacial till lean clay with sand and gravel and with a firm to stiff consistency until the completion of the boring. One exception is Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 4 | Confidential and Proprietary. Westwood Professional Services, Inc. in boring B06 from where clay with organics was encountered from a depth of 2 to 7 feet bgs and a moist/dry silt layer with a firm relative density was encountered at a depth of 7 to 12 feet bgs. 2.2.3 Northwest Grassy Region This region includes borings B07 and B08. B07 is the most dissimilar boring and includes several differential strata. This material identified in this boring includes 2 feet of sandy lean clay topsoil with gravel. Then, there is fill soil over possible fill from 2 feet bgs to 9.5 feet bgs which consists of 5 feet of light olive brown sandy lean clay fill over 2.5 feet of stiff gray lean clay possible fill. The native till soil was then encountered below the fill and continued until the completion of the boring at 24.5 feet bgs. The native soil consisted of firm sandy lean clay with gravel over stiff lean clay with sand. At 19 feet bgs (surface elevation 996.5 feet) there is a 3.5-foot layer of silty sand, and this is the only boring where a coarse-grained material can be found. B08 is more similar to borings B04 and B05, being mainly composed of lean clay with sand and gravel and also there no sign of fill being present. B08 has 2 feet of very dark gray lean clay topsoil followed by stiff native lean clay with varying amounts of fine to medium grained sand with gravel. 2.3 Water Level Observations Groundwater was observed during drilling operations in only boring B07, in the northwestern grassy region. In boring B07, water was observed at a depth of 19 feet bgs, at an elevation of 997 feet. The groundwater was observed in the boring within the soil stratum which was a fine-grained lean clay with fine to medium grained sand and was right above a layer of dark gray silty fine to coarse-grained sand. Since groundwater was observed during drilling in only one boring, it is Westwood’s opinion that the groundwater encountered does not represent the static groundwater level but rather is likely perched water above the granular soil stratum. If water is encountered during construction, the water is not anticipated to infiltrate excavations. It is Westwood’s opinion that if perched water or pockets of wet soils are encountered, they would drain slowly and would be controllable with sumps and pumps. Groundwater levels can be expected to fluctuate, both seasonally and annually, and from place to place on the site due to precipitation, snowmelt, surface run-off, etc. 2.4 Laboratory Tests Samples obtained during the subsurface exploration were returned to the Westwood office in Minnetonka, MN and were then shipped to Westwood’s soil & materials laboratory in Appleton, WI to be visually and manually classified. All samples were classified in accordance with the Unified Soils Classification System (USCS) and the probable geologic origin was noted. Laboratory testing was also performed by Westwood at the soil & material laboratory in Appleton, WI. Moisture Content was performed on all soil samples from all eight soil borings. Split spoon samples of finer grained, cohesive soils were tested for unconfined compression using a spring penetrometer to estimate the unconfined compressive strength of the soils. Moisture content testing was performed on all soil samples and the results are included on the soil boring logs given in Appendix B – Soil Boring Log Notes & Logs of this report. Generally moist, fine- grained soils (e.g., lean clay) were estimated to have moisture contents between 16% and 38% with an average moisture content of 22%. There was only one granular soils sample identified out of all the borings, it had a moisture content of 19.4%. At moisture contents greater than 30%, fine-grained soils were considered to be in a moist/wet condition. Granular soils with moisture contents greater than 20% were considered to be in a wet or water-bearing condition and with moisture contents less than 15% Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 5 | Confidential and Proprietary. Westwood Professional Services, Inc. were considered to be moist/dry. Moisture conditions for soils were generally defined as follows in Table 1: Moisture Condition. Table 1: Moisture Condition Soil Type Moist/Dry Moist Wet/Water-Bearing Fine-Grained (Clay & Silt) < 10% 10% to 30% > 30% Granular (Sand & Granular) < 5% 5% to 15% > 15% The USCS soils classification as well as the moisture content and laboratory test values have all been plotted on the soil logs provided in Appendix B – Soil Boring Log Notes & Logs. 3.0 Engineering Review 3.1 Project Data Westwood understands that Westwood Community Church is planning to develop the available space around the operating church. There are three regions being investigated on this project site for usable future development and include: the Northeast Parking Lot, the South Grassy Region, and the Northwest Grassy Region. At the time of this report, Westwood was unaware of any specific potential development types or site plans. In 2021, a senior housing facility was considered, whether or not this proposed building is still in the works is not known at the time of this report. As no specific site development is known at this time, several assumptions were made to provide preliminary and estimated building design and construction recommendations. Any future buildings are assumed to be conventional residential buildings with shallow foundations on spread footings supporting either a slab-on-grade floor or a single basement floor configuration. Footings are estimated to bear at either minimum frost depths or depths to accommodate typical basement heights. The finished floors are estimated to match existing site grades. Perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. 3.2 Subsurface Profile and Soil Engineering Properties In general, the soil found at the site is mostly native lean clay with varying amounts of sand and gravel. Deeper fill and buried topsoil were encountered in the northeast parking lot. Also, deeper fill and possible fill soils were encountered in the northwest grassy region. Clay soils were generally firm and stiff although a few pockets of soft soil were encountered. The soils were generally moist although the average moisture content was above 20% which is generally above the optimum moisture content for compaction of cohesive soils. Based on the water level observations discussed in Section 2.3, Water Level Observations, the groundwater table was conservatively assumed below at least a depth of 19 feet below ground surface. A generalized soil profile for the buildable land and estimated engineering properties based on laboratory testing are summarized for each region on the following page in Table 2: Summary of Soil Parameters. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 6 | Confidential and Proprietary. Westwood Professional Services, Inc. Table 2: Summary of Soil Parameters Soil Layer Depth (ft bgs) Elevation (ft) γdry (pcf) γsat (pcf) φ′ (°) su (psf) Northeast Parking Lot, East Edge (B01 & B02) Topsoil1 0-2 990-988 - - - Fill and Buried Topsoil 2-20 988-970 105 125 500 Native Lean Clay > 20 < 970 110 130 1,000 Northeast Parking Lot, Central and Western Region (B03) Fill 0-5 996-991 - - - Topsoil 5-7 991-989 105 125 500 Native Lean Clay > 7 < 989 110 130 875 South Grassy Region (B04-B05, B06) Topsoil1 0-2 N/A2 - - - Native Lean Clay 2-12 N/A2 115 125 750 Native Lean Clay > 12 N/A2 110 130 1,500 Northwest Grassy Region (B07, B08) Topsoil1 0-2 N/A2 - - - Fill and Possible Fill 2-10, - N/A2 105 125 1,000 Native Lean Clay >10, >2 N/A2 110 130 2,000 Notes: 1 Soil parameters were not estimated for the topsoil as these materials are assumed to be removed during construction. 2 Surface elevations vary significantly; therefore, elevations are not generalized ft – feet // psf – pounds per square feet // pcf – pounds per cubic feet // bgs – beneath ground surface γdry – dry unit weight // γsat – saturated unit weight // φ′ - effective friction angle // su – undrained shear strength 3.3 Bearing Capacity and Settlement Review Based on the soils encountered in the borings and assuming finish floor grades will be at or near the existing ground surface, Westwood’s opinion on potential building foundations are as follows. As stated previously, Perimeter wall loads of 5 klf and column loads of 50 kips were estimated. In the northeast parking lot region, a standard spread footing foundation at a bearing depth of 4 feet beneath the surrounding ground surface will generally bear on fill soils. Clay fill followed by buried clay topsoil range in consistency from soft to stiff and extend to a depth of 19 feet bgs. The existing soil at a depth of 4 feet bgs within the building footprint will be suitable for up to 1,500 pounds per square foot (psf) net allowable bearing capacity. With up to a 1,500 psf net allowable bearing capacity and based on the estimated building loads of 5 klf at perimeter strip footings and 50 kip column footings, up to 2- inches of total settlement and up to 1-inch differential settlement can be anticipated. Construction plans in this area should be further evaluated as the development plans progress. In the southern and northwestern grassy region, a standard spread footing foundation at a bearing depth of 4 feet beneath the surrounding ground surface will generally bear on existing natural glacial till soils consisting of firm to stiff, moist lean clay. The existing soil at a depth of 4 feet bgs within the building footprint will be suitable for up to 2,000 pounds per square foot (psf) net allowable bearing capacity. With up to a 2,000 psf net allowable bearing capacity and based on the estimated building loads of 5 klf at perimeter strip footings and 50 kip column footings, up to 1-inch of total settlement and ½-inch differential settlement can be anticipated. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 7 | Confidential and Proprietary. Westwood Professional Services, Inc. 4.0 Design Recommendations 4.1 Building Foundation Based on review of the test boring data, laboratory results, preliminary site use information, and estimated building loads, it is Westwood’s opinion that relatively lightly loaded buildings on the areas under consideration for development can be constructed using a standard spread footing foundation. The native glacial till soils encountered in the proposed footprint are capable for standard spread footing foundation support; however, these native soils often had firm and borderline soft consistencies. Deeper fill soils were also encountered in the northeast parking lot region as well as in the northwest grassy region. It should be noted that the average moisture content of the overall site soils was 22% which is likely above the optimum moisture content for soil compaction. Both the existing fill and native soils in their current state do not provide the most favorable soil subgrade support due to the lower soil strength and relatively high moisture content. Several soil subgrade options would improve the bearing capacity and anticipated settlement: · Compact the existing clay soil subgrade to densify the soils from a soft/firm consistency condition to a stiff/hard consistency condition · Undercut/remove existing foundation subgrade soils a minimum of 2 feet and replace with compacted structural fill · Reduce contact pressure of foundations by widening foundations. In order to prevent disproportionately small footing sizes, a minimum column footing width of 30 inches and a minimum continuous footing width of 18 inches is recommended. Perimeter and exterior footings are recommended to extend a minimum of 4 feet (48 inches) below the adjacent ground surface and/or in accordance with the local building codes for frost protection. Footings in unheated areas are recommended to extend to at least 6 feet (72 inches) below grade for increased frost protection. Any excavation beneath planned foundation bearing grades is recommended to be extended laterally from the edges of all foundations 1 foot for each 1 foot of excavation, replace or fill with material in accordance with Section 5.3, Structural Fill and Backfill, and compacted to a minimum of 95% of the Standard Proctor (ASTM D698) maximum dry density. Based on Westwood’s site plan with contours, the embankment directly east of the northeast parking lot is at a 3:1 slope (horizontal to vertical). Although this slope is only moderate, any proposed structure at the crest or along the embankment is recommended to be reviewed for slope stability. Potential slope stability concerns would be reduced the further west and away from the embankment the structure would be located. 4.2 Slab-on-Grade Areas beneath building floor slabs or exterior slabs-on-grade are recommended to be prepared in accordance with Section 5.1, Site Preparation of this report. A modulus of subgrade reaction "k" of 100 pounds per square inch of contact pressure per inch of settlement (psi/in) and coefficient of friction between soil and concrete of 17 degrees are recommended for designing the floor slabs/slabs-on-grade if the subgrade is constructed as recommended. For any interior columns, floor slabs-on-grade are recommended to be cast independent of column pad supports to allow for differential movement. A flexible joint material is recommended to create this isolation, as well as to allow for volumetric changes in the floor slab. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 8 | Confidential and Proprietary. Westwood Professional Services, Inc. If floor coverings or coatings less permeable than the concrete slabs will be used, or if moisture is a concern, a vapor retarder is recommended to be placed beneath the slab at the proposed building. The floor manufacturer is recommended to be consulted for recommendations regarding the proper use of a vapor retarder or barrier. Industry standards typically recommend burying the vapor barrier or retarder beneath a layer of sand to help reduce the potential for concrete slab curling or shrinkage. 4.3 Lateral Earth Pressure Westwood does not recommend backfilling directly behind any walls or structural elements with the on- site soils which are cohesive, which have relatively high existing moisture content, contain organics, and are subject to expansion and contraction. Granular backfill is recommended at a minimum of 2 feet surrounding all structural elements from the base of the foundations to the top of the soil subgrade. For the purposes of calculating lateral earth pressures of backfill around building perimeter walls or other structural elements, granular structural fill as identified in Section 5.3, Structural Fill and Backfill and compacted to a minimum of 95% of the standard Proctor maximum dry density (ASTM D698) has been estimated. Based on using the recommended compacted granular structural fill, it is Westwood’s opinion that the structural fill soils would have a minimum internal angle of friction of 30 degrees and a moist unit weight of approximately 125 pounds per cubic foot (pcf). An active earth pressure is recommended to be calculated using an equivalent fluid pressure of 40 psf for unrestrained structural elements and 60 psf for restrained structural elements. In these conditions, it is also Westwood’s opinion that lateral earth pressures on building or retaining walls can be calculated using a coefficient of active earth pressure (Ka) of approximately 0.33, a coefficient of passive earth pressure (Kp) of approximately 3.00, and a coefficient of at rest earth pressure (Ko) of 0.50. These values should be adjusted to approximately 0.36 and 2.75 for Ka and Kp, respectively, if compaction of fill is not documented. At concrete-soil interfaces, a friction angle of 17 degrees is recommended for granular soils and an adhesion value of 750 psf is recommended for cohesive soils. It is further recommended that if retaining walls are constructed, provisions be made for drainage of subsurface water from behind the retaining wall to minimize the effect of lateral loads as a result of hydrostatic pressure. Drainage of subsurface water is recommended to consist of drain tile or drain piping that is placed in the lowest level of granular fill along or beneath retaining structure foundations and drained to a drainage structure or day lighted to a lower region. 4.4 Surface Drainage The soils in the three regions contain fine-grained soils such as silt and clay. These soils are susceptible to disturbance and strength loss, particularly in the presence of water and heavy (construction) traffic. As a result, surface drainage is recommended to be maintained during construction such that water not be allowed to pond on any subgrade or excavated surface and that construction traffic be minimized on exposed subgrades and excavated surfaces. 4.5 Pavement Section It is Westwood’s opinion that soils with a minimum estimated bearing of 1,500 psf would be suitable for pavement section support. Based on standard penetration testing (SPT) performed during drilling, suitable soil strength was encountered directly beneath the topsoil at all soil boring locations. While the SPT results do indicate suitable subgrade soils conditions, it should be noted that the clayey soils are easily disturbed and can lose strength in the presence of water and construction traffic and/or if the Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 9 | Confidential and Proprietary. Westwood Professional Services, Inc. soils are higher in moisture content and subject to construction traffic. As a result, areas of excavation below planned pavement section subgrade may be encountered around and throughout the parking lot. Based on a poor to moderate soil subgrade rating with an R-value less than 50 and a parking lot classification for car lots, the Minnesota Asphalt Pavement Association (MAPA) 2014 edition of the Asphalt Paving Design Guide recommends 6 inches of aggregate base beneath 4 to 5 inches of asphalt pavement. It is Westwood’s opinion that a pavement section consisting of 4 inches of asphaltic pavement is sufficient; however, it is also Westwood’s opinion that a minimum of 8 inches of aggregate base should be used assuming suitable subgrade preparation. If soil subgrade conditions are considered unsuitable but are not to be removed, the aggregate base thickness should be increased rather than increasing the asphaltic pavement. 5.0 Construction Recommendations 5.1 Site Preparation In the planned building and any pavement areas, the surficial topsoil and any unsuitable subgrade soils should be removed. In building and pavement areas requiring cut to get to planned grades, it is recommended that the soils be removed to plan grades and then proofrolled. Westwood defines unsuitable subgrade soils as: soft clays, loose sands, soft/loose undocumented fills in slab on grade or pavement subgrade areas, undocumented fill beneath foundations, soils in a wet to water-bearing condition or soils disturbed during construction operations. All proposed exterior and interior slabs-on-grade or structural slab are recommended to be placed on a minimum of 1 foot of structural fill to provide a consistent base and to provide consistent and suitable subgrade support characteristics. All placed structural fill is to conform to that indicated in Section 5.3, Structural Fill and Backfill of this report. Once the surficial topsoil is removed and the building footprint is excavated to plan foundation grade, the underlying soil is recommended to be compacted or proofrolled and can remain in place based on suitable compaction or proofrolling results. Soil subgrade within the perimeter and any interior foundations are recommended to be compacted with either self-propelled compaction equipment or compaction equipment attachments on stationary equipment. The existing subgrade soils beneath building slab-on-grade and beneath pavement areas are recommended to be proofrolled with a self- propelled vibratory roller. If soft or yielding subgrade is encountered at floor slab or pavement subgrades, the soil is recommended to be either removed to suitable bearing soils and replaced with a compacted structural fill conforming to that indicated in Section 5.3, Structural Fill and Backfill of this report, replaced with any excess compacted lean clay near optimum moisture content, or moisture conditioned and compacted in place if the in-situ soil is lean clay at an above optimum moisture content. It is Westwood’s opinion that unsuitable subgrade soils include soft clays, loose sands, soft/loose undocumented fills in slab on grade or pavement subgrade areas, undocumented fill beneath foundations, soils in a wet to water-bearing condition or soils disturbed during construction operations. While it is Westwood’s opinion that the existing natural soil subgrade within the footprint will be suitable for a net allowable bearing capacity of 2,000 psf, it is strongly recommended that the foundation subgrade be observed by a geotechnical engineer or representative of the engineer to verify suitable foundation subgrade support at the time of construction. As the placement and compaction means and methods of structural fill may vary, and the consistency of the existing fill and native soil may Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 10 | Confidential and Proprietary. Westwood Professional Services, Inc. vary, foundation subgrade testing is recommended to document that the foundation or structural fill supporting the foundation is bearing on suitable native soils and that the subgrade is suitable for up to either 1,500 psf net allowable bearing capacity in the northeast parking lot region or 2,000 psf net allowable bearing capacity in the southern and northwestern grassy regions. It is Westwood’s opinion that in-place soil strength testing may include static and/or dynamic cone penetrometer testing. It should also be noted that either the natural lean clay or clay fill soils anticipated at foundation bearing grade is subject to disturbance in the presence of water and construction traffic. Any silt encountered at planned foundation bearing grades is also highly susceptible to disturbance in the presence of water and construction traffic. As a result, it is recommended that foundation subgrades not be left exposed and concrete foundations be poured or fill placed as soon as practical after exposing the subgrade. Any new fill, structural or excess clay, as well as any reworked in-situ soils beneath the proposed expansion footprint either within the slab-on-grade or pavement area footprint or at foundation grades, is recommended to be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. Also, it is recommended that any fill placed below foundation elements extend laterally from the edges of all foundations 1 foot for each 1 foot of excavation. Fill placed beneath foundations should be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. During grading operations, all exposed subgrade soils beneath proposed structural elements are recommended to be continually graded to drain to non-structural areas and then covered with structural fill or structural elements as soon as possible, as the existing and newly placed clay fill subgrade soils may be susceptible to disturbance, especially in the presence of water and construction traffic. Subgrade soils that do become disturbed are also recommended to be removed and replaced with structural fill or moisture conditioned and compacted in place. 5.2 Excavation Excavation back slopes are recommended to follow the minimum OSHA requirements for excavations. Both the clay fill and native lean clay that was encountered throughout the site was generally moist and firm to stiff. Based on the observed conditions and 29 CFR Part 1926, OSHA subpart P requirements, the clay soils comply with Type B criteria; therefore, the minimum required excavation back slope within these soils would be 1 horizontal to 1 vertical. If excavations extend deeper into the buried topsoil encountered in the northeast parking lot region, slopes should comply with Type C criteria; therefore, the minimum required excavation back slope within these soils would be 1½ horizontal to 1 vertical. The provided minimum excavation back slopes are recommended unless other measures, such as temporary retaining structures, trench boxes or sheet pile walls, are constructed to prevent sloughing of the soils during construction. Any excavation above vertical shielding is recommended to be sloped at 1 horizontal to 1 vertical per 29 CFR Part 1926 OSHA subpart P requirements. Between footings, a slope of 1 horizontal to 1 vertical is recommended. While groundwater was observed several feet beneath the proposed excavation depths during the investigation, water may be encountered during excavation activities. However, the volume of water that may be encountered is not expected to require a system of pumps or sumps to control flow into the excavations during construction. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 11 | Confidential and Proprietary. Westwood Professional Services, Inc. 5.3 Structural Fill and Backfill In building fill and foundation wall backfill areas, a granular structural fill is recommended and should consist of a coarse, granular material having a maximum size of 3 inches and less than 12 percent passing the #200 sieve size. The granular fill is recommended to be placed in lifts of one foot or less with each lift compacted to a minimum of 95% of the maximum dry density as determined by the standard Proctor (ASTM D698). A recommended grading specification is as follows: Sieve Size Percent Passing 3" 100 3/4" 75-100 #4 50-100 #40 10-70 #200 0-12 Granular structural fill, with the grading specification as noted above, is recommended for use along foundation walls and below any foundation subgrades as well as interior slabs on grade. As an alternate to structural fill meeting the recommended grading specification above for beneath interior and exterior slabs-on-grade, it is Westwood’s opinion that Class 3 through Class 6 Base and Subbase Aggregate meeting the requirements of Section 3138, Aggregate for Surface and Base Courses, of the current Minnesota Department of Transportation Standard Specifications may be used. As wet subgrade soils may be encountered, fill placed below foundation elements in wetter foundation subgrade conditions is recommended to be a free draining fill. The free draining fill is recommended to consist of a granular material with a similar grading specification as noted above except with less than 5% passing the #200 sieve. As an alternate, ¾-inch clear stone could be used; however, it is recommended to be wrapped with a minimum 6-ounce non-woven geotextile fabric. As previously stated in Section 5.1, Site Preparation, any fill placed below foundation elements are recommended to extend laterally from the edges of all foundations 1 foot for each 1 foot of excavation. In Westwood’s opinion, soils consisting of silty sand, sandy silts, and silts whether fill or native are not recommended to be used as structural fill for building foundations or slabs-on-grade. These soils can be used as backfill in any green or non-structural fill areas. Soils in non-structural areas are recommended to be compacted to a minimum of 85% of the standard Proctor maximum dry density (ASTM D698). Soils classified as lean clays may be used in mass fill areas including areas beneath planned pavements or slabs-on-grade but are required to be compacted to the minimum required compaction requirements of all structural fills. 5.4 Utilities In utility trench areas, the trenches are recommended to be backfilled in accordance with the any utility installation requirements in the Chanhassen City Code as well as with the current Minnesota Department of Transportation Standard Specifications. In Westwood’s opinion, the on-site native soils may be used for backfill of utility trenches. All utility trench backfill is recommended to be compacted as determined by the standard Proctor (ASTM D698) to a minimum of 95% of the maximum dry density in all structural areas including pavement areas and to a minimum of 85% in non-structural areas. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 12 | Confidential and Proprietary. Westwood Professional Services, Inc. 6.0 Summary and Conclusions At the request of Westwood Community Church, Westwood Professional Services, Inc. (Westwood), performed a geotechnical investigation for review of a potential land development of their property in Chanhassen, Minnesota. The geotechnical focus of the review was to determine the subsurface soil and water profile and soil engineering properties for a potential future development. Eight (8) soil borings were performed throughout the site to depths of 25 feet below ground surface (bgs). There are three regions being investigated on this project site for usable future development and include: the Northeast Parking Lot, the South Grassy Region, and the Northwest Grassy Region. At the time of this report, Westwood was unaware of any specific potential development types or site plans. As no specific site development is known at this time, several assumptions were made to provide preliminary and estimated building design and construction recommendations. Any future buildings are assumed to be conventional buildings with shallow foundations on spread footings supporting either a slab-on-grade floor or a single basement floor configuration. Footings are estimated to bear at either minimum frost depths or depths to accommodate typical basement heights. The finished floors are estimated to match existing site grades. Perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. Review of the soil boring logs suggests a general subsurface profile of either clay fill over buried clayey topsoil followed by native glacial till clays or native glacial till clay soil directly beneath the surficial topsoil. All soils were generally in a moist condition and with a firm to stiff consistency. Fill over buried topsoil extended to depths of 19 feet bgs in borings B01 & B02 along the east side of the northeast parking lot region. In the central region of this northeast parking lot, in boring B03, fill over buried topsoil was encountered again although only to a depth of 7 feet bgs. Groundwater was only observed in boring B07, in the northwestern grassy region at a depth of 19 feet bgs and at an elevation of 997 feet. Since groundwater was observed during drilling in only one boring, it is Westwood’s opinion that the groundwater encountered may not represent the static groundwater level but rather may be perched water above the granular soil stratum. The average moisture content of all the site soils was 22% which is likely above the optimum moisture content for soil compaction. It is Westwood’s opinion that buildings can be constructed using a standard spread footing foundation. In the northeast parking lot region, a standard spread footing foundation at a bearing depth of 4 feet beneath the surrounding ground surface will generally bear on fill soils and will be suitable for up to 1,500 pounds per square foot (psf) net allowable bearing capacity. With up to a 1,500 psf net allowable bearing capacity and based on the estimated building loads of 5 klf at perimeter strip footings and 50 kip column footings, up to 2-inches of total settlement and up to 1-inch differential settlement can be anticipated. In the southern and northwestern grassy region, a standard spread footing foundation at a bearing depth of 4 feet beneath the surrounding ground surface will generally bear on existing natural glacial till soils consisting of firm to stiff, moist lean clay. And will be suitable for up to 2,000 psf net allowable bearing capacity. With up to a 2,000 psf net allowable bearing capacity and based on the estimated building loads of 5 klf at perimeter strip footings and 50 kip column footings, up to 1-inch of total settlement and ½-inch differential settlement can be anticipated. Several options are available to improve building or pavement support on the weaker on-site fill and native soils; these include, densifying the existing soils, undercutting beneath structural elements, and replacing with imported structural fill, or reducing the structural load pressure by increasing building foundation footprints or increasing pavement section thicknesses. Construction plans in this area should be further evaluated as the development plans progress. Westwood Community Church | Westwood Community Church in Minneapolis, MN Geotechnical Exploration Program 13 | Confidential and Proprietary. Westwood Professional Services, Inc. 7.0 Standard of Care This report has been prepared in accordance with generally accepted soil and foundation engineering practices to aid in the evaluation of this project and to assist the Owner and the Architect and/or Engineer in the design of this project. No other warranty, expressed or implied, is made. The scope of this report is limited to the specific project and location described herein, and Westwood’s description of the project represents its understanding of the project relevant to soil and foundation characteristics. In the event that any changes in the design or location of the structure as outlined in this report are planned, Westwood should be informed so the changes can be reviewed, and this report modified and approved in writing by the Geotechnical Engineer. Also, Westwood recommends being authorized to review project plans and specifications to confirm that the recommendations of this report have been interpreted in accordance with Westwood’s intent. Without this review, Westwood will not be responsible for misinterpretations of its data, analysis, and/or recommendations or how the recommendations in this report are incorporated into the final design. Prepared By: Westwood Professional Services, Inc. Kyle Weeks, P.E. Geotechnical Engineer Wisconsin Reg. No. 46056 Reviewed by: Eric Hansen, P.E. Geo-Engineer I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. Signature: License Number: 23838 Name: Eric Hansen Date: Appendix A Soil Boring Plan Outlot 5SCENARIO A8.74 AC Lot3.96 AC Developable Area80% Impervious = 10,735 CFAbstraction Vol.SCENARIO B8.74 AC LotUp to 5.87 AC Developable Area- Tree Mitigation Challenges80% Impervious = 17,046 CFAbstraction Vol.Outlot 25.29 AC Lot3.34 AC Developable Area80% Impervious = 9,718 CFAbstraction Vol.6.09 ACOutlot 4Developable Area5.15 AC80% Impervious14,964 CFAbstraction Vol.Outlot 33.18 AC80% Impervious9,229 CF Abstraction Vol.PondPondPROPOSED ROWPondPondOutlot 1 - Hope House1.18 AC Lot10,158 SF Impervious = 847 CFAbstraction Vol.SHEET NUMBER:DATE:Phone (952) 937-5150 12701 Whitewater Drive, Suite #300 Fax (952) 937-5822 Minnetonka, MN 55343 Toll Free (888) 937-5150 VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS: PREPARED FOR: N:\0032076.00\DWG\CONCEPT\2022-11-10 DEVELOPABLE AREA EXHIBIT.DWG 11/23/2022PROJECT NAME1 CHANHASSEN, MN WESTWOOD COMMUNITY CHURCH LOTSDEVELOPABLE AREA EXHIBIT . . . XX/XX/XX 3121 WESTWOOD DRIVE CHANHASSEN, MN 55331 WESTWOOD COMMUNITY CHURCHNOT FOR CONSTRUCTION© 2017 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'120'240'360'1" = 120'#### #### #### #### #### #### #### #### #### #### 120' 24' or 12'PROJECT NUMBER: PROJECT NUMBERPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELEXISTINGPROPOSEDSITE LEGENDHOPE HOUSE7500 SF8 PARKING STALLSB02B03B01B04B05B06B08B07 Appendix B Soil Boring Log Notes & Logs Westwood Community Church Westwood Community Church R0032076.00 Chanhassen, MN LITHOLOGIC SYMBOLS (Unified Soil Classification System) CL: USCS Low Plasticity Clay CLG: USCS Low Plasticity Gravelly Clay CLS: USCS Low Plasticity Sandy Clay FILL: Fill (made ground) ML: USCS Silt SM: USCS Silty Sand ABBREVIATIONS Auger Cuttings Standard Penetration Test LL PI W DD NP -200 PP Qu Qc RQD OC SPT SCP WOH WATER LEVELS Water Level at End of Drilling Cave-In Level at End of Drilling Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable groundwater levels. In clay soil, it may be possible to determine the groundwater level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the top of the log sheet. DESCRIPTIVE TERMINOLOGY RELATIVEDENSITYTERM 0-45-1011-2021-3031-5051+ Very SoftSoftFirmStiffVery StiffHard 0-12-45-89-1516-3031+ "N" VALUECONSISTENCYTERM"N" VALUE Blows Per Foot of a 140 PoundHammer Falling 30 inches on a 2 inchO.D. Split Spoon Sampler RELATIVE SIZES BoulderCobbleGravelCoarseFineSandCoarseMediumFineSilt & Clay RANGE2-14%15-49% 2-7%8-29% 2-14%15-24%16-49% Very LooseLooseFirmVery FirmDenseVery Dense Standard "N"Penetration: Up to ½" thick stratum½" to 6" thick stratum½" to 6" discontinuous stratum, pocketAlternating laminations of clay, silt and/or fine grainedsand, or colors thereofPowdery, no noticeable water, minimal moisturecontentBelow saturationSaturated, above liquid limitPervious soil below water Lamination:Layer:Lens:Varved: Dry: Moist:Wet:Water-bearing: RELATIVE GRAVEL PROPORTIONS - - - - - - - - - - - - - - LOG NOTES & KEY TO SYMBOLS SAMPLER SYMBOLS LIQUID LIMIT (%) - ASTM:D4318 PLASTIC INDEX (%) - ASTM:D4318 MOISTURE CONTENT (%) - ASTM:D2216 DRY DENSITY (PCF) NON PLASTIC PERCENT PASSING NO. 200 SIEVE POCKET PENETROMETER (TSF) UNCONFINED COMP. STRENGTH (TSF) - ASTM:D2166 TRIAXIAL APPARENT COHESION (TSF) - ASTM:D4767 ROCK QUALITY DESIGNATION (%) ORGANIC CONTENT - COMBUSTION METHOD STANDARD PENETRATION TEST STATIC CONE PENETROMETER TEST WEIGHT OF HAMMER Water Level After 24 Hours Water Level at Time Drilling Over 12"3"-12" ¾"-3"#4-¾" #4-#10#10-#40#40-#200-#200, Based on Plasticity TERMlittle gravelwith gravel little gravelwith gravel little gravelwith gravelgravelly CONDITIONCoarse Grained Soils Fine Grained Soils15-29% + No. 20015-29% + No. 200 30%-49% + No. 20030%-49% + No. 20030%-49% + No. 200 KEY TO SYMBOLS-WESTWOOD - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 09:47 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com CLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION 3 2 2 3 4 3 3 4 5 TOPSOILLEAN CLAY, with Organics, very darkgrayish brown, moist/dry, firm (CL) FILLLEAN CLAY WITH fine to coarsegrained SAND, very dark greenishgray, moist/dry, soft (CL) TOPSOIL - (BURIED TOPSOIL)LEAN CLAY, with Organics, black,moist, firm to stiff (CL) GLACIAL TILLLEAN CLAY, some fine to mediumgrained Sand, grayish brown andgreenish gray, moist, stiff (CL) Bottom of borehole at 24.5 feet. 989.5 983.0 970.5 965.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT94441312121415153 2 2 5 5 7 5 5 8 3 1 1 2 1 1 1 1 1 20.9 20.6 24.5 20.8 26 19.6 20.3 19 27.2 Topsoil depth 6"; Drillersdescription 19' fill and topsoil;Drillers description 6 4 4 8 9 10 8 9 13 2.0(PP) 4.0(PP) 1.5(PP) 2.5(PP) 2.5(PP) 2.5(PP) 3.0(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B01 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/28/202210/28/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 965.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED990 ftELEVATION & DATUM County Northeast Parking Lot / East Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 4 4 4 4 3 3 4 2 4 TOPSOILLEAN CLAY WITH fine to coarsegrained SAND, with Gravel, very darkgray, dry, firm (CL) FILLSANDY LEAN CLAY, fine to mediumgrained Sand, light olive brown,moist, firm to stiff (CL) TOPSOIL - (BURIED TOPSOIL)LEAN CLAY, black, moist, stiff (CL) GLACIAL TILLSANDY LEAN CLAY, olive brown,moist, firm to stiff (CL) Bottom of borehole at 24.5 feet. 990.0 980.0 972.5 967.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT9412131413131415154 6 5 5 4 7 6 3 5 3 1 2 1 1 1 1 1 2 17.7 24 18.6 25.5 25.1 22.2 22.1 20.3 19' fill and topsoil;Drillers description 8 10 9 9 7 10 10 5 9 4.5+(PP) 3.0(PP) 3.5(PP) 3.0(PP) 2.5(PP) 2.5(PP) 3.0(PP) 1.25(PP) 2.0(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B02 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/28/202210/28/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 967.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED992 ftELEVATION & DATUM County Northeast Parking Lot / North Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 2 4 3 3 3 4 5 10 7 FILLLEAN CLAY WITH fine to coarsegrained SAND, very dark grayishbrown, dry, firm to stiff (CL) TOPSOIL - (BURIED TOPSOIL)LEAN CLAY, some fine to mediumgrained Sand, some Gravel, black,dry, stiff (CL) GLACIAL TILLSANDY LEAN CLAY, some Gravel, fineto medium grained Sand, olivebrown, moist, firm to stiff (CL) LEAN CLAY, trace fine grained Sand,dark gray, moist, very stiff to stiff(CL) Bottom of borehole at 24.5 feet. 991.5 989.0 976.5 971.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT948121415151515153 7 10 4 4 4 7 12 7 2 1 1 2 1 1 2 2 2 18 17.8 22 32.5 20.8 18.4 17.5 17 9' fill; Drillers description 5 11 13 7 7 8 12 22 14 4.0(PP) 4.5+(PP) 1.25(PP) 1.25(PP) 2.0(PP) 3.0(PP) 4.0(PP) 3.0(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B03 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/28/202210/28/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 971.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED996 ftELEVATION & DATUM County Northeast Parking Lot / South Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 6 4 5 4 5 5 4 3 4 TOPSOILLEAN CLAY, very dark grayish brown,moist/dry, stiff (CL) GLACIAL TILLLEAN CLAY, brown, moist/dry, stiff(CL) SANDY LEAN CLAY, with Gravel, fineto medium grained Sand, olivebrown, moist/dry, stiff (CL) LEAN CLAY, trace fine grained Sand,very dark gray, moist, stiff to firm(CL) Bottom of borehole at 24.5 feet. 996.0 993.5 986.0 973.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT986121512141414146 5 4 6 7 8 6 5 6 3 1 2 1 1 2 2 1 1 18.8 24.4 23.4 18.7 18.8 17.1 21.1 31.4 30 5.5' fill; Drillersdescription 12 9 9 10 12 13 10 8 10 2.0(PP) 1.5(PP) 2.5(PP) 4.5(PP) 2.5(PP) 2.5(PP) 3.0(PP) 3.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B04 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/28/202210/28/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 973.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED998 ftELEVATION & DATUM County South Grassy Region / Northeast Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 7 4 2 3 3 5 5 6 4 TOPSOILSANDY LEAN CLAY, fine to coarsegrained Sand, very dark grayishbrown fading to light olive brown,moist/dry, stiff (CL) GLACIAL TILLLEAN CLAY WITH fine to mediumgrained SAND, with Gravel, lightolive brown, moist/dry, firm to stiff(CL) LEAN CLAY, with, trace fine grainedSand, dark gray, moist/dry, stiff (CL) Bottom of borehole at 24.5 feet. 1001.0 984.5 979.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT97712141515156147 6 3 3 4 7 9 9 8 3 2 2 2 2 2 2 2 2 19.8 34.6 25.6 31.1 21.5 18.2 16.6 17.1 3' fill and topsoil; Drillersdescription 14 10 5 6 7 12 14 15 12 ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B05 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/31/202210/31/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 979.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED1004 ftELEVATION & DATUM County South Grassy Region / Southeast Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 6 4 4 5 5 5 5 6 4 TOPSOILLEAN CLAY, with Organics, very darkgray, moist/dry, stiff (CL) GLACIAL TILLLEAN CLAY, some fine grained Sand,and Gravel, some Organics, lightolive brown, moist/dry, stiff (CL) SILT, little fine grained Sand, olivebrown, moist/dry, firm (ML) LEAN CLAY, with fine to mediumgrained Sand, and Gravel, very darkgrayish brown, moist/dry, very stiffto stiff (CL) Bottom of borehole at 24.5 feet. 1028.0 1023.0 1018.0 1005.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT978121515151515155 6 5 7 8 8 6 10 6 3 1 2 2 2 2 1 1 1 16.9 37.3 33 29.2 23.7 22.2 19.3 19.4 20.3 2' Topsoil; Drillersdescription Possible silty clay insamples 2 & 3. 11 10 9 12 13 13 11 16 10 ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B06 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/31/202210/31/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 1005.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED1030 ftELEVATION & DATUM County South Grassy Region / Northwest Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 10 8 6 5 2 6 4 7 4 TOPSOILSANDY LEAN CLAY WITH GRAVEL,fine to medium grained Sand, verydark grayish brown, dry, very stiff(CL)FILLSANDY LEAN CLAY WITH GRAVEL,fine to medium grained Sand, verydark grayish brown and light olivebrown, dry, very stiff to stiff (CL) POSSIBLE FILLLEAN CLAY, gray, moist/dry, stiff (CL) GLACIAL TILLSANDY LEAN CLAY WITH GRAVEL,fine to medium grained Sand, darkgray, moist, firm (CL) LEAN CLAY, with fine to mediumgrained Sand, dark grayish brown,moist, stiff (CL) SILTY SAND, fine to coarse grainedSand, dark gray, moist, firm (SM) LEAN CLAY WITH GRAVEL, very darkgray, moist, stiff (CL) Bottom of borehole at 24.5 feet. 1014.0 1009.0 1006.5 1004.0 996.5 993.0 991.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT9646671114121412 8 9 8 4 8 9 9 8 5 3 4 2 2 3 1 1 1 25.7 19.6 20.3 18.7 19.4 18.3 10" Topsoil; Drillersdescription 12' fill; Drillersdescription Wet at 19'; Drillersdescription 22 16 15 13 6 14 13 16 12 4.5+(PP) 4.5+(PP) 4.5+(PP) 3.0(PP) .25(PP) 2.5(PP) 1.5(PP) 1.5(PP) 19.0 ft / Elev. 997.0 ft 10/31/2022 PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B07 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/31/202210/31/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 991.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED1016 ftELEVATION & DATUM County Northwest Grassy Region / East Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN 6 3 3 5 5 8 5 6 4 TOPSOILLEAN CLAY, with Organics, very darkgray, stiff (CL) GLACIAL TILLLEAN CLAY WITH GRAVEL, fine tomedium grained Sand, olive brown,firm to very stiff (CL) SANDY LEAN CLAY WITH GRAVEL,fine to medium grained Sand, darkolive brown mottled with black, stiff(CL) LEAN CLAY WITH GRAVEL, dark gray,stiff (CL) Bottom of borehole at 24.5 feet. 1020.0 1007.5 1002.5 997.5 SPT1AUSPT2AUSPT3AUSPT4AUSPT5AUSPT6AUSPT7AUSPT8AUSPT989141415121515155 5 4 7 5 10 9 8 6 3 1 2 2 2 3 2 2 1 17.6 24.9 21.5 18.7 22.8 26.7 20 19.9 18.6 2' Fill and topsoil; Drillersdescription 11 8 7 12 10 18 14 14 10 3.0(PP) 2.25(PP) 2.5(PP) 3.5(PP) 2.5(PP) 2.0(PP) 3.0(PP) 2.0(PP) 2.0(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 16 18 20 22 24 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B08 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 12/9/22 10:06 - N:\0032076.00\DOCS\DESIGN\GEO RPT\GINT AND CLASSIFICATION\CHANHASSAN COMMUNITY CHURCH LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com ATV Drill Rig / Hollow Stem Auger 2" O.D. Split Spoon Sampler SPT 140 30 24 HR.COMPL.FIRST 10/31/202210/31/2022DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 24.5 ft / Elev. 997.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED1022 ftELEVATION & DATUM County Northwest Grassy Region / West Miranda Manley --- SAMPLE DATA Westwood Community ChurchCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Westwood Community Church R0032076.00 Chanhassen, MN Appendix C Field Exploration Procedures Field Exploration Procedures Soil sampling was performed in accordance with ASTM D1586. Using this procedure, a 2-inch outside diameter split barrel sampler is driven into the soil by a 140-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. Thin-wall tube samples, if taken, were obtained in accordance with ASTM D1587. Rock core samples, if taken, were obtained by rotary drilling methods in accordance with ASTM D2113. Power auger borings, if performed, were done in general accordance with ASTM D1452. Material samples were visually and manually classified by the drilling subcontractor crew chief in accordance with ASTM D2488. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classifications. Logs of the borings are attached and indicate the following: depths and identifications of the various strata, N-values, laboratory test results, water level information, and pertinent information regarding the method of maintaining and advancing the drill holes. Charts illustrating the soils classification procedure and the descriptive terminology in attached in the “Classification of Soils” Appendix. Material type hatching symbols and material sampling type symbols used on the soil boring logs are identified in the key to symbols page prior to the soil boring logs. Appendix D Classification of Soils