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HomeMy WebLinkAbout Geotechnical Evaluation Report Geotechnical Evaluation Report Orono Senior Housing Facility Wayzata Boulevard West at Luce Line Trail Orono, Minnesota Prepared for Kraus-Anderson Realty Company Professional Certification: 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 ProfessionakEngimeeF,, under the laws of the State of MinnesQ'a "/:;%, PE,L D ggR ro, PE, PG = N,• AT . ce P dent—Principal Engineer �/,9�' ..• 4�`�� License Number: 18221 m, '1111 ' March 18,2011 Project BL-11-01014 Braun Intertec Corporation BRBraun Intertec Corporation Phone: 9.5::',90.5. 000 . . 11001 HampshireAvenue i Fax: 932.9052 2020 INI �`_.R ° �.-C Minneapolis,MN.i i4:,8 Wel). brauninte-rioc.com March 18, 2011 Project BL-11-01014 Mr. Matt Alexander Kraus-Anderson Realty Company 4210 W. Old Shakopee Road Bloomington, MN 55437-2951 Re: Geotechnical Evaluation Report Orono Senior Housing Facility Wayzata Boulevard West at Luce Line Trail Orono, Minnesota Dear Mr.Alexander: We are pleased to present our completed Geotechnical Evaluation Report for the above referenced project in Orono, Minnesota.The purpose of this geotechnical evaluation was to characterize subsurface } conditions at select exploration locations and evaluate their impact on construction of the proposed residential community. Details of our results and recommendations are provided in the following report. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions or comments regarding this report,or if there are other services that we can provide you, please feel free to contact Brad McCarter(952.995.2268 or bmccarter@braunintertec.com)or Gregg Jandro (952.995.2270 or giandro@braunintertec.com)at your convenience. Sincerely, BRAUN INTERTEC CORPORATION lir•► -' . Bradley'). Carter, PE ProjEt _ . eer Gr, R.Ja , PE, PG Vice President—Principal Engineer c: Mr.Jim Beckwith; Kraus-Anderson Construction Mr.Steve Johnston; RHO Development Consulting Mr. Dan Neudecker; Pope Architects GeoRpt-Orono Sr.Housing Facility Providing engineering and environmental solutions since 1957 Table of Contents Description Page A. Introduction 1 A.1. Project Information 1 A.1.a. Project Description 1 A.1.b. Available Information 1 A.1.c. Purpose 1 A.2. Scope of Services 1 A.3. Field Exploration 2 B. Results 3 B.1. Boring Logs 3 B.1.a. General 3 B.1.b. Previous Soil Borings 3 B.1.c. Geologic Origins 3 B.2. Geologic Profile 4 B.2.a. Surface 4 B.2.b. Fill Material 4 B.2.c. Swamp Deposits 4 B.2.d. Glacial Deposits 4 B.2.e. Groundwater 5 C. Basis for Recommendations 5 D. Recommendations 6 D.1. Design and Construction Considerations 6 D.2. Building Subgrade Preparation 7 D.2.a. Excavations 7 D.2.b. Excavation Support 9 D.2.c. Placement and Compaction of Backfill and Fill 9 D.2.d. Areas of Deep Fill 10 D.3. Spread Footings 10 D.3.a. Allowable Bearing Pressure 10 D.3.b. Embedment Depth 11 D.3.c. Settlement 11 D.4. Floor Slabs 11 D.4.a. Subgrade 11 D.4.b. Moisture Vapor Protection 11 D.S. Exterior Slabs 12 D.6. Pavements 12 D.6.a. Subgrade 13 D.6.b. Proofrolls 13 D.6.c. Bituminous Pavement Sections 13 D.6.d. Materials and Compaction 14 Table of Contents (continued) Description Page D.7. Utilities 14 D.B. Modular Block Retaining Wall 15 D.8.a. Wall Subgrade 15 D.8.b. Wall Foundations 15 D.8.c. Wall Backfill 15 D.8.d. Wall Lateral Earth Pressures 16 E. Construction Quality Control 16 E.1. Excavation Observations 16 E.2. Materials Testing 16 E.3. Pavement Subgrade Proof-Roll 17 E.4. Equipment Support 17 F. Procedures 17 F.1. Borings 17 F.2. Material Classification and Testing 17 F.2.a. Visual and Manual Classification 17 F.2.b. Laboratory Testing 18 F.3. Groundwater Measurements 18 G. Qualifications 18 G.1. Variations in Subsurface Conditions 18 G.1.a. Material Strata 18 G.1.b. Groundwater Levels 18 G.2. Continuity of Professional Responsibility 19 G.2.a. Plan Review 19 G.2.b. Construction Observations and Testing 19 G.3. Use of Report 19 G.4. Standard of Care 19 Appendix Soil Boring Location Sketch Log of 2011 Boring Sheets(ST-101 through ST-107) Log of Boring Sheets from Previous Explorations in 2004 and 2007 (ST-1 thru ST-8,ST-10,ST-11, ST-13 thru ST-16) Descriptive Terminology of Soil BRAUN INTERTEC A. Introduction A.1. Project Information A.1.a. Project Description Project information, including site plans titled Orono Senior Housing dated March 3, 2011 prepared by RHO Development Consulting,was provided to us prior to the start of this project.The project site is located on the southwestern corner of the intersection of Wayzata Boulevard West and the Luce Line Trail in Orono, Minnesota. The proposed construction will include a two-story residential structure and associated surface parking lots, drive ways, utilities, and biofiltration basins. Structural details for the proposed building have not been provided at this time.We understand that the building will be wood-framed construction supported on conventional spread foundations and a concrete slab-on-grade. In addition, a modular block retaining wall is proposed to the north of the building. A.1.b. Available Information Braun Intertec has performed Geotechnical Evaluations on this property in the past for other development attempts.The results of these explorations were reported in A Geotechnical Evaluation Report—Proposed Senior Housing Development dated October 27, 2004 (Braun Intertec Project No. BL-04-05907)and A Geotechnical Evaluation Report—Proposed Orono Villas Residential Development dated July 10, 2007 (Braun Intertec Project No. BL-07-02022A).The results of these previous projects are not discussed herein;we are just informing the reader of their existence. However, we have utilized the previous soil borings in our analysis of this site. A.1.c. Purpose The purpose of this geotechnical evaluation was to characterize subsurface conditions at selected exploration locations and evaluate their impact on design and construction of the proposed senior housing development. A.2. Scope of Services Our scope of services for this project was outlined in our Proposal for Geotechnical Evaluation dated March 8, 2011 as authorized by you. The tasks were completed in accordance with the terms of our General Conditions (6/15/06) and our scope of services is described below: Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 2 • Locating the borings in the field and determining existing ground surface elevations. • Coordinating the locating of underground public utilities near the boring locations. • Drilling 6 standard penetration test(SPT) borings to nominal depths ranging from 15 to 25 feet below existing grades. (Note: a seventh soil boring(ST-7)was added at our discretion.) • Classifying the samples obtained and preparing boring logs. • Performing laboratory tests on select samples obtained. • Provide recommendations for preparation of structure subgrades including the selection, placement and compaction of fill material, including the reuse of on site materials as engineered fill. • Provide recommendations for design and construction of foundations, slabs-on-grade, and below grade walls for the proposed building. • Submitting this Geotechnical Evaluation Report containing logs of the borings, our analysis of the field and laboratory tests, and recommendations for the proposed development. A.3. Field Exploration Subsurface conditions were evaluated with seven (7)soil borings drilled in the general area of the proposed construction (ST-101 through ST-107).The borings were advanced using 3 1/4-inch inside diameter hollow stem augers(HSA)and a CME 750 drill rig.Our drill crew worked in general accordance with ASTM International(ASTM) D 6151 method for HSA drilling. Sampling of overburden soil in the SPT borings was accomplished in general accordance with ASTM D 1586.The borings were backfilled with soil cuttings upon completion of drilling. We note that the previous borings performed by Braun Intertec were drilled using similar procedures as described above.Several previous borings are shown on the attached sketch and those boring logs are included in this report. The approximate locations of each of the borings are shown on the Soil Boring Location Sketch in the Appendix.The boring locations and existing ground surface elevations at the exploration locations were determined using GPS (Global Positioning System)technology and utilizing the Minnesota Department of Transportation's(MnDOT) permanent GPS Virtual Reference Network(VRN). No ground surface elevation was obtained for Boring ST-107 as this boring was located in the field at the time of drilling. However,we have estimated the ground surface elevation at ST-107 based on available topographic information. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 3 The samples obtained during our field explorations were returned to our office where they were visually classified in general accordance with the Unified Soil Classification System (USCS) by a member of our engineering staff. Representative samples obtained were then selected for laboratory testing. Laboratory tests were conducted in general accordance with applicable ASTM Standards.The results of laboratory tests are discussed in the following sections of this report and are shown on the boring logs in the Appendix. B. Results B.1. Boring Logs B.1.a. General Boring Logs for each of our borings are included in the Appendix.The logs identify and describe the geologic materials that were penetrated,the results of SPT and laboratory tests performed on samples retrieved obtained and our groundwater observations at the time of drilling. Strata boundaries were inferred from changes in the penetration test samples and the drill auger cuttings. Because sampling was not performed continuously,the strata boundary depths are only approximate.The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.1.b. Previous Soil Borings We used the information obtained from previous borings performed on site in our analyses and to formulate our recommendations for the proposed development.Since it is possible site grading or filling has occurred since the previous explorations,the following summary of soils only includes the current soil borings drilled during this evaluation. However,the previous boring logs are provided in the Appendix of this report.The soils encountered by our current soil borings are generally consistent with soil conditions encountered in our previous soil borings. B.1.c. Geologic Origins Geologic origins assigned to the materials shown on the boring logs and referenced within this report were based on: (1) a review of available historic information and aerial photographs, (2)visual classification of materials during excavation,and (3) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. Because of BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 4 the complex glacial and post-glacial depositional environments,geologic origins can be difficult to ascertain. A detailed investigation of the geologic history of the site was not performed. B.2. Geologic Profile B.2.a. Surface A surficial layer of topsoil approximately 1 foot in thickness was encountered at each of the recent boring locations with the exception of Borings ST-102 and ST-104 at the time of this exploration.The topsoil encountered was typically composed of silty sands and clays with varying organic content. B.2.b. Fill Material Beneath the surficial topsoil or at the surface in Borings ST-102,ST-104,ST-105 and ST-107, fill material was encountered to depths ranging from approximately 4 to 10 feet below existing grades. The fill material encountered generally consisted of clays, silty sands,and clayey sands containing varying quantities of gravel.The N-values of the SPT were used to determine the consistency or relative density of subsurface soils.The SPT N-values in the fill material ranged from 6 to 15 blows per foot (BPF). B.2.c. Swamp Deposits Beneath fill material in Borings ST-104 and ST-105, swamp deposited soils were encountered to depths ranging from approximately 15 to 19 feet below existing grades.The swamp deposits encountered generally consisted of organic clays(USCS—OL) and organic silty sands(USCS—SM) containing varying quantities of organic matter and trace gravel.The SPT N-values in the swamp deposits ranged from 1 to 4 blows per foot(BPF) indicating very loose or soft to rather soft conditions. B.2.d. Glacial Deposits Beneath the topsoil in Borings ST-101, ST-103, and ST-106, and beneath fill material in Borings ST-102 and ST-107, and beneath swamp deposits in Borings ST-104 and ST-105,glacially deposited soils were encountered to the planned boring termination depth ranging from approximately 15 to 25 feet below existing grades.The glacial deposits encountered were a mixture of till and outwash soils.The till soils were typically composed of sandy lean clays(USCS—CL)and silts(USCS—ML)while the outwash soils were typically granular in nature composed of poorly-graded sands(USCS—SP). Much of the glacial deposits contained varying quantities of gravel.The moisture contents of selected samples of the glacial soil samples ranged from 19 to 25 percent indicating these soils are likely wetter than their optimum moisture content. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 5 The SPT N-values in the glacial deposits ranged from 2 to 24 BPF, indicating consistencies in the clays ranging from soft to very stiff and densities in the granular soils ranging from very loose to medium dense.The moisture content of select samples of glacial soils tested ranged from approximately 19 to 25 percent. B.2.e. Groundwater Groundwater was encountered in 5 of the 7 recent borings at depths ranging from of approximately 12 to 19 feet below existing grades at the time of this exploration.The elevations of the water encountered typically varied from approximately 946 to 950 feet MSL. However, based on nearby wetlands, it is our opinion that long-term groundwater levels at this site would likely approach elevations on the order of 954 to 956. Soil conditions are also conducive for perched water to occur at higher elevations across the site and water features including wetlands are present near this site which could also affect groundwater levels. In clayey soils,groundwater could take several days to stabilize in the boreholes and our boreholes were immediately backfilled.Seasonal and annual fluctuations of groundwater should also be anticipated. Piezometers or monitoring wells would be required to confirm if groundwater was present within the depths explored. C. Basis for Recommendations The proposed construction will include a two-story, residential structure and associated surface parking lots, drive ways, utilities,and biofiltration basins. Structural details for the proposed building have not been provided at this time.We understand that the building will be wood-framed construction supported on conventional spread foundations with a concrete slab-on-grade. Based upon information provided by the structural engineer, the building will have maximum individual (column)foundation loads of 30 kips and a maximum continuous(wall) foundation load of 2 kips per linear foot. If structural loads exceed these values, we should be contacted to review our recommendations. We understand a drive-under, entrance canopy will be built on the east side of the main building entrance. The canopy will have four column supports at its corners. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 6 The FFE of the building will be approximately 968 feet MSL. Based upon this FFE and existing site topography, we have assumed that earthwork cuts and fills of less than 5 feet from existing grades be necessary to reach finished grades at this site. However, soils corrections,where necessary, will substantially increase the total amount of earthwork required. We will provide pavement recommendations for flexible pavement sections for parking lots and drive ways based on the estimated automobile traffic. Based upon information provided, it is anticipated that traffic at this site will include 2 trucks per week and approximately 50 vehicles per day.Therefore, pavements at this site will experience a maximum of 100,000 equivalent 18 kips single-axle loads (ESALs) over a 20-year life span. Utility lines (water and sanitary sewer)will be brought into the site from the site entrance area off of Wayzata Boulevard West. We understand the majority of the utility lines will be directionally drilled into the site along either side of the site entrance drive. We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. Due to the preliminary nature of this project, we note that the recommendations made is this report made need to be revised as final design plans are established. In addition, a more detailed Geotechnical Evaluation may also be necessary. D. Recommendations D.1. Design and Construction Considerations Based upon the results of this exploration, the site is generally suited for support of the proposed building using spread foundations. However,soil corrections, including the removal and replacement of fill soils and swamp deposits, will be required prior to foundation and floor slab construction at this site. It is our judgment that these soil corrections will be substantial (deep) for a limited portion of the east wing of the building but can be performed using conventional earthwork equipment and techniques. We anticipate support of the entrance canopy footings could more economically be achieved on helical anchors as opposed to deep soil corrections. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 7 The fill soils encountered were variable in composition and consistency. In addition, information regarding the age, placement and compaction of the fill is not available. Due to the risk of detrimental settlement associated with such materials,we do not recommend using such materials for support of the proposed building. In addition,there is an existing structure on site which will need to be demolished and removed prior to construction. During excavation of fill soils,we recommend that all topsoil, building debris, utilities,foundations, etc. be removed from the proposed building footprint and oversize area. Typical excavation depths to remove the fill soils from the central portion of building area will range from approximately 1 to 4 feet below existing grades. However,where swamp deposits were encountered near the area of the east wing of the building area,excavation depths of up approximately 19 feet will be necessary prior to foundation construction. Following the removal of fill soils and swamp deposits, excavations should be backfilled to subgrade elevation with engineered fill material. The area of the proposed drive way and parking lot at this site is generally underlain by fill soils overlying swamp deposits. It appears that some compression of the swamp deposits in this area has occurred over time due to the weight of the fill soils. However,the placement of additional fill soils in these areas could result in further compression leading to pavement and utility settlement.We recommend that utilities be design to allow some movement and placement of the final bituminous wear course in parking and drive areas be delayed to allow for this settlement. Based upon the results of this exploration,we do not anticipate that groundwater will greatly effect construction at this site. However, isolated areas of perched water could be encountered in deeper excavations at this site.Sump pumps or localized methods of temporary dewatering should be suitable for control of any perched water encountered during construction. D.2. Building Subgrade Preparation D.2.a. Excavations We recommend that all vegetation,topsoil, existing fill, soft native clays, swamp deposited soils, and/or previous construction debris be removed from the building footprint and oversize area. In addition, some soil corrections of soft native clays should be anticipated below swamp deposits. Our anticipated excavation depths in relation to the anticipated FFE 968 feet MSL are shown on the following table. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 8 Table 1.Anticipated Excavation Depths at Borings in or near Building Pad Anticipated Corresponding Soil Correction Elevation of Soil Depth Below FFE Surface Elevation Depth Correction of 968 Boring (feet MSL) (feet) (feet MSL) (feet MSL) ST-101 963.6 3 960 1/2 7 1/2 ST-103 966.6 4 962 1/2 5 1/2 ST-104 967.6 19 948 1/2 19 1/2 ST-105 966.1 19 947 21 ST-106 961.9 4 958 10 ST-107 965(estimated) 4 961(estimated) 7 ST-3* 964.5 4 960 1/2 7 1/2 ST-6* 961.5 1 960 1/2 7 1/2 ST-7* 965.1 1/2 964 1/2 3 1/2 ST-8* 967.3 1 1/2 966 2 *Boring performed during previous exploration. Note that Boring ST-104 was estimated to be about 30 to 40 feet south of the south corner of the east wing. Boring ST-104 encountered deep organic soils and we assume the poor soil conditions will encroach into the building pad and oversize areas. However, surrounding Borings ST-103 and ST-107 did not encounter the deep organic soil conditions. We also anticipate helical anchors will be installed for canopy footing support in the area of deep organics found in Boring ST-105.The above soil correction depth shown for Boring ST-105 would not be applicable if helical anchors are utilized. The actual depths of excavations needs to be determined in the field at the time of construction by a geotechnical engineer,or qualified representative. An experienced engineering technician should work closely with the excavating contractor during excavations to make the necessary field judgments regarding the suitability of the exposed soils and to determine the extent of fill and other unsuitable soils. To provide lateral support of the structural loads they will support,we recommend oversizing (widening) the excavations 1 foot horizontally beyond the footings for each foot the excavations extend below bottom-of-footing elevations. If the extent of the oversizing is verified by a surveyor prior to filling,the oversizing can be reduced to 1/2 to 1 (horizontal to vertical). BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 9 D.2.b. Excavation Support Based on the composition of the soils encountered, we recommend that site soils be classified as Type B soil under Occupational Safety& Health Administration (OSHA)guidelines. Unsupported excavations should be maintained at a gradient no steeper than 1:1 (horizontal: vertical). Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of temporary slopes with these dimensions, then temporary shoring may be required, and we should be consulted for additional recommendations. An OSHA approved competent person should review this soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 2926, Subpart P;Excavations and Trenches.This document states that excavation safety is the responsibility of the contractor. Reference to these OSHA requirements should be included in the project specifications. D.2.c. Placement and Compaction of Backfill and Fill We recommend that fill and backfill be placed in loose lifts no thicker than 12 inches. Smaller compaction equipment may require thinner lifts to meet specified density. On site soils free of organic matter and debris,and at a suitable moisture content, can be reused as engineered fill material at this site. Imported fill soils should consist of granular soils with less than 20 percent by weight passing a size No. 200 sieve with the exception of deep fill areas as discussed in Section D.2.d of this report. Recommended soil types and relative compaction (standard Proctor method)for fill in various areas of the site are shown in the table below. Table 2. Compaction Recommendations Summary Recommended Relative Compaction Moisture Content Reference Soil Type for Fill (ASTM D 698) Variance from Optimum Below Foundations On site Clays or Imported 98% 1/o 0 to+3% Granular Soils Below Slabs On site Clays or Imported 95% -1%to+3% Granular Soils Below Pavements On site Clays or Imported (upper 3 feet) Granular Soils 100 1%to+3% The on-site topsoil or existing fill containing organic matter or other debris should not be used as fill or backfill material.The suitable fill soils, alluvial soils and glacially deposited soils, except for silts, BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 10 are generally acceptable for use as fill and backfill at this site. Based on the laboratory moisture content tests, we anticipate that drying of the clayey soils will likely be necessary to achieve the recommended compaction.The contractor should note that moisture conditioning of clayey soils could be labor intensive and require significant amounts of space and time. If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. D.2.d. Areas of Deep Fill Following deep soil correction excavations in the area of the east end of the eastern wing of the building (Boring ST-104), a relatively substantial (approximately 19 feet)depth of fill may be necessary to reach finish floor elevation. If all of the replacement fill is clayey,thick layers of clay fill tend to consolidate under their own weight.To reduce the effects of this consolidation,the soil compaction levels should be increased along with implementing a time delay to allow the consolidation to occur. It may be necessary to monitor this consolidation using settlement plates to document the rate of consolidation. Based on the depth of backfill necessary in this area of the building, and the composition of anticipated fill soils(i.e., clays),we anticipate that construction delays of 3 to 6 months could be necessary between the time design grades are achieved and when foundation construction can proceed. Settlement plates should be placed in this area prior to fill placement and surveyed every week for the first month and every two weeks until the rate of consolidation has slowed to the point where construction can proceed. If the anticipated construction delay is not acceptable to the project's timeline,then clean sand can be imported and used as a portion,or all,of the deep fill needed to reach design slab elevations instead of on site clay soils.The sand should contain less than 50 percent passing the Number 40 sieve and less than 10 percent passing the Number 200 sieve. This sand should be placed up to at least an elevation where no more than 10 feet of additional clay fill will be needed to reach slab elevation. The sand fill should be placed at least up to elevation 958 or higher. D.3. Spread Footings D.3.a. Allowable Bearing Pressure We recommend that foundations for the proposed building bear upon stiff, or better, native soils and/or new engineered fill material. We recommend that foundations bearing upon these materials be designed BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 11 to exert a maximum allowable soil bearing pressure of 3,000 pounds per square foot(PSF). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. D.3.b. Embedment Depth For frost protection,we recommend embedding perimeter footings a minimum depth of 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with canopies,stoops or sidewalks a minimum depth of 60 inches below the lowest exterior grade. D.3.c. Settlement We estimate that following the recommendations provided in this report, total and differential settlements of the proposed structure will result in less than 1 inch and 1/2 inch, respectively. D.4. Floor Slabs D.4.a. Subgrade After building pad preparation has been completed,we anticipate that floor slab subgrades will consist of native glacial soils and/or new engineered fill.We recommend using a modulus of subgrade reaction(k) of 100 pounds per square inch per inch of deflection to design the slabs upon these materials. D.4.b. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab.Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, we recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. We recommend that the vapor retarder or barrier be observed prior to concrete or sand placement so that holes,tears or gaps in the vapor retarder or barrier can be identified and patched or realigned as needed. We further recommend performing moisture vapor transmission tests after the concrete slabs have cured, but prior to the flooring installation. Flooring manufacturers typically recommend upper BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 12 limits of moisture vapor transmission that can be used to set schedules for flooring installation but, more importantly, may impact warranties. D.S. Exterior Slabs The exterior slabs will be underlain with a variety of soils, most of which are considered moderately-to highly-frost susceptible. If these soils become saturated and freeze, unfavorable amounts of heaving could occur. Grading to direct surface drainage away from buildings helps limit the potential for saturation and subsequent heaving to occur. Still,even limited amounts of movement can create tripping hazards to building residents,employees and guests. One way to help limit the potential for heaving to occur is to remove frost-susceptible soils present below the overlying slab "footprints" down to bottom-of-footing grades(42 inches to 48 inches), and replace them with non-frost-susceptible (NFS) backfill consisting of medium to coarse grained sands having less than 5 percent of the particles by weight passing a#200 sieve. Drainage should be provided at the base of the subcut and transitions from this subcut should be gradual (less than 3 horizontal: 1 vertical or flatter gradient). One alternative for reducing frost-related heave is to place at least 2 inches of extruded polystyrene foam insulation below the slabs and extend it approximately 4 feet beyond the outer edges of the slabs. The insulation may have to be buried below a cushion of sand or gravel to protect it during construction. Another alternative is to support the slabs on frost-depth footings, and suspending the slabs at least 4 inches above the underlying subgrade soils to accommodate heaving without it affecting the slabs. With the two alternatives mentioned above we recommend that differential frost heave should be accommodated at transition areas. D.6. Pavements Based on the borings, much of the area where paved areas will be constructed is underlain by existing fill soils overlying swamp deposits. Based on the standard penetration (N)values obtained during the soil borings, it appears that some compression of the swamp deposits in this area has occurred over time due to the weight of the fill soils. However,these soils may still be slowly compressing and the placement of additional fill soils in excess of 3 to 4 feet in these areas could result in further compression leading to pavement settlement.We recommend that placement of the bituminous wear course in parking and drive areas be delayed to allow for this settlement to occur. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 13 We note that with leaving the swamp deposits in place under new and existing fill soils,the possibility still exists for excessive settlement to occur.The owner must be willing to accept this risk, if not; additional measures will need to be taken to remediate the swamp deposits.These measures would include the removal of all swamp deposits under paved areas and replacement with new engineered fill. D.6.a. Subgrade We recommend that all topsoil, near surface unsuitable fill soils, soft native clays,and/or relic construction debris be removed from beneath paved areas at this site.After subgrade preparation,we anticipate that pavement subgrade soils will primarily consist of existing and new fill soils. Laboratory tests to determine the Hveem stabilometer R-value of these soils were not included in our scope of services. Based on our experience with similar soils, we have assumed an R-value of 12 for our design. We recommend heavy surface compaction of the pavement subgrades with several passes of a self- propelled,vibratory drum compactor prior to construction.This will help densify any loose fill material, improving subgrade strength and reducing the potential for settlement. D.6.b. Proofrolls Prior to the placement of aggregate base course,we recommend subgrade soils be proofrolled with a fully-loaded,tandem-axle truck and observed by a geotechnical engineer, or qualified representative. This will assist in identifying any soft or weak areas that will require soil correction.Typically areas that pump or rut more than 1 inch due to wheel traffic should be corrected. Failed areas should be re- compacted, or if too wet, subcut and replaced with suitable soil and compacted as specified for fill material. D.6.c. Bituminous Pavement Sections For a properly prepared subgrade consisting of fill material and the assumed traffic intensities (see Section C), we recommend a minimum 3 1/2-inches of bituminous asphalt pavement overlying 12 inches of aggregate base course over a geotextile separation fabric for use in paved parking and drive ways at this site. The above pavement designs are based upon a 20-year performance life.This is the amount of time before major reconstruction is anticipated.This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed.The actual pavement life will vary depending on variations in weather,traffic conditions and maintenance. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 14 D.6.d. Materials and Compaction We recommend that bituminous mixtures be compacted to a minimum of 95 percent of their Marshall densities. We recommend that aggregate base course meet the requirements of Minnesota Department of Transportation (Mn/DOT)Specification 3138 for Class 5 aggregate.We recommend the crushed aggregate base course and engineered fill placed within 3 feet of pavement subgrades be compacted to a minimum of 100 percent of the material's maximum dry density(standard Proctor method). Backfill and fill placed more than 3 feet below pavement subgrade elevations should be compacted to at least 95 percent. D.7. Utilities Based on the borings, much of the area where new utilities will be installed is underlain by existing fill soils overlying swamp deposits. It appears that some compression of the swamp deposits in this area has occurred over time due to the weight of the fill soils. However,these soils may still be compressing somewhat and the placement of additional fill soils in excess of 3 to 4 feet in these areas could result in further compression leading to utility settlement.We recommend that utilities be designed to allow some movement. We understand the 10-inch water main and 4-inch sanitary sewer lines will be directionally drilled.This method of installation uses fused,flexible piping that can tolerate some settlement. We note that with leaving the swamp deposits in place under utility lines,the possibility still exists of excessive settlement to occur.The owner must be willing to accept this risk, if not; additional measures will need to be taken to remediate the swamp deposits.These measures would include the removal of all swamp deposits under utilities and replacement with new engineered fill. For open cut utility construction, if unfavorable conditions such as soft clay or organic soils are encountered at invert grades,the unsuitable soils may require some additional sub cutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Utilities should not be placed within the 1:1 over sizing of foundations. If it is necessary to place utilities within the over sizing of the footings, we should review the documents prior to construction as it may be necessary to backfill with lean concrete or lower the footing elevations near the utility trenches. If water is encountered during utility excavations, dewatering should be performed. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 15 A majority of the soil borings indicated the site predominantly consist of clayey soils.These soils are considered moderately-to highly-corrosive to metallic conduits.We recommend corrosion sensitive utilities be bedded in non-corrosive granular materials. D.B. Modular Block Retaining Wall Based upon the information provided to us,the proposed retaining wall to the north of the proposed building will be modular block construction.The wall will be approximately 4 feet in exposed height and constructed to retain a portion of the existing slope to the north of the property. Our scope of services for this project did not include a global stability analysis of the proposed modular block retaining wall. We recommend that the proposed wall be designed by a qualified retaining wall designer and that a global stability analysis be performed prior to construction. D.8.a. Wall Subgrade Based upon the results of this exploration,fill material will be encountered at the anticipated foundation bearing elevation of the proposed wall.The samples of fill obtained appeared relatively free of deleterious materials; however, information regarding the age, placement and compaction of the fill was not available at the time of this report. Due to access constraints, Boring ST-102 was placed about 20 feet south of the proposed wall location.Although the fill soils at the boring location (ST-102)appear well compacted,there is risk associated with using such fill for structural support. If the risks due to unknown,old fill conditions cannot be accepted by the owner,we do not recommend that existing fill soils be used for direct foundation support of the proposed wall.We recommend that existing fill soils be undercut and replaced prior to foundation construction. However, the risks could be reduced by further exploration of the existing fill conditions at or before the time of wall construction. Additional borings, test pits and compaction tests could be performed. D.8.b. Wall Foundations We recommend that foundations for the proposed wall bear in native soils and/or new engineered fill soils. Foundations bearing upon these materials should be designed to exert a maximum allowable soil bearing pressure of 1,500 PSF.This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. D.8.c. Wall Backfill We recommend that backfill placed behind the modular block retaining wall consist of free-draining, clean sand with less than 5 percent by weight passing a size No. 200 sieve. On-site soils should not be considered for re-use as backfill behind the retaining wall unless the wall is designed for the higher B RAU N INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 16 pressures of clay backfill. Backfill placed under foundations for the proposed retaining wall should meet the recommendations provided in Section D.2.c of this report. We recommend that backfill placed under foundations and within the reinforced zones be compacted to a minimum of 98 percent of the soil's maximum dry density(ASTM D 698—Standard Proctor method). We also recommend that fill be placed with within+/-3 percentage points of the soil's optimum moisture content. D.8.d. Wall Lateral Earth Pressures We recommend the following design parameters for clean sand backfill placed behind the modular block wall; a wet unit weight of 120 pounds per cubic foot(PCF), a friction angle of 33 degrees, a sliding coefficient of 0.4,and an equivalent fluid pressure (active conditions) of 35 pounds per square foot per foot of depth.These values should be considered ultimate or nominal and appropriate factors of safety should also be applied. The walls should also be designed to remove water from behind walls using French drains and/or weep holes, or hydrostatic pressures will need to be added to the design pressures. E. Construction Quality Control E.1. Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and spread footing, slab-on-grade and pavement construction.The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation over sizing. E.2. Materials Testing We recommend density tests be taken in excavation backfill and additional required fill placed below spread footings, slab-on-grade construction, beside walls, and below pavements. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18, 2011 Page 17 E.3. Pavement Subgrade Proof-Roll We recommend that proof-rolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications,or delineate the extent of additional pavement subgrade preparation work. E.4. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. Subgrade conditions in areas where it is intended to support shoring, scaffolding, cranes, pumps, lifts and other construction equipment should be evaluated prior to mobilization to determine if the exposed materials are suitable for equipment support, or if some form of subgrade improvement should first be performed. Consideration should be given to the affect that loads applied by such equipment may have on structures they bear on or surcharge- including pavements, buried utilities, below-grade walls, etc.We would be pleased to assist you in this evaluation. F. Procedures F.1. Borings The standard penetration test(SPT) borings performed in 2011 were drilled with a core and auger drill rig equipped with 3 1/4-inch hollow-stem augers.The borings were performed in general accordance with ASTM D 1586. SPT samples were taken at 2 1/2-foot intervals to a depth of 15 feet,then at 5-foot intervals to termination.Actual sample intervals and corresponding depths are shown on the Boring Logs in the Appendix. F.2. Material Classification and Testing F.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in general accordance with ASTM Test Method D 2488.A chart explaining the classification system is provided in the Appendix. Samples were sealed in jars and returned to our facility for review and storage. BRAUN I NTE BTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 18 F.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs.The tests were performed in general accordance with pertinent ASTM procedures. F.3. Groundwater Measurements Our drill crew checked for groundwater within the augers as the borings were advanced, at termination depth, and again after auger withdrawal.The boreholes were then backfilled with soil cuttings as noted on the boring logs. G. Qualifications G.1. Variations in Subsurface Conditions G.1.a. Material Strata Our evaluation, analyses and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed,our recommendations should be re-evaluated.Such variations could increase construction costs, and a contingency should be provided to accommodate them. G.1.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs,and interpreted in the text of this report. It should be noted that the observation period was relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. BRAUN INTERTEC Kraus-Anderson Realty Company Project BL-11-01014 March 18,2011 Page 19 G.2. Continuity of Professional Responsibility G.2.a. Plan Review This report is based on the information provided, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. G.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction.This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. G.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written approval,we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. G.4. Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix Z v a ri W g V1OS3NNINI'ONOLO v a @� 11VH13NI13Ol1 ONV ZI.AVMHOIH S o s ALlptl3 ONISf OH ilOIN3S ONOdO 4 W l NOLLVf1T/A31V INH03103O i �' Mg H te a. 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NO ` l i„,�� ,. 1 g \� '',/ x 1 E I . r” ifi.\% Ig i ' i, 'Z '''., L\ ''1,-.'i/. ', \, \I ' 4 4 / / i/ '4 J I ,, -+ .> / ,,;--,ir // -4_4, , ' - rrvvfrez:e ttorAuc'emeeve..vnotottiattoxia:e BRAUN' LOG OF BORING INTERTEC Braun Project BL-11-01014 BORING: ST-101 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota r DRILLER: S.Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3/15/11 I SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 963.6 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) oho OL ORGANIC CLAY,black,wet. Benchmark: Ground 962.6 1.0 — (Topsoil) surface elevations at CL SANDY LEAN CLAY,with trace Gravel,brown and — borings ST-101 through gray,wet, medium to stiff. ST-106 determined with (Glacial Till) I 6 GPS equipment. 0 _ X 9 19 o — 16 o — / v %/ C � X 14 c I1 ai — 951.6 12.0 % ✓ ML SILT, brown,wet, stiff to very stiff. _ (Glacial Till) _� 17 0 O O — C _ 15 aa)i 947.6 16.0 (� a CL % SANDY LEAN CLAY,with trace Gravel,gray,wet, — rather stiff. o — (Glacial Till) — 942.6 21.0 x 10 END OF BORING. Water not observed with 20 feet of hollow-stem auger in the ground or after auger removal. — 0 0 o — Boring then backfilled. — a — — o _ _ 0 O z i O _ O O J BL-11-01014 Braun Intertec Corporation ST-101 page 1 of 1 BRAUN" LOG OF BORING I NTE BTEC Braun Project BL-11-01014 BORING: ST-102 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S. Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3/15/11 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 973.0 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) FILL ••••• FILL: Clayey Sand, brown,wet. Note: Elevation estimated. •❖4 971.0 2.0 FILL •;•;• FILL: Silty Sand,fine-to medium-grained,with Gravel, :❖: reddish brown,wet. _V 9 ❖:� X1 ••••• • l 15 •••• • ♦••• ami — •••••• o — • : BRAUN' LOG OF BORING INTERTEC Braun Project BL-11-01014 BORING: ST-103 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S. Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3/15/11 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 966.6 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) oda SM ]..,••• SILTY SAND,with organics, black,wet. 965.6 1.0 (Topsoil) '- ML SILT,gray,wet, medium. (Glacial Till) — _ _X 8 23 962.6 4.0 CL SANDY LEAN CLAY, light brown,wet, medium. (Glacial Till) 8 21 o — •f° 959.6 7.0 / SP- POORLY GRADED SAND with SILT,fine-to a _ SM medium-grained,brown,wet, medium dense. I 24 (Glacial Outwash) C — O C a cp 954.6 12.0 • CL SANDY LEAN CLAY,with trace Gravel,gray,wet,stiff. (Glacial Till) —� 16 — / o O >— 1 16 . 949.6 17.0 4 SP POORLY GRADED SAND,fine-to medium-grained, brown,waterbearing, loose. (Glacial Outwash)co 945.6 21.0 X 8 END OF BORING. Water observed at 19 feet with 20 feet of hollow-stem auger in the ground. — 0 8 — Water not observed to cave-in depth of 16 feet — immediately after withdrawal of auger. Boring then backfilled. — a — m , a — v 0 o —0 0 O m l7 BL-11-01014 Braun Intertec Corporation ST-103 page 1 of 1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-11-01014 BORING: ST-104 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S. Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3115/11 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 967.6 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) FILL ••:•: FILL: Sandy Lean Clay,with Gravel,gray,wet. •:••• _ ••••• • - j•••; _X 14 963.6 4.0 •:•:• SM ORGANIC SILTY SAND, black,wet,very loose. _ (Swamp Deposit) N X4 0 .I 960.6 7.0 °' OL - ORGANIC CLAY,with trace Sand, black,wet,soft to m - — rather soft. _X 4 o — (Swamp Deposit) c - — - O - — — — `15,3c - — 3 a — x ____ d - — o = 1v - — - a) — x _ _- 4 6 — 0 — 0 — - — — C — E _, °' — _ )l 4 a U - — — N —o a - — N — 948.6 19.0 ML SILT,gray,wet, medium. (Glacial Till) X6 945.6 22.0 SP POORLY GRADED SAND,fine-to medium-grained, brown,waterbearing,medium dense. _ (Glacial Outwash) O - m V 15 0 941.6 26.0 /1 Z END OF BORING. a - - x' I Water observed at 18 feet with 24 1/2 feet of F. - hollow-stem auger in the ground. - LDa o - Water not observed to cave-in depth of 8 feet - immediately after withdrawal of auger. Z it o Boring then backfilled. a - - LI 9 J BL-11-01014 Braun Intertec Corporation ST-104 page 1 of 1 BRAUNLOG OF BORING INTERTEC Braun Project BL-11-01014 BORING: ST-105 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S. Briggs METHOD: 31/4"FISA,Autohammer DATE: 3/15/11 SCALE: 1"=4' Elev. Depth Description of Materials feet feet BPF WL Tests or Notes 966.1 0.0 Symbol (Soil-ASTM 02488 or 02487,Rock-USACE EM1110-1-2908) SM SILTY SAND,with organics,brown,wet. 965.1 1.0 (Topsoil) FILL *V* •••• FILL: Lean Clay,with Gravel, brown,moist. ••••• X*: _y 10 962.1 4.0 :44 FILL FILL: Silty Sand,fine-to medium-grained,with Gravel, ••••• gray, moist. •17 •••• V12) • 4••••• c _ ••••• 'cO" -• 959.1 7.0 > OL --- ORGANIC CLAY,with Wood and trace Gravel,black, — wet,very soft to rather soft. 1 co "a (Swamp Deposit) _ - - - - - c co1 0. — - — a) - _ - - a) _V4 _ cp - - — E 951.1 15.0 — • CL V SANDY LEAN CLAY,gray,wet, soft to stiff. 2 (Glacial Till) t - a) - a) cn 945.1 21.0 x 13 END OF BORING. Water observed at 16 feet with 20 feet of hollow-stem auger in the ground. — Water not observed to cave-in depth of 16 feet immediately after withdrawal of auger. r-I Boring then backfilled, _ - co" Eg — 0 — 9 BL-11-01014 Braun Intertec Corporation ST-105 page 1 of 1 BRAUN" LOG OF BORING I NTE BTEC Braun Project BL-11-01014 BORING: ST-106 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S.Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3/15/11 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 961.9 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) oho OL — ORGANIC CLAY, black,wet. 960.9 1.0 -= (Topsoil) CL SANDY LEAN CLAY,with trace Gravel,gray and brown,wet, rather soft to medium. (Glacial Till) ' 5 7 21 o– 0 _, 8 23 952.9 9.0 0 ML SILT, brown,wet, rather soft. m (Glacial Till) a 4 x 949.9 12.0 SL SP • POORLY GRADED SAND,fine-to medium-grained, _ brown to gray,waterbearing,very loose to loose. –I 5 o (Glacial Outwash) o – — c °' 3 to 3 0 o – 6 935.9 26.0 END OF BORING. – Water observed at 12 feet with 15 feet of hollow-stem – auger in the ground. – a – i Boring then backfilled. – 0 m 0 0 BL-11-01014 Braunlntertec Corporation ST-106 page 1 of 1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-11-01014 BORING: ST-107 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Senior Housing Facility Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: S. Briggs METHOD: 3 1/4"HSA,Autohammer DATE: 3/15/11 I SCALE: 1"=4' Elev. Depth ` feet feet Description of Materials BPF WL MC Tests or Notes 965.0 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) SM SILTY SAND,with organics,dark brown,wet. Note: Ground surface 964.0 1.0 (Topsoil) elevation at boring ST-7 FILL ••••• \FILL: Lean Ct. estimated from available •:.❖• - topography. . . ••••• _A�/ 6 961.0 4.0 ••••• CL % SANDY LEAN CLAY, brown,wet, rather stiff. (Glacial Till) 11 22 o — f9 958.0 7.0 ML SILT,brown,wet, rather stiff. (Glacial Till) _� 11 25 m c — 0 ra c — X 11 x aa)- `o — m _ _�/ 12 0•0 - — 0 0 — — c _ 11 949.0 16.0 END OF BORING. U —to — Water not observed with 15 feet of hollow-stem auger in the ground. - a> cn Boring then backfilled. - 0 o — - co p — C Z Q — ac m O Z 0 m - 1 BL-11-01014 Braun Intertec Corporation ST-107 page 1 of 1 BRAUN" LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-1 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/17/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 980.7 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) tsf FILL *.... FILL: Silty Sand,fine-grained,brown, moist. Benchmark: The soil ee borings were staked 979.2 1.5 :44 and the elevations _ FILL �;�;• FILL: Lean Clay, brown, moist. measured by Landform �: /)y 5 3/4 Engineering. 00. 976.7 4.0 :::$ SM SILTY SAND,fine-grained, light brown, moist, loose. (Alluvium) 10 13/4 N C _ ° 974.2 6.5 • _ CL SANDY LEAN CLAY, brown,wet, rather stiff to very stiff. 11 — (Glacial Till) to 17 m c a X 18 18 a m % cn _ v 960.2 20.5 11 13 END OF BORING. — Water not observed with 19 feet of hollow-stem auger _ in the ground. Boring immediately backfilled. r l7 0 m — a) z 0 o o BL-04-05907 Braun Intertec Corporation ST-1 page 1 of 1 BRAUN LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-2 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: M.McWilliams METHOD: 3 1/4"HSA Autohammer DATE: 9/9/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 973.8 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) 1 973 RA 0 2 FILL`" \FILL: Silty Sand,fine-to medium-grained,dark brown, SM moist. SILTY SAND,fine-to medium-grained, brown, moist. (Possible Fill) 1/ 12 • 969.8 4.0 ML SANDY SILT,fine-grained,with lenses of Poorly Graded Sand at 5 feet, brown,moist to wet,loose to -Y 16 medium dense. -11 o _ (Alluvium) - V 13 (` 1. - 0 c - — 0 7 � 11 x - `o y 8 a (� o - _ _V 12 - 0 955.8 18.0 SZ SM SILTY SAND,fine-grained,with a trace of Gravel, brown,waterbearing, medium dense. (Alluvium) V 16 953.3 20.5 /1 END OF BORING. Water observed at 18 feet with 19 feet of hollow-stem - auger in the ground. _ Water observed at 8 feet immediately after withdrawing - the auger. - F Boring immediately backfilled. - a — - 0 E - 0 `O- BL-04-05907 BL-04-05907 Braunlntertec Corporation ST-2 page 1 of 1 BRAUN"" LOG OF BORING I NTE BTEC Braun Project BL-04-05907 BORING: ST-3 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/18/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 964.5 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) tsf FILL .*** FILL: Silty Sand,fine-grained, brown, moist. 962.5 2.0 i BRAUN LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-4 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono, Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/17/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 963.9 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) FILL •••;:' FILL: Silty Sand,fine-grained, brown, moist. ❖•• •.. . . •44 X 8 959.9 4.0 •::$ !t FILL :.: FILL: Sandy Lean Clay,with a trace of Gravel, _ .•••• brownish gray,moist. _1 13 14%;; _ ❖. ° 957.4 6.5 ••••• _. .2 _ PT = PEAT, black, moist,soft to rather soft. (Swamp Deposit) X 4 ° 1I .,IL 0 73 if C — U, I, X11 a OM — v, — o 1!2. A5 L .- , cr 950.4 13.5 , 1! _ _ °_ ML SANDY SILT,fine-grained,gray,wet,very loose. – .c (Alluvium) E _ 4 F- m n b– – a 0 945.9 18.0 a) ML SILT,fine-grained,gray,wet,loose. (Alluvium) _ 6 940.9 23.0 i.iCL % LEAN CLAY,with a seam of Poorly Graded Sand with – Silt,gray,wet, medium. – (Glacial Till) 0 938.4 25.5 A 6 0 – END OF BORING. – 2 _ Water not observed with 24 feet of hollow-stem auger – in the ground. 2 Boring immediately backfilled. 0 S – – l7 Z _ R 0 0 BL-04-05907 Braun Intertec Corporation ST-4 page 1 of 1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-04-05907 BORING: ST-5 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/17/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 963.3 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) tsf FILL +.• FILL: Silty Sand, brown,moist. .;.•. .❖ ••••• X 8 11/4 .••• 959.3 4.0 •�•�' SM SILTY SAND,fine-to medium-grained,with a trace of Gravel,gray, moist,very loose. 3 (Alluvium) 0 O Co P m 4 .0 954.8 8.5 °— CL , SANDY LEAN CLAY,with a trace of Gravel, with seams of Poorly Graded Sand with Silt,gray,wet, rather soft to rather stiff. X 4 X (Glacial Till) m— O — X 10 2 € _ 10 SZ 947.8 15.5 m_ END OF BORING.• — U— Water observed at 15 feet with 14 feet of hollow-stem — oauger in the ground. m— Water not observed to cave-in depth of 4 feet immediately after withdrawing the auger. — Boring immediately backfilled. 0 0 0 Z — _ Q Y 0 O O+ O 0 0 O m O O 8L-04-05907 Braun Intertec Corporation ST-5 page 1 of 1 BRAUN' LOG OF BORING INTERTEC Braun Project BL-04-05907 BORING: ST-6 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: M.McWilliams METHOD: 3 1/4"HSA Autohammer DATE: 9/9/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 961.5 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) tsf 960.8 0.7 SC CLAYEY SAND,black, moist. SC • \ (Topsoil) • •• CLAYEY SAND,fine-to medium-grained,dark brown, - moist, medium dense. 11 (Alluvium) - 958.0 3.5 _ SP- POORLY GRADED SAND with SILT,fine-to _ SM coarse-grained,gray, moist,medium dense. - (Alluvium) —K 15 0 955.5 6.0 CL 7SANDY LEAN CLAY,with a trace of Gravel,brown, _ moist, rather stiff. (Glacial Till) X 10 2 1/4 - X 1 o a- X 1 - 950.0 11.5 _ SM SILTY SAND,fine-to medium-grained, brown,wet to rwaterbearing, loose to medium dense. 13 a- (Glacial Outwash) c, 0 o- c 8 _P— a >- n c U- ^ y- X 14941.0 20.5 END OF BORING. - Water observed at 18 feet witn 19 feet of hollow-stem - auger in the ground. Water observed at 8 feet immediately after withdrawing the auger. - Boring immediately backfilled. a - a 0 o _ S CD 0 0 BL-04-05907 Braun Intertec Corporation ST-6 page 1 of 1 BRAUN' LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-7 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/17/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 965.1 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) tsf 1 964.9 0.2 i SMSILTY SAND,fine-grained,brown,moist. CL %1 (Topsoil) LEAN CLAY,gray,wet, medium. — � (Alluvium) � 7 961.1 4.0 SC / CLAYEY SAND,light gray,moist, medium. (Alluvium) V 8 959.1 6.0 c o ML SILT,with Gravel,brown,moist,loose. _ (Alluvium) 7 f m — 956.1 9.0 o CL SANDY LEAN CLAY,with a trace of Gravel,with a seam of Poorly Graded Sand with Silt at 10 feet,brown_ 14 2 a to 15 feet then gray,wet, rather stiff to stiff. u — (Glacial Till) 0 ami 11 _ C g— 949.6 15.5 %/l 11 m — END OF BORING. _ — Water not observed with 14 feet of hollow-stem auger — o in the ground. CI)_ — 0 Boring immediately backfilled. I- 0 z — a - i� g — L7 Z E L0- — BL-04-05907 Braun Intertec Corporation ST-7 page 1 of 1 BRAUN" LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-8 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8/17/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 967.3 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) tsf SM SILTY SAND,fine-grained,brown, moist. _ (Topsoil) _ 965.8 1.5 . CL SANDY LEAN CLAY,brown,wet, rather stiff to stiff. (Glacial Till) 1 9 1 1/2 - 11 1 3/4 n_ - .o / A 13 i a958.3 9.0 4 `s SP- POORLY GRADED SAND with SILT,fine-to c SM : medium-grained,with a trace of Gravel,brown,wet to y 13 a • 12 feet then waterbearing, loose to medium dense. L m- (Glacial Outwash) - `o • • a- X10 N _ pT O O- - • IC • _ —Y 6 F- - E. m- .a U— — fl • a) 0_ m m X 10 946.8 20.5 END OF BORING. - Water observed at 16 feet with 19 feet of hollow-stem - auger in the ground. Water observed at 7 1/2 feet immediately after - withdrawing the auger. - - Boring immediately backfilled. 0 o.Z - o a rem R 0 a O z z O m O O O BL-04-05907 Braun Intertec Corporation ST-8 page 1 of 1 BRAUN` LOG OF BORING INTERTEC Braun Project BL-04-05907 BORING: ST-10 GEOTECHNICAL EVALUATION LOCATION: Offset 27 feet southwest of staked Charles Thompson location. See attached sketch. SW Quadrant of Highway 12 and Luce Line Trail Orono, Minnesota _ DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8118/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 967.7 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) •. • SM ;•;.; SILTY SAND,fine-grained,brown, moist. FILL :•;*. (Topsoil) ;•;•; FILL: Silty Sand, brown and gray, moist. •.... •.O• .p••. 6 ❖;• 961.2 6.5 •:❖ — SM ORGANIC SILTY SAND,black,wet,very loose. (Swamp Deposit) X 4 `o - 0 3 a y 954.7 13.0 CL SANDY LEAN CLAY,brown,wet, medium. SZ — (Glacial Till) c a 952.2 15.5 % l� 7 — END OF BORING. _ a — Water observed at 13 1/2 feet with 14 feet of — ohollow-stem auger in the ground. rn Boring immediately backfilled. N Z — 3 O Q1 O 0 0 m O 0 O BL-04-05907 Braun Intertec Corporation ST-10 page 1 of 1 BRAUN" LOG OF BORING I NTE RTEC Braun Project BL-04-05907 BORING: ST-11 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Charles Thompson SW Quadrant of Highway 12 and Luce Line Trail Orono,Minnesota DRILLER: B.Oldenburg METHOD: 3 1/4"HSA Autohammer DATE: 8118/04 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 963.5 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) 962.8 0.7 FILL M FILL: 3 inches of Bituminous over 5 inches of SM \Aggregate Base. /1 ORGANIC SILTY SAND,fine-to medium-grained, black and gray, moist,loose. 7 (Swamp Deposit) • 6 c - ° 957.0 6.5 — OL — ORGANIC SANDY SILT,brown,wet,very soft to rather soft. X 5 C6— (Swamp Deposit) `o c - — - 0 _ g2 0 O — - N - — — c — _a) I- - — a> 946.5 17.0 — u SP- POORLY GRADED SAND with SILT,fine-to SM . : medium-grained,gray,waterbearing, very loose. - an (Glacial Outwash) 943.0 20.5 —X 4 END OF BORING. Water observed at 13 feet with 19 feet of hollow-stem - auger in the ground. Water not observed to cave-in depth of 6 feet immediately after withdrawing the auger. - - Boring immediately backfilled. - 4 a - i� F, a) 2 0 m 0 O BL-04-05907 Braun Intertec Corporation ST-11 page 1 of 1 BRAUN" LOG OF BORING INTERTEC Braun Project BL-07-02022A BORING: ST-13 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12&Luce Line Trail Orono,Minnesota DRILLER: Chris Powers METHOD: 31/4"HSA Autohammer DATE: 6/20/07 SCALE: 1"=4' Elev. Depth Description of Materials feet feetBPF WL Tests or Notes 961.6 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) FILL 4+4 FILL: Sandy Lean Clay,dark brown,wet. Benchmark: Surface _ ;•;•;: elevations at the boring ❖:4 locations were acquired with 959.6 2.0 :❖.' GPS technology. Reference CL LEAN CLAY,with Grass,black,wet. the report for further details. (Swamp Deposit) _, 5 956.6 5.0 / a SP POORLY GRADED SAND with SILT,fine-to ( 3 An open triangle in the water o _ SM coarse-grained,with Lean Clay layers, brown, level(WL)column indicates waterbearing,loose. the depth at which _ (Alluvium) — groundwater was observed �� 8 while drilling. A solid triangle — indicates the groundwater o level in the boring on the date o — — indicated. Groundwater levels fluctuate. m 1 7 x 950.6 11.0 o CL SANDY LEAN CLAY,with a trace of Gravel,brown to — _ 14 feet then gray,wet, medium to rather stiff. L (Glacial Till) _ I9 0y — — a) 7 - � 1 938.6 23.0 3 CL- OW SILTY CLAY,gray,wet, rather stiff. — ML �000# (Glacial Till) _ i#i#0# iiiii iiiii 0 935.6 26.0 iiiii Z END OF BORING. _ Water observed at 5 feet with 5 feet of hollow-stem — auger in the ground. — o — Water not observed to cave-in depth of one foot — �, immediately after withdrawing the auger. Z _ Boring immediately backfilled. _ S BL-07-02022A Braun Intertec Corporation ST-13 page 1 of 1 BRAUN' LOG OF BORING I NTE RTEC Braun Project BL-07-02022A BORING: ST-14 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12& Luce Line Trail Orono, Minnesota _ DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 6/20/07 SCALE: 1"=4' Elev. Depth Description of Materials feet feetBPF WL Tests or Notes 961.1 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) FILL *4.: FILL: Lean Clay,slightly organic to organic, black,wet. _ .❖. (Topsoil) _ 959.6 1.5 ❖:• _ CL LEAN CLAY,with a trace of Gravel, brown and gray, _ wet,soft. (Alluvium) _Y 3 957.1 4.0ti ML SILT,with Sand seams,light brown,wet, loose. 956.1 5.0 (Alluvium) 1 N SM POORLY GRADED SAND with SILT,fine-to 7 o- coarse-grained, brown,waterbearing, loose. m (Glacial Outwash) e .o -X- 5 m- `o - o c . 5 - o - • a� W r_ _ 5 •7 o 0 - - c I a U_ _ N 0 943.1 18.0 SZ a SP- . POORLY GRADED SAND with SILT,fine-grained, w_ SM : brown,waterbearing, loose. _ (Glacial Outwash) 7 m 7 0 935.1 26.0 Al z END OF BORING. ° Water observed at 5 feet with 5 feet of hollow-stem F. — auger in the ground. a o - Water observed at 18 feet with 24 1/2 feet of - LI hollow-stem auger in the ground. Z _ FE Water observed at 5 feet with a cave-in depth of 6 feet. o - - o i Boring immediately backfilled. BL-07-02022A Braun Intertec Corporation ST-14 page 1 of 1 BRAUN' LOG OF BORING I NTE RTEC Braun Project BL-07-02022A BORING: ST-15 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12& Luce Line Trail Orono, Minnesota DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 6/20/07 11 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 965.6 0.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) % FILL •;•;•' FILL: 4 inches of Bituminous over 6 inches of 964.7 0.9 :44 \Aggregate Base. , FILL ••❖ ••••* FILL: Sandy Lean Clay,with a trace of Gravel,gray ••••• and brown,wet. — _ :•.•; _3 5 18.7 —N O.••••.•. 14 O ❖:• 958.6 7.0 •!•.• a PT - PEAT, partially decomposed,dark brown to black,wet. _ .0 ,Li_ (Swamp Deposit) _y 4 C o 1 C _ - O ,, L. c 5 954.6 11.0 o OL ;; ORGANIC CLAY, black,wet. 11 _ ,, (Swamp Deposit) _ - a _— > — __ I 3 S 951.6 14.0 .5 CL % SANDY LEAN CLAY,slightly organic to organic, black, € — / wet,soft. H (Alluvium) X 2 a 0 947.6 18.0 — a) CL / LEAN CLAY,with a trace of Roots and Sand layers, SZ gray,wet, medium. _ (Alluvium) 942.6 23.0 j% — 4 SP- . POORLY GRADED SAND with SILT,fine-to SM : medium-grained,with a trace of Gravel,gray, _ waterbearing, loose. m — (Glacial Outwash) 6- 7 0 _ z — 1 m — — O _, N — O 0 2 p K U O J1 m O 0 O BL-07-02022A Braun Intertec Corporation ST-15 page 1 of 2 BRAUN' LOG OF BORING I NTE RTEC Braun Project BL-07-02022A BORING: ST-15 (cont.) GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12&Luce Line Trail Orono, Minnesota DRILLER: Chris Powers METHOD: 3 1/4"HSA Autohammer DATE: 6/20/07 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC Tests or Notes 933.6 32.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) oda POORLY GRADED SAND with SILT,fine-to medium-grained,with a trace of Gravel,gray, waterbearing,loose. • (Glacial Outwash)(continued) — • j8 C 0 c _ m a� a n_ V ° 924.6 41.0 X 8 ° END OF BORING. m a Water observed at 19 feet with 19 feet of hollow-stem CD — auger in the ground. — 0 Water observed at 31 feet with 39 1/2 feet of — hollow-stem auger in the ground. o Water observed at 9 feet with a cave-in depth of 14 o — feet. Boring immediately backfilled. c U — — N a) 0_ a) a) 0) 3 ri 2 0 Q (a l7 O N � — O Z _ — 0 ° — 9 BL-07-02022A Braun Intertec Corporation ST-15 page 2 of 2 BRAUN" LOG OF BORING INTERTEC Braun Project BL-07-02022A BORING: ST-16 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12& Luce Line Trail Orono, Minnesota DRILLER: Chris Powers METHOD: 3 114"HSA Autohammer DATE: 6/20/07 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 963.3 0.0. Symbol (Soil-ASTM D2488 or D2487,Rock-USAGE EM1110-1-2908) 962.6 0.7 FILL ❖.•' FILL: 2 inches of Bituminous over 6 inches of FILL s; . \Aggregate Base. F : BRAUN' LOG OF BORING I NTE BTEC Braun Project BL-07-02022A BORING: ST-16 (cont.) GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Orono Villas Residential Development Hwy. 12&Luce Line Trail Orono,Minnesota DRILLER: Chris Powers METHOD: 31/4"HSAAutohammer DATE: 6/20/07 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 931.3 32.0 Symbol (Soil-ASTM D2488 or D2487,Rock-USACE EM1110-1-2908) 930.3 33.0 SP- POORLY GRADED SAND with SILT,fine-grained, SM gray,wet,loose. (Glacial Outwash) • 7 • c — — O — m • • — o 922.3 41.0 X7 O END OF BORING. Water observed at 15 feet with 15 feet of hollow-stem a> — auger in the ground. 0 — Water observed at 31 feet with 39 1/2 feet of — ✓ hollow-stem auger in the ground. $ Boring immediately backfilled. – c CD C — H CO a U N N r) to 4 • — 0 z CO d ' o — 0 0 z — 0 O O O O BL-07-02022A Braun Intertec Corporation ST-16 page 2 of 2 BRAUN Descriptive Terminology of Soil ATStandard D 2487-00 INTERTEC eyi� Classification of Soils for Engineering Purposes iii9,,,,,�;,� (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Particle Size Identification Group Names Using Laboratory Tests' Group Boulders over 12 Symbol Group Name° Cobbles 3"to 12" o Gravels Clean Gravels C.>_4 and 1<C.< 3 c GW Well-graded gravel d Gravel '—"a More than 50%of 5%or less fines e c d Coarse 3/4"to 3" o c coarse fraction C.<4 and/or 1 >Cc>3 GP Poorly graded gravel Fine No.4 to 314' rn_ m v lij d retained on Gravels with Fines Fines classify as ML or MH GM Silty gravel d f Sand C No.4 sieve More than 12%fines e Fines classify as CL or CH GC Clayey gravel drfl Coarse No.4 to No.10 70.g o Medium No.10 to No.40 133 Lc,N Sands Clean Sands C.2 6 and 1 < C <3 c SW Well-graded sand h Fine No.40 to No.200 @ 2'z 50%or more of 5%or less fines 1 C <6 and/or 1>CC>3 c SP Poorly graded sand" Silt <No.200,PI<4 or Ai— coarse fraction below"A"line o °' passes Sands with Fines Fines classify as ML or MH SM Silty sand f°" U o Clay <No.200,PI 4 and E No.4 sieve More than 12%' Fines dassify as CL or CH SC Clayey sand f,h on or above"A"line L Inorganic PI>7 and plots on or above"A°line i CL Lean clay k I"' =^ Silts and Clays g Relative Density of ii m L+ m Liquid limit PI<4 or plots below"A°linel ML Silt C I", in . 'm less than 50 Liquid limit-oven dried OL Organic day k I m" COhesionlesS Soils 7, m — Organic < 0.75 c ani o Liquid limit-not dried OL Organic silt k I" ° Very loose 0 to 4 BPF R o 01 PI plots on or above'A"line CH Fat day k I m Loose 5 to 10 BPF of E o Silts and clays Inorganic PI plots below"A"line MH Medium dense 11 to 30 BPF dr `o z Liquid limitElastic silt k 11° Dense 31 to 50 BPF ti o 50 or more Organic Liquid limit-oven dried < 0.75 OH Organic day k I m° Very dense over 50 BPF v7 Liquid limit-not dried OH Organic sift k I m a Highly Organic Soils Primarily organic matter,dark in color and organic odor PT Peat Consistency of Cohesive Soils a Based on the material passing the Sin(75mm)sieve. Very soft 0101 BPF b. If field sample contained cobbles or boulders,or both,add With cobbles or boulders or both"to group name. Soft 2 to 3 BPF c. C"= D./D10 C°=(D,0)2 Rather soft 4 to 5 BPF Medium 6 to 8 BPF D10 x De, Rather stiff 9 to 12 BPF d. If soilcontains>_15%sand,add with sand'to group name. e. Gravels with 5 to 12%fines require dual symbols: Stiff 13 to 16 BPF GW-GM well-graded gravel with silt Very stiff 17 to 30 BPF I GW-GC well-graded gravel with clay Hard over 30 BPF GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with day f. If fines classify as CL-ML,use dual symbol GC-GM or SC-SM. g. If fines are organic,add"with organic fines'to group name. h. If soil contains 2 15%gravel,add'With graver to group name. i. Sands with 5to 12%fines require dual symbols: Drilling Notes SW-SM wet-graded sand with silt SWSC well-graded sand with day Standard penetration test borings were advanced by 3 1/4"or 6 1/4" SP-SM poorly graded sand with silt ID hollow-stem augers unless noted otherwise,Jetting water was used SP-SC poorly graded sand with clay to clean out auger prior to sampling only where indicated on logs. j. If Atterberg limits plot in hatched area,sod is a CL-ML,silty day. Standard penetration test borings are designated by the prefix"ST" k If soil contains 10 to 29%plus No.200,add"with sand'oewith graver whichever is predominant Ssamples were taken with the standard 2"ODsplit-tube I. If sot contains2 30%plus No.200,predominantly sand,add"sandy to group name. (Split Tube). All in If soil contains>30%plus No.200 predominantly gravel,add'gravelly"to group name. sampler,except where noted. n. PI 2 4 and plots on or above"A"line. o. PI<4 or plots below"A"fine. Power auger borings were advanced by 4"or 6"diameter continuous- p. PI plots on or above'A'line. flight,solid-stem augers.Soil classifications and strata depths were in- q. PI plots below"A'line. ferred from disturbed samples augered to the surface and are,therefore, somewhat approximate. Power auger borings are designated by the 00 /- prefix"B." i 50 - m Hand auger borings were advanced manually with a 1 1/2"or 3 1/4" �}ii diameter auger and were limited to the depth from which the auger could "J / \>ce be manually withdrawn. Hand auger borings are indicated by the prefix E 40 0 •"i' x oc v • GX\ BPF: Numbers indicate blows per foot recorded in standard penetration C 30 - test,also known as"N"value. The sampler was set 6"into undisturbed Z, soil below the hollow-stern auger. Driving resistances were then counted "- i for second and third 6"increments and added to get BPF. Where they 7-1 / Off' differed significantly,they are reported in the following form:2/12 for the ear20 , of second and third 6"increments,respectively. a // c)' MH or OH WH:WH indicates the sampler penetrated soil under weight of hammer 10 - // and rods alone;driving not required. 4 , /�fj9L MI-X/ ML or OL 4 1 I WR: WR indicates the sampler penetrated soil under weight of rods 0 alone;hammer weight and driving not required. 0 10 16 20 30 40 50 60 70 80 90 100 110 Liquid Limit(LL) TW indicates thin-walled(undisturbed)tube sample. Laboratory Tests Note: All tests were run in general accordance with applicable ASTM standards. DO Dry density,pcf OC Organic content,% WD Wet density, pcf S Percent of saturation,% MC Natural moisture content, % SG Specific gravity LL Liqiuid limit,% C Cohesion,psf PL Plastic limit,% 0 Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength,psf P200 %passing 200 sieve qp Pocket penetrometer strength,tsf Rev 7/07