SUBSURFACE EXPLORATION AND SUBGRADE EVALUATION City of Oshkosh Capital Improvement Projects. Contract Concrete Paving and Utilities

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2 SUBSURFACE EXPLORATION AND SUBGRADE EVALUATION 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities Oshkosh, Wisconsin Prepared for City of Oshkosh Department of Public Works 215 Church Aenue P.O. Box 1130 Oshkosh, WI MES Project No January 15, 2014

3 TABLE OF CONTENTS Introduction 1 General Purpose Scope Authorization Project and Site Description 1 Site Features Project Description Exploration and Laboratory Procedures 2 Scope Summary Field Exploration Volatile Vapor Emission Screening Laboratory Testing Description of Subsurface Conditions 4 General Subsurface Conditions Considerations and Recommendations 7 General Deelopment Considerations Excaations and Site Drainage Groundwater Control Enironmental Considerations Page General Comments 10 APPENDICES (in order of appearance) A - Soil Boring Location Diagram B - Soil Boring Logs C - Soil Boring Summary Table D - Midwest Engineering Serices General Notes

4 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 1 INTRODUCTION General This report presents the results of the subsurface exploration and subgrade ealuation for Contract Concrete Paing and Utilities of the 2014 Capital Improement Projects planned in the. The work was performed for the City of Oshkosh, at the request of Mr. Joseph Sargent. Purpose The purpose of this study was to ealuate the subsurface conditions at specific boring locations, and to establish parameters for use by engineers in preparing underground utility and paement designs for the proposed project. Scope The scope of serices included the identification of the subsurface conditions within the planned depths of arious project excaations, as determined by the client, and to proide a summary of the existing paement and base course thicknesses, soil classifications, bedrock depth (if encountered), groundwater leels, and deep utility construction considerations. Additionally, laboratory PID screening of the soil samples obtained by MES was performed to identify potential enironmentally impacted soils. The scope of the field exploration program, including the location, number and depth of the borings, was determined by the City of Oshkosh. Authorization The description of serices and authorization to perform this subsurface exploration and ealuation were in the form of a City of Oshkosh Consultant Agreement between Midwest Engineering Serices, Inc. and the City of Oshkosh, dated December 11, 2013, and referencing MES Proposal No , dated December 6, PROJECT AND SITE DESCRIPTION Site Features Capital improements are planned along the portion of located between East New York Aenue and East Murdock Aenue as part of Contract of the 2014 City of Oshkosh Capital Improement Projects. The project area and soil boring locations are shown on the Soil Boring Location Diagram, which was proided by the client and has been included in Appendix A of this report. Midwest Engineering Serices, Inc.

5 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 2 Property usage along consists primarily of residential homes, with a few commercial properties located north of East Neada Aenue. Paement along, within the project limits, consists of Portland cement concrete, which was obsered to generally be in fair condition. It is important to note that isual obserations of the existing paement condition at seeral of the boring locations were limited due to the presence of ice and/or snow at the time of the exploration. Buried natural gas, sanitary and storm sewer, potable water, telecommunication and electric power lines are located within portions of the street right-of-ways, and were marked by Digger s Hotline locating personnel during a joint walk through of the proposed boring locations with MES. Project Description From the information proided by City of Oshkosh personnel, it is understood that the improements planned along for Contract will consist of the replacement of the potable water, storm and sanitary sewer systems between East New York Aenue and East Neada Aenue, and the replacement of a sanitary sewer interceptor north of East Neada Aenue. The complete reconstruction of the surface paement section is also planned. Only minor surface grade changes are planned to improe surface drainage and no horizontal alignment changes are anticipated. Design information for the planned utility improements was not proided, and soil parameters for paement design were not requested. EXPLORATION AND LABORATORY PROCEDURES Scope Summary The field and laboratory data utilized in the ealuation and analysis of the subsurface materials was obtained by drilling exploratory test borings, securing soil samples by the split-spoon sampling method, and subjecting the samples to standard laboratory testing. Photoionization Detector (PID) screening of the soil samples was performed in the laboratory to screen for the presence of olatile apors. Field Exploration Fifteen (15) soil test borings were initially planned to be performed to depths ranging from 10 to 30 feet as part of this contract. Auger and/or sampler penetration refusal on cobbles, boulders or possible bedrock was encountered in fourteen (14) of the initially planned borings at depths ranging between 12.5 and 27± feet, which were aboe the planned boring depths. As a result, at the request of City of Oshkosh personnel, eleen (11) additional borings (14-B- 2A, 14-B-3A, 14-B-5A, 14-B-8A, 14-B-9A, 14-B-10A, 14-B-11A, 14-B-12A, 14-B-13A, 14-B- 14A, and 14-B-15A) were drilled without sampling to determine if the boring depths could be extended beyond the initial refusal depths. The majority of the additional borings were completed within the abandoned boreholes at the initial boring locations. Borings 14-B-2A, 14- Midwest Engineering Serices, Inc.

6 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 3 B-13A and 14-B-15A were able to be extended to the planned boring depths by conentional augering methods. Howeer, at 14-B-3A, 14-B-5A, 14-B-8A, 14-B-9A, 14-B-10A, 14-B-11A, and 14-B-12A, rotary rock coring of the refusal materials was necessary to adance these borings into the refusal materials. Boring 14-B-14A was drilled without sampling to a depth of refusal at about 22± feet and then terminated, as City of Oshkosh personnel indicated that utility excaation work in this area will remain aboe the refusal depth experienced. After completion of drilling actiities, the ground surface eleations and boring locations were sureyed by City of Oshkosh personnel, and proided to MES for inclusion in this report. The soil test borings were performed with a truck-mounted rotary drilling rig utilizing continuous flight hollow stem augers to adance the boreholes. Representatie soil samples were obtained by the Standard Penetration Test (SPT) method in general accordance with ASTM D procedures at 2.5 foot interals to the end of the borings. The SPT proides a means of determining the relatie density of granular soils and comparatie consistency of cohesie soils, thereby proiding a method of determining the subsoils' relatie strength and compressibility characteristics. As preiously indicated, rock coring using NQ II coring equipment was performed at borings 14-B-3A, 14-B-5A, 14-B-8A, 14-B-9A, 14-B-10A, 14-B-11A, and 14-B-12A. The rock coring runs were extended 4 to 7± feet into the refusal materials. Coring was performed by rotary coring methods with a diamond impregnated bit attached to the end of a hollow core barrel. Upon completion of the core run, the core barrel was brought to the surface, the core sample was placed in a sample box and returned to the laboratory upon completion of the field operations. The percent recoery, Rock Quality Designation (RQD), and classification of the materials recoered were determined in the laboratory by a soils engineer. The recoery is the ratio of the recoered sample length to the length of the rock core run, expressed as a percent. The RQD is the ratio of the sum of the intact samples that are at least 4 inches in length to the total length drilled, expressed as a percent. The recoery and RQD alues for the core samples obtained are shown on the applicable boring logs enclosed in Appendix B. The SPT soil samples were transferred into clean glass jars immediately after retrieal, and returned to the laboratory upon completion of the field operations. Samples will be retained for 30 days, and then discarded unless other instructions are receied. All soil samples were isually classified by a soil engineer in general accordance with the Unified Soil Classification System (ASTM D-2488). A copy of the Boring Location Diagrams and Soil Boring Logs for each street are included in Appendices A and B, respectiely. The soil stratification shown on the logs represents the soil conditions at the actual boring locations at the time of the exploration. The terms and symbols used on the logs are described in the General Notes found on the last page of the Appendix. After completion of the borings, boreholes within concrete paements were backfilled to near the ground surface with bentonite chips, and the upper few inches were patched with asphalt cold mix, as authorized by the City of Oshkosh. Midwest Engineering Serices, Inc.

7 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 4 Volatile Vapor Emission Screening The split-spoon soil samples obtained from the borings were screened for olatile organic apor emissions in the laboratory with a Thermo Enironmental Model 580B PID. The PID is an electronic instrument that measures the relatie concentration of olatile organic apor emissions in the headspace of a container. The response of the instrument is dependent upon olatility, temperature, and the ionization potential of the compounds measured. The meter seres as a tool in selecting samples for analytical testing and estimating zones of more highly affected soil, as it only gies a relatie indication of the presence of olatile apors. Howeer, the PID cannot quantify concentrations of indiidual compounds. The PID was calibrated in the laboratory using span gas. Prior to the PID screening, a portion of each soil sample was placed and sealed within a clean ziplock bag, and permitted to equilibrate to at least 70 degrees Fahrenheit. The screening was then performed by inserting the probe through the bag and sampling the headspace apors. The results of the PID testing are shown on the boring logs in the Appendix. Laboratory Testing Soil samples obtained from the exploration were isually classified in the laboratory, and subjected to testing, which included moisture content determinations. Selected cohesie soil samples were tested with a calibrated hand penetrometer to aid in ealuating the soil strength characteristics. The alues of strength tests performed on soil samples obtained by the Standard Penetration Test Method (SPT) are considered approximate, recognizing that the SPT method proides a representatie but somewhat disturbed soil sample. The laboratory testing was performed in general accordance with the respectie ASTM methods, and the results are shown on the boring logs in the Appendix. DESCRIPTION OF SUBSURFACE CONDITIONS General A description of the subsurface conditions encountered at the test boring locations is shown on the Soil Boring Logs included in Appendix B. The lines of demarcation shown on the logs represent an approximate boundary between the arious soil classifications. The soil descriptions are considered representatie for the specific test boring locations, and ariations may occur between the sampling interals and between boring locations. While soil depths, topsoil layer thickness, and estimated demarcation lines may be used for preliminary construction calculations, they should not be expected to yield exact and final quantities. A summary of the major soil profile components encountered in this exploration are described in the following section. A brief summary of the data from the boring logs is also presented in the Table proided in Appendix C. Midwest Engineering Serices, Inc.

8 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 5 Fill, possible fill, and buried topsoil materials where encountered, were classified as such based on their aried isual characteristics and/or composition. Howeer, it must be recognized that in the absence of foreign substances and/or debris within the soils samples obtained, it is difficult to distinguish between natural soils and clean soil fill. Groundwater obserations were made during the drilling operations and in the open boreholes upon completion. The groundwater obserations reported on the logs and discussed in the following sections are considered approximate. It must be recognized that groundwater leels fluctuate with time due to ariations in seasonal precipitation, lateral drainage conditions, and soil permeability characteristics. Zones of water, not disclosed by the borings, may also be encountered within existing utility trench backfill and/or bedding materials, existing base course layers, and other areas. Longer term monitoring would be required to better ealuate groundwater leels on this site, based on the presence of ery dense granular and hard cohesie soils, which are generally considered to be of low permeability. Subsurface Conditions The existing paement at the borings along primarily consisted of about 8 to 9± inches of Portland cement concrete, oerlying 4 to 6± inches of graelly sand base course materials. Howeer, at 14-B-6, completed within the terrace of East Custer Aenue, about 12± inches of dark brown sandy silt topsoil were present at the surface. The existing paement section at borings 14-B-3, 14-B-7, 14-B-10, 14-B-11, 14-B-13, 14-B-14, and 14-B-15 were underlain by fill, possible fill, and/or buried topsoil materials to depths of about 1.5 to 3.5± feet below the paement surface. The fill, possible fill, and/or buried topsoil materials were generally comprised of black, dark brown, brown to reddish brown lean clay, clayey silt, and/or silt, with arying contents of sand and grael. Beneath the aboe referenced fill, possible fill, and buried topsoil materials, and below the existing paement section and topsoil at the remainder of the borings, the underlying natural soils typically consisted of a deposit of reddish brown and brown lean clay and clayey silt, to depths ranging between about 3.5 and 15 feet, oerlying brown, gray, and grayish brown sandy silt, silty sand, clayey sand, and silt to the boring termination depths. Auger penetration refusal on cobbles, boulders, or possible bedrock was encountered within all of the initial boring locations, with the exception of 14-B-6, at depths between about 12 to 27± feet. At the request of City of Oshkosh personnel, additional borings, designated as 14-B-2A, 14-B-5A, 14- B-8A, 14-B-9A, 14-B-10A, 14-B-11A, 14-B-12A, 14-B-13A, and 14-B-15A were performed within the preiously abandoned boreholes at the initial boring locations in an effort to extend these borings to the planned depth. As exceptions, borings 14-B-3A and 14-B-14A were offset approximately 5± feet south of the initial boring locations due to the relatiely shallow refusal depth and/or cobbles encountered. The additional borings 14-B-2A, 14-B-13A and 14-B-15A were subsequently performed to the planned termination depths utilizing conentional auger drilling methods. Howeer, auger refusal was experienced at the remainder of the additional borings aboe the planned termination depths, which ranged between 20 and 26± feet. Rock coring was then performed at the majority of these locations to characterize the refusal Midwest Engineering Serices, Inc.

9 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 6 materials. The lengths of the core runs performed aried from 4 to 7± feet. The results of the coring are summarized in the following table. Boring No. Depth of Refusal (ft) Depth of Boring/Core Run (ft) Length of Core Run (ft) Percent Recoery RQD Description of Refusal Materials 14-B-3A Graelly Sand 14-B-5A Limestone 14-B-8A Limestone 14-B-9A Limestone 14-B-10A Limestone 14-B-11A : Graelly Sand >22 : Limestone 14-B-12A Limestone The natural cohesie (lean clay and clayey silt) soils were stiff to hard in comparatie consistency, with unconfined compressie strength estimates ranging between about 1.25 and 4.5+ tsf. The cohesie soils were classified as moist, with moisture contents ranging from about 11 to 30 percent. As an exception, relatiely wet strata of grayish brown lean clay and gray sandy clay were encountered within 14-B-15 at a depth below about 10± feet. The natural granular soils were dense to ery dense in relatie density, with Standard Penetration resistances (N-alues) ranging from about 12 (bpf) to 50 blows for 1-inch of sampler penetration (50/1 ). Intermixed cobbles were noted within the majority of the granular strata encountered, which may hae resulted in the eleated N-alues within these strata. The moisture contents of the granular soils typically ranged from 5 to 18 percent, and were generally classified as moist to wet. There were no detectable PID readings of olatile apors in the soil samples collected from the borings completed as part of Contract Groundwater was encountered in seeral of the borings during drilling at depths ranging between about 10 and 25± feet. Upon completion of drilling and remoal of the augers, groundwater was present within the open boreholes at 14-B-4, 11-B-5, 14-B-7, 14-B-11, 14-B- 12, 14-B-13, 14-B-14, and 14-B-15 at depths ranging between about 9 and 24± feet. Additionally, at borings 14-B-2A, 14-B-5A, and 14-B-8A, which were completed within the abandoned boreholes of the initial borings, relatiely wet soil cuttings were encountered at depths below about 15 to 16± feet. The water leels obsered were ariable between the borings, which is likely attributable, at least in part, to the presence of predominantly hard cohesie soils oerlying ery dense granular soils. Based on the water leel obserations, soil sample colorations and moisture contents, the groundwater leel was estimated to be at a depth of about 10 to 25± feet below the ground surface. Midwest Engineering Serices, Inc.

10 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 7 CONSIDERATIONS AND RECOMMENDATIONS General Deelopment Considerations The subgrade soils encountered beneath the paement section and topsoil materials at seeral of the borings consisted of fill, possible fill, and buried topsoil materials, which were generally comprised of lean clay or clayey silt, to depths of about 1.5 to 3.5± feet below existing grade. Beneath the fill, possible fill, and buried topsoil materials, the underlying natural soils generally consisted of natural stiff to hard cohesie soils, oerlying dense to ery dense granular soils, which contained occasional cobbles, to depths of about 12.5 to 31± feet below the paement surface, where auger refusal was experienced on cobbles, boulders, or possible bedrock. The presence of limestone bedrock at depths ranging between about 20 and 27± feet in borings 14-B-5A, 14-B-8A, 14-B-9A, 14-B-10A, 14-B-11A and 14-B-12A was confirmed by rotary rock coring methods. Based on the soils encountered in the borings and typical utility bearing depths generally below about 6 feet, the bearing soils are expected to generally consist of a combination of natural stiff to hard lean clay and clayey silt, and dense to ery dense silty sand, sandy silt, clayey sand, and graelly sand with intermixed cobbles. Such soils are considered suitable for support of the planned utility construction. Howeer, it must be recognized that ariable fill, possible fill, and/or buried topsoil materials were encountered at seeral of the borings to depths of about 1.5 to 3.5± feet, and may be encountered to greater depths in unexplored areas along the project route. Fill, possible fill, and buried topsoil materials are not recommended for utility support, due to their compressibility and the potential excessie settlements associated with such soils. Although such soils are not expected to be present at the typical utility bearing depths, based on the borings, undercutting of unsuitable fill and/or buried topsoil materials, where encountered, in conjunction with the replacement with crushed stone or other suitable granular backfill, may be necessary to establish a suitable bearing subgrade. Utility piping, manholes and other structures supported on the natural stiff to hard lean clay and clayey silt; dense to ery dense silty sand, sandy silt, clayey sand, and graelly sand; or upon newly placed compacted structural fill used to replace unsuitable soils may be designed for a net allowable soil bearing pressure of 3,000 psf. Groundwater was estimated to be at depths ranging from about 10 to 25± feet. Perched water may also be encountered within the upper fill materials, existing backfill deposits, and/or zones of more permeable natural granular soils, which are underlain by less permeable cohesie and/or ery dense granular soils. Therefore, dewatering within utility excaations is expected below depths of about 10 to 25± feet. Excaations and Site Drainage Due to the presence of zones of granular soils, it is expected that sloping, shoring or bracing of the excaation sidewalls will be necessary. Trenching in existing fill and natural granular soils may be difficult due to the instability of ertical slopes, and will therefore require a flattening of Midwest Engineering Serices, Inc.

11 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 8 trench sides, or some other means of protection, to facilitate construction and to protect life and property. Substantial sloughing and caing should be expected within unprotected excaations. The degree of excaation instability problems is dependent upon the depth and length of time that excaations remain open, excaation bank slopes, water leels and the effectieness of any dewatering systems. Howeer, seere instability can be expected within granular soils, especially within excaations encroaching upon and extending below the groundwater. All excaation work must be performed in accordance with OSHA and local building code requirements. Where excaations encroach upon or extend below the groundwater or perched zones and into fine sand, silt, or soft clay, they may become substantially unstable when the confining effect of the oerburden is remoed. Significant sloughing or caing of sidewalls may also occur. Some oerexcaation of softened or loosened soils, in conjunction with the use of a crushed stone working mat, may be necessary to establish a stable bearing subgrade for the support of utility pipe bedding or other structures, depending on the actual soil conditions encountered along the route of the excaation. Additionally, significantly widened excaations may result, or be required to maintain or achiee sidewall stability. Excaations in close proximity to existing structures or other improements must be performed with caution and utilize methods which will preent undermining and destabilizing of such improements. The use of properly designed shoring and bracing, sheet piling, or underpinning of existing structures will be necessary if excaation is performed near and/or below existing improements. This must be performed by an experienced specialty contractor. Due to the presence of ery dense soils, which contain zones of cobbles and possible boulders, difficulty digging and longer excaation times will likely be experienced with increasing depth along the project route. The presence of bedrock at depths of about 20 to 27± feet was confirmed by rotary rock coring methods at borings 14-B-5A, 14-B-8A, 14-B-9A, 14-B-10A, 14-B-11A, and 14-B-12A. Substantial excaation difficulties and rock remoal is anticipated to be necessary in some areas, as limestone bedrock appears to be present aboe the planned boring termination depths along the majority of the project route. It should be recognized that bedrock surface can ary significantly oer relatiely short distances; therefore, some ariation in the depths to bedrock should be expected between and beyond boring locations. Based on the typical rock quality designations (RQD) determined for the cores obtained (45 to 91), it may be necessary to fracture portions of the bedrock by pre-blasting, prior to excaation of the oerburden soils, or by hydraulic hammer or other rock remoal methods within the excaations to establish the planned inert eleations. If blasting is performed, it is recommended that an experienced specialty contractor be utilized. Blasting can cause noise, ibration disturbance, and/or damage to neighboring buildings, utilities, or other structures, and must be performed using extreme caution. It may be possible to remoe some of the more weathered/less competent bedrock materials with ripping deices and/or backhoe excaation methods. Midwest Engineering Serices, Inc.

12 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 9 Since the subgrade soils are generally sensitie to moisture, eery effort should be made to proide adequate drainage across the site during construction, and to preent ponding of runoff on the subgrade. These soils are also subject to erosion caused by runoff, and erosion control measures should be implemented where needed or required by local ordinances. Groundwater Control The groundwater leel in the borings was estimated to be between depths of about 10 to 25± feet at the time of the exploration. As preiously noted, groundwater leels can ary with time and between boring locations from the estimates made at the time of the exploration. Perched water may be encountered within the upper fill materials and zones of more permeable granular soils, which are underlain by less permeable cohesie and ery dense granular soils. On the basis of the obserations and the estimated utility excaation depths, some difficulty with groundwater is expected during excaation work. If excaations extend only a few inches or so below the groundwater, it is expected that filtered sump pumps or other conentional means should suffice to control the groundwater. Howeer, for deeper excaations, or for substantial perched zones, prolonged dewatering with a series of sumps or well points and high capacity sump pumps, or other more comprehensie means may be necessary to facilitate construction. Since the subgrade soils are subject to softening when exposed to free moisture, eery effort should be made to keep excaations dry. Site grading should be performed to direct runoff away from the construction area, so that the potential for the softening of the subgrade soils is reduced. The groundwater obserations reported herein are considered approximate. It must be recognized that groundwater leels fluctuate with time due to ariations in seasonal precipitation, lateral drainage conditions, and soil permeability characteristics. Longer term monitoring would be required to better ealuate preailing groundwater leels on this site, particularly as the time of construction approaches. Enironmental Considerations There were no detectable PID readings of olatile apors in the other soil samples collected from the project borings. The PID screening results for the soil borings were proided on a daily basis to City of Oshkosh personnel, who determined that no additional sampling or testing was required by MES at the time of drilling actiities. A summary of the readings is presented on the Soil Boring Logs located in Appendix B and Appendix C of this report. Although no detectable PID readings were obtained within the soil samples collected at the project borings, if discolored soil or unusual odors are encountered during excaation actiities, City of Oshkosh personnel should be contacted immediately. Midwest Engineering Serices, Inc.

13 Subsurface Exploration and Subgrade Ealuation 2014 City of Oshkosh Capital Improement Projects Contract Concrete Paing and Utilities MES Project No Page 10 GENERAL COMMENTS This geotechnical exploration and subgrade analysis has been prepared to aid in the ealuation of the soil conditions on this site. The recommendations presented herein are based on the aailable soil information and the preliminary project information proided. Any changes in the planned project actiities should be brought to the attention of the soil engineer to determine if modifications in the recommendations are required. The final design plans and specifications should also be reiewed by the soil engineer to determine that the recommendations presented herein hae been interpreted and implemented as intended. This geotechnical study has been conducted in a manner consistent with that leel of care ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. The findings, recommendations and opinions contained herein hae been promulgated in accordance with generally accepted practice in the fields of foundation engineering, soils mechanics, and engineering geology. No other representations, expressed or implied, and no warranty or guarantee is included or intended in this report. It is recommended that the earthwork and foundation operations be monitored by the soil engineer, to test and ealuate the subgrade stability, bearing capacities, and the selection, placement and compaction of controlled fills. The Wisconsin DOT Standard Specifications for Road and Bridge Specifications can also sere as a guide in implementing the subgrade preparation and other earthwork operations. Midwest Engineering Serices, Inc.

14 Soil Boring Location Diagram APPENDIX A

15 MONROE ST MONROE ST EVANS ST EVANS ST BOWEN ST BOWEN ST GROVE ST GROVE ST OAK ST OAK ST E MURDOCK AVE 14-B-15!> 14-B-14!> 14-B-13!> HURON AVE Soil Boring Diagram Contract Concrete Paing & Utilities - Legend 14-B-12!> Soil Borings (Eleation)!> 14-B-1 (755.4')!> 14-B-2 (755.6') 14-B-11!> E BENT AVE!> 14-B-3 (755.8')!> 14-B-4 (756.8') 14-B-10!>!> 14-B-5 (757.6')!> 14-B-6 (758.1') Ü 14-B-9!> E NEVADA AVE 14-B-8!>!> 14-B-7 (757.5')!> 14-B-8 (756.6')!> 14-B-9 (755.4')!> 14-B-10 (754.7')!> 14-B-11 (754.2') Feet B-7!>!> 14-B-12 (752.9')!> 14-B-13 (752.1') E CUSTER AVE 14-B-6 14-B-5!>!>!> 14-B-14 (751.3')!> 14-B-15 (750.7') BROAD ST POWERS ST 14-B-4!> 14-B-3!> E TENNESSEE AVE 14-B-2!> City of Oshkosh Engineering Diision City of Oshkosh maps and GIS data are intended to be used for reference purposes only. The maps and GIS Data are not intended to be used to independently erify information identified. While the City attempts to maintain complete and accurate maps, these maps and data are primarily compilations of information proided by arious sources. Therefore, anyone iewing these maps is expected to erify the information they are interested in through other sources such as Diggers Hotline, other public maps, official and unofficial land records, field sureys and inspections, and other records held by property owners and/or property users. BROAD ST E NEW YORK AVE I:\Engineering\Soil Borings\2014\Maps\Soil Boring Diagrams\Bowen.mxd 14-B-1!> Persons using City maps and/or data do so at their own risk. Property owners are solely responsible for underground facilities and all other features related to their property. The City of Oshkosh shall not be responsible for any problems or damages resulting from the use of City maps and/or data. Persons belieing that City maps and/or contain inaccuracies or incomplete information are requested to bring these issues to the City s attention. Printed Date: 1/7/2014

16 Soil Boring Logs APPENDIX B

17 SOIL BORING LOG: 14-B-1 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 18, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 5-inches of grayish brown Graelly Sand BASE COURSE, moist Dark brown to reddish brown Lean CLAY, trace sand and grael, moist 1-SS <1 24 Frost = 24" SS < SS < SS 31 < SS < Grayish brown to gray Clayey SAND, with grael and occasional cobbles, moist 6-SS 46 < SS 58 < Gray Sandy SILT, with grael and occasional cobbles, moist SS 50/3" < SS 50/2" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22.5± FEET END OF 22.5± FEET 10-SS** 50/S1" Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 21± feet below ground surface (EL ±) **No sample recoery

18 SOIL BORING LOG: 14-B-2 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 18, 2013 (feet) GROUND SURFACE ELEVATION: ": 9-inches of Concrete PAVEMENT, oerlying 5-inches of grayish brown Graelly Sand BASE COURSE, moist Reddish brown Lean CLAY, with grael, trace sand, moist 1-SS <1 14 Frost = 24" SS < SS < Brown to gray Sandy SILT, with grael and occasional cobbles, moist to wet 4-SS 50/5" < SS* 50/4" < (Relatiely wet below a depth of 12.5± feet) 6-SS 44 < SS 72 < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 18.5± FEET END OF 18.5± FEET 8-SS* 50/5" < Water Leel during drilling : 12.5± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 16.5± feet below ground surface (EL ±) *Poor sample recoery

19 SOIL BORING LOG: 14-B-2A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 10, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 20 FEET, WHERE SAMPLING RESUMED TO THE PLANNED TERMINATION DEPTH (Auger cuttings were wet at a depth of about 15± to 18.5± feet) Gray Sandy SILT, with grael and cobbles, moist to wet 1-SS* 50/S3" < SS* 50/S2" < SS 50/2" < SS** 50/S1" AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 30.5± FEET END OF 30.5± FEET 5-SS* 50/S4" <1 7 Water Leel during drilling : 15± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 16± feet below ground surface (EL ±) Boring was performed within abandoned borehole of boring 14-B-2. *Poor sample recoery **No sample recoery

20 SOIL BORING LOG: 14-B-3 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 18, 2013 (feet) GROUND SURFACE ELEVATION: ": 9-inches of Concrete PAVEMENT, oerlying 4-inches of grayish brown Graelly Sand BASE COURSE, moist Black to dark gray Lean CLAY, moist (BURIED TOPSOIL) 1-SS 19 <1 29 Frost = 24" Brown Lean CLAY, with grael, trace sand, moist SS < (Interbedded with seams of silt) 3-SS < Brown Sandy SILT, with grael and occasional cobbles, moist SS 55 < SS 76/11" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 12.5± FEET END OF 12.5± FEET 6-SS** 50/S1" Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 10.5± feet below ground surface (EL ±) **No sample recoery

21 SOIL BORING LOG: 14-B-3A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 10, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 15± FEET, WHERE SAMPLING RESUMED. AUGER REFUSAL WAS THEN EXPERIENCED AT A DEPTH OF 24± FEET, WHERE ROCK CORING EQUIPMENT WAS SET-UP AND PERFORMED TO A DEPTH OF 31± FEET Gray Sandy SILT, with grael and cobbles, wet SS* 50/4" < SS* 50/4" < SS* 50/3" < Gray Graelly SAND, with silt and cobbles, wet (Auger refusal 24± feet) 4-SS* 50/5" < (CORE RUN FROM 24 TO 31± FEET - % RECOVERY = 24; RQD = 0) NQ-CORE END OF BORING/CORE 31± FEET Water Leel during drilling : 15± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 15± feet below ground surface (EL ±) Boring was offset about 5± feet south of boring 14-B-3. *Poor sample recoery

22 SOIL BORING LOG: 14-B-4 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 19, 2013 (feet) GROUND SURFACE ELEVATION: ": 9-inches of Concrete PAVEMENT, oerlying 5-inches of grayish brown Graelly Sand BASE COURSE, moist Reddish brown Lean CLAY, with grael, trace sand, moist 1-SS <1 20 Frost = 24" SS < SS < Brown Sandy SILT, with grael, occasional cobbles, trace clay, moist 4-SS* 50/5" < SS 96/11" < SS 60 < Gray Sandy SILT, with grael and occasional cobbles, moist 7-SS 50/3" < SS 50/2" < SS* 50/4" < SS* 50/5" < Gray Graelly SAND, with silt and cobbles, wet 11-SS* 50/3" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 27± FEET END OF 27± FEET 12-SS 50/S1" < Water Leel during drilling : 25± feet below ground surface (EL ±) Water Leel upon completion : 24± feet below ground surface (EL ±) Caed at upon completion : 25± feet below ground surface (EL ±) *Poor sample recoery

23 SOIL BORING LOG: 14-B-5 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 19, 2013 (feet) GROUND SURFACE ELEVATION: ": 9-inches of Concrete PAVEMENT, oerlying 5-inches of grayish brown Graelly Sand BASE COURSE, moist Reddish brown Lean CLAY, trace sand and grael, moist 1-SS <1 13 Frost = 24" SS < SS < Brown to grayish brown Sandy SILT, with grael and occasional cobbles, moist 4-SS 91/11" < SS* 50/4" < SS 50/5" < SS* 50/2" < SS* 50/2" < SS* 50/5" < SS** 50/1" 11-SS* 50/2" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 27± FEET END OF 27± FEET 12-SS** 50/S1" Water Leel during drilling : Not encountered Water Leel upon completion : 20± feet below ground surface (EL ±) Caed at upon completion : 24± feet below ground surface (EL ±) *Poor sample recoery **No sample recoery

24 SOIL BORING LOG: 14-B-5A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 9, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 27± FEET, WHERE AUGER REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 32± FEET (Soil cuttings were wet below a depth of about 16± feet) (Auger refusal 27± feet) Gray LIMESTONE (% Recoery = 83; RQD = 68) NQ-CORE < END OF BORING/CORE 32± FEET Water Leel during drilling : 16± feet below ground surface (EL ±) Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-5.

25 SOIL BORING LOG: 14-B-6 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 26, 2013 (feet) GROUND SURFACE ELEVATION: ": Dark brown Sandy SILT, with root matter, moist (TOPSOIL) Brown to reddish brown Lean CLAY, moist SS 15 < Frost = 18" Reddish brown Lean CLAY, with sand and grael, moist (Occasional cobbles encountered below a depth of about 4± feet) 2-SS < SS < Brown Sandy SILT, with grael and occasional cobbles, moist 4-SS* 50/4" < SS 96/9" < END OF 11.5± FEET Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 7± feet below ground surface (EL ±) *Poor sample recoery

26 SOIL BORING LOG: 14-B-7 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 19, 2013 (feet) GROUND SURFACE ELEVATION: ": 9-inches of Concrete PAVEMENT, oerlying 6-inches of grayish brown Graelly Sand BASE COURSE, moist Dark brown to brown Clayey SILT, with grael, trace sand, moist (FILL) 1-SS <1 24 Frost = 24" Reddish brown Lean CLAY, with sand and grael, moist Brown to gray Sandy SILT, with grael and occasional cobbles, moist to wet SS < SS 65 < SS 50/4" < SS* 50/2" < SS* 50/1" < SS* 50/1" < SS* 50/5" < SS* 50/2" < SS* 50/5" < (Wet at a depth of about 25± feet) AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 26± FEET END OF 26± FEET 11-SS* 50/3" < Water Leel during drilling : 25± feet below ground surface (EL ±) Water Leel upon completion : 16± feet below ground surface (EL ±) Caed at upon completion : 23± feet below ground surface (EL ±) *Poor sample recoery

27 SOIL BORING LOG: 14-B-8 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 20, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 4-inches of brown Graelly Sand BASE COURSE, moist Reddish brown Lean CLAY, with grael, trace sand, moist 1-SS <1 14 Frost = 24" Brown to gray Sandy SILT, with grael and occasional cobbles, moist 2-SS* 31 < SS 46 < SS 50/3" < SS* 50/3" < SS* 50/4" < SS* 50/2" < SS* 50/4" < SS* 50/3" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22.5± FEET END OF 22.5± FEET 10-SS** 50/0" Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 16± feet below ground surface (EL ±) *Poor sample recoery **No sample recoery

28 SOIL BORING LOG: 14-B-8A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 9, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 22.5± FEET, WHERE AUGER REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 27.5± FEET (Soil cuttings were wet below a depth of about 15± feet) (Auger refusal 22.5± feet) Gray LIMESTONE (% Recoery = 91; RQD = 73) NQ-CORE < END OF BORING/CORE 27.5± FEET Water Leel during drilling : 15± feet below ground surface (EL ±) Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-8.

29 SOIL BORING LOG: 14-B-9 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 20, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 4-inches of brown Graelly Sand BASE COURSE, moist Brown to reddish brown Lean CLAY, with grael, trace sand, moist 1-SS* 23 <1 25 Frost = 24" SS* < SS 42 < Brown Silty SAND, with grael, occasional cobbles, and trace clay, moist 4-SS* 74/9" < Brown to gray Sandy SILT, with grael and occasional cobbles, moist 5-SS 72/9" < SS 74/9" < SS* 50/4" < SS* 50/4" < SS* 50/5" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22± FEET END OF 22± FEET Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 17± feet below ground surface (EL ±) *Poor sample recoery

30 SOIL BORING LOG: 14-B-9A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 3, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 25± FEET, WHERE SAMPLING RESUMED. AUGER PENETRATION REFUSAL EXPERIENCED AT A DEPTH OF 26± FEET, WHERE ROCK CORING EQUIPMENT WAS SET-UP AND PERFORMED TO A DEPTH OF 31± FEET Gray Sandy SILT, with grael and occasional cobbles, wet (Auger refusal 26± feet) Gray LIMESTONE (% Recoery = 100; RQD = 91) 1-SS 50/4" < NQ-Core END OF BORING/CORE 31± FEET Water Leel during drilling : 25± feet below ground surface (EL ±) Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-9.

31 SOIL BORING LOG: 14-B-10 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 23, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 5-inches of brown Graelly Sand BASE COURSE, moist Dark brown to reddish brown Lean CLAY, trace sand and grael, moist (FILL) 1-SS <1 20 Frost = 24" Reddish brown Lean CLAY, moist SS < Reddish brown to brown Clayey SILT, with sand, trace grael, moist 3-SS < Brown to grayish brown SILT, with sand, trace grael, moist 4-SS 24 < SS* 34 < Brown to gray Sandy SILT, with grael and occasional cobbles, moist to wet 6-SS 51 < SS 84 < SS* 50/4" < (Wet at a depth of about 20± feet) AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 20± FEET END OF 20± FEET SS** 50/S1" Water Leel during drilling : 20± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 18± feet below ground surface (EL ±) *Poor sample recoery **No sample recoery

32 SOIL BORING LOG: 14-B-10A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 4, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 20± FEET, WHERE AUGER REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 25± FEET (Auger refusal 20± feet) Gray LIMESTONE (% Recoery = 100; RQD = 87) NQ-Core END OF BORING/CORE 25± FEET Water Leel during drilling : N/A Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-10.

33 SOIL BORING LOG: 14-B-11 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 23, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 4-inches of grayish brown Graelly Sand BASE COURSE, moist Dark brown Lean CLAY, trace root matter, moist (BURIED TOPSOIL) Reddish brown Lean CLAY, trace grael, moist 1-SS <1 30 Frost = 24" SS < SS* 22 < SS < Grayish brown SILT, wet 5-SS 17 < Brown Lean CLAY, moist 6-SS < Gray Clayey SAND, with grael and occasional cobbles, wet 7-SS* 96/9" < Gray Sandy SILT, with grael and occasional cobbles, moist to wet SS* 50/3" < (Wet at a depth of about 20± feet) AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 20± FEET END OF 20± FEET SS** 50/S1" Water Leel during drilling : 10± feet below ground surface (EL ±) Water Leel upon completion : 9± feet below ground surface (EL ±) Caed at upon completion : 17± feet below ground surface (EL ±) *Poor sample recoery **No sample recoery

34 SOIL BORING LOG: 14-B-11A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 2, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 20± FEET, WHERE AUGER REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 24± FEET (Auger refusal 20± feet) Gray Graelly SAND, with cobbles, wet Gray LIMESTONE (% Recoery = 94; RQD = 90) NQ-Core END OF BORING/CORE 24± FEET Water Leel during drilling : N/A Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-11.

35 SOIL BORING LOG: 14-B-12 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 23, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 4-inches of grayish brown Graelly Sand BASE COURSE, moist Reddish brown Lean CLAY, with grael, trace sand, moist 1-SS <1 21 Frost = 24" SS < Brown Silty SAND, with grael and occasional cobbles, moist to wet 3-SS* 27 < SS* 50/3" < (Wet below a depth of about 10± feet) 5-SS 91 < Gray Sandy SILT to Silty SAND, with grael and occasional cobbles, moist to wet SS* 50/3" < (Wet below a depth of about 15± feet) 7-SS* 50/1" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 18± FEET END OF 18± FEET 8-SS* 50/S3" < Water Leel during drilling : 10± feet below ground surface (EL ±) Water Leel upon completion : 12± feet below ground surface (EL ±) Caed at upon completion : 13± feet below ground surface (EL ±) *Poor sample recoery

36 SOIL BORING LOG: 14-B-12A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 13, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 18± FEET, WHERE AUGER REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 23± FEET (Auger cuttings were wet at at depth of about 7± feet) (Auger refusal 18± feet) Gray LIMESTONE (% Recoery = 74; RQD = 45) NQ-CORE < END OF BORING/CORE 23± FEET Water Leel during drilling : 7± feet below ground surface (EL ±) Water Leel upon completion : N/A Caed at upon completion : N/A Boring was performed within abandoned borehole of boring 14-B-12.

37 SOIL BORING LOG: 14-B-13 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 23, 2013 (feet) GROUND SURFACE ELEVATION: " 9-inches of Concrete PAVEMENT, oerlying 4-inches of grayish brown Graelly Sand BASE COURSE, moist Dark brown Lean CLAY, trace sand, moist (BURIED TOPSOIL) Reddish brown Lean CLAY, moist 1-SS <1 24 Frost = 24" SS < Reddish brown Lean CLAY, with grael, trace sand, moist 3-SS 13 < Brown Silty SAND, with grael and occasional cobbles, moist 4-SS 53 < SS** 50/3" SS* 50/5" < Gray Clayey SAND, with grael and occasional cobbles, wet 7-SS 50/4" < Gray Sandy SILT, with grael and occasional cobbles, moist SS* 50/5" < AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 21± FEET END OF 21± FEET 9-SS* 50/S4" < Water Leel during drilling : 15± feet below ground surface (EL ±) Water Leel upon completion : 10.5± feet below ground surface (EL ±) Caed at upon completion : 11± feet below ground surface (EL ±) *Poor sample recoery **No sample recoery

38 SOIL BORING LOG: 14-B-13A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 2, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 22.5± FEET, WHERE SAMPLING RESUMED TO THE PLANNED TERMINATION DEPTH Gray Sandy SILT, with grael and occasional cobbles, wet SS** 50/1" < SS 82/10" < END OF 26.5± FEET Water Leel during drilling : 22.5± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 12± feet below ground surface (EL ±) Boring was performed within abandoned borehole of boring 14-B-13. **No sample recoery

39 SOIL BORING LOG: 14-B-14 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 26, 2013 (feet) GROUND SURFACE ELEVATION: ": 8-inches of Concrete PAVEMENT, oerlying 4-inches of grayish brown Graelly Sand BASE COURSE, moist Dark brown to reddish brown Lean CLAY, with grael, trace sand, moist (FILL) 1-SS <1 19 Frost = 24" Reddish brown Lean CLAY, with sand and grael, moist 2-SS* < SS < Brown to gray Silty SAND, with grael and occasional cobbles, moist to wet 4-SS* 33 < SS 80/9" < SS 93/9" < (Wet at a depth of about 15± feet) 7-SS 90/10" < Gray Sandy SILT, with grael and occasional cobbles, moist SS* 50/3" < SS 50/3" < AUGER REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22± FEET END OF 22± FEET Water Leel during drilling : 15± feet below ground surface (EL ±) Water Leel upon completion : 15.5± feet below ground surface (EL ±) Caed at upon completion : 16± feet below ground surface (EL ±) *Poor sample recoery

40 SOIL BORING LOG: 14-B-14A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 13, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 22± FEET, WHERE AUGER REFUSAL OCCURRED AUGER REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22± FEET END OF 22± FEET Water Leel during drilling : Not encountered Water Leel upon completion : Dry Caed at upon completion : 14± feet below ground surface (EL ±) Boring was offset 5± feet south of boring 14-B-14.

41 SOIL BORING LOG: 14-B-15 Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: December 26, 2013 (feet) GROUND SURFACE ELEVATION: Brown to reddish brown Lean CLAY, with sand, trace grael, moist ": 9-inches of Concrete PAVEMENT, oerlying 5-inches of grayish brown Graelly Sand BASE COURSE, moist Black SILT, trace root matter, moist (BURIED TOPSOIL) 1-SS 14 < SS <1 22 Frost = 30" SS* < Grayish brown Lean CLAY, trace sand and organic matter, moist to wet 4-SS < (Wet at a depth of 10± feet) Gray Sandy CLAY, with grael, wet 5-SS 14 < Grayish brown Sandy SILT, with grael and occasional cobbles, moist SS* 50/3" < Grayish brown Sandy CLAY, with grael, wet 7-SS < Gray Graelly SAND, with occasional cobbles, trace silt, wet SS 86/8" < Gray Silty SAND, with grael and cobbles, wet 9-SS 80/9" < AUGER REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 22± FEET END OF 22± FEET Water Leel during drilling : 10± feet below ground surface (EL ±) Water Leel upon completion : 17± feet below ground surface (EL ±) Caed at upon completion : 18± feet below ground surface (EL ±) *Poor sample recoery

42 SOIL BORING LOG: 14-B-15A Location: Between E. New York Aenue and E. Murdock Aenue Drill Date: January 2, 2014 (feet) GROUND SURFACE ELEVATION: BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 25± FEET, WHERE SAMPLING RESUMED TO THE PLANNED TERMINATION DEPTH Gray Silty SAND, with grael and cobbles, wet 1-SS 69/10" < END OF 26.5± FEET Water Leel during drilling : 25± feet below ground surface (EL ±) Water Leel upon completion : Dry Caed at upon completion : 4± feet below ground surface (EL ±) Boring was performed within abandoned borehole of boring 14-B-15.