SUBSURFACE EXPLORATION AND SUBGRADE EVALUATION. Proposed North Main Street Reconstruction (Contract 14-02) From New York Avenue and Murdoch Avenue

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2 SUBSURFACE EXPLORATION AND SUBGRADE EVALUATION Proposed North Main Street Reconstruction (Contract 14-02) From New York Avenue and Murdoch Avenue Prepared for City of Oshkosh Department of Public Works 215 Church Avenue P.O. Box 1130 Oshkosh, WI MES Project No August 8, 2013

3 TABLE OF CONTENTS PAGE INTRODUCTION 1 General Purpose Scope Authorization PROJECT AND SITE DESCRIPTION 1 Project Location Project Description Site Description SITE PEDOLOGY 2 EXPLORATION AND LABORATORY PROCEDURES 3 Scope Summary Field Exploration Laboratory Testing DESCRIPTION OF SUBSURFACE CONDITIONS 4 General Soil Conditions Groundwater Observations EVALUATION AND RECOMMENDATIONS 6 Existing Pavement Section Pavement Subgrade Analysis Pavement Reconstruction Selective Subgrade Removal and Replacement Site Drainage Utility Work CONSTRUCTION CONSIDERATIONS 9 Pavement Subgrade Preparation Borrow Material Fill Placement and Compaction Groundwater Considerations Excavation Considerations Subgrade Frost Action GENERAL COMMENTS 13

4 TABLE OF CONTENTS (CONTINUED) APPENDICES (in order of appearance) A - Figure 1 - Boring Location Diagram B - Soil Boring Logs C - Table 1 - Summary of Subsurface Condtions D - Laboratory Data Sheets E - General Notes

5 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 1 INTRODUCTION General This report presents the results of the subsurface exploration and subgrade evaluation for the proposed pavement reconstruction along North Main Street in the City of Oshkosh, Winnebago County, Wisconsin. The work was performed for the City of Oshkosh, at the request of Mr. Joseph Sargent. Purpose The purpose of this study was to evaluate the subsurface conditions at specific boring locations along the roadway, and to establish parameters for use by the design engineers in preparing the subgrade, pavement section, and utility designs for the proposed roadway reconstruction. Scope The scope of services included a site reconnaissance, the subsurface exploration, a determination of soil characteristics by field and laboratory testing, and an evaluation and analysis of the data obtained. The scope of the field work, including the number and locations of the borings, was determined by MES. The depths of the borings were requested by the City of Oshkosh. Authorization The description of services and authorization to perform this subsurface exploration and evaluation were in the form of a City of Oshkosh Consultant Agreement between Midwest Engineering Services, Inc. and the City of Oshkosh, dated July 5, 2013, and referencing MES Proposal No , dated June 19, This report has been prepared on behalf of, and exclusively for the use of the City of Oshkosh. The information contained in this report may not be relied upon by any other parties without the express written consent of MES, and acceptance by such parties of MES General Conditions. PROJECT AND SITE DESCRIPTION Project Location The subject site consists of an approximately 2,600 foot section of North Main Street, located between New York Avenue and Murdock Avenue in the City of Oshkosh, Winnebago County, Wisconsin. The general location of the site is depicted in the enclosed Boring Location Diagram (Figure 1).

6 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 2 Project Description From the information provided by the City of Oshkosh, it is understood that the proposed project will consist of the complete removal of the existing asphalt roadway, including curb and gutter, and the replacement of a concrete pavement section and new curb and gutter along the project route. Utility work, consisting of water main, sanitary sewer, and storm sewer replacement, along the project route is also planned. It is understood that the vertical alignment of the roadway will remain relatively unchanged. As a result, only minor grade changes are anticipated. Site Description The existing pavement along the project route generally consists of an urban asphalt roadway, with two (2) lanes of travel, two (2) parking lanes, and curb and gutter. Plans and associated typical existing cross sections were not available at the time of this report. At the time of the site reconnaissance, the asphalt pavement was in generally poor condition with extensive cracking and patching observed. The project route is understood to have been paved in 1981, indicating a pavement age of approximately 32 years. The topography along the project route and within the surrounding area is relatively flat, with the roadway gradually sloping toward the south. Existing grades along the project route ranged between EL ± at the north end near Murdock Avenue and EL ± at boring B-10. SITE PEDOLOGY The U.S. Department of Agriculture Soil Survey of Winnebago County, Wisconsin was reviewed to determine the pedological classification of the major soil types along the project route. The soil survey indicates the predominant map unit in the general area of the project route is the Kewaunee-Manawa-Hortonville unit, which is generally comprised of loamy or clayey soils underlain by loamy or clayey glacial till. More specifically, Kewaunee silt loam (KnB) is the primary soil series identified along the project route. The typical profile of the Kewaunee silt loam soils generally consists of 10 inches of silt loam, overlying silty clay loam and clay to a depth of 60 inches. The USCS soil classifications typically associated with the Kewaunee silt loam series are ML, CL, CL-ML, and A-4, A-6, and A-7 using the AASHTO classification system. In general, the Kewaunee silt loam soils are assigned a Design Group Index (DGI) of about 12; a Frost Index (FI) of about F-3; and a subgrade modulus of approximately 150 pci by the USDA.

7 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 3 EXPLORATION AND LABORATORY PROCEDURES Scope Summary The field and laboratory data utilized in the evaluation 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 laboratory testing. Field Exploration A total of fourteen (14) soil test borings were initially planned to a depth of 20 feet for this evaluation. Auger and/or sampler penetration refusal on cobbles, boulders or possible bedrock was encountered in seven (7) of the initially planned borings at depths above the planned boring termination depths. As a result, seven (7) additional borings (B-7A, B-9A, B- 10A, B-11A, B-12A, B-13A and B-14A) were drilled without sampling at offset locations to determine if the boring depths could be extended beyond the initial refusal depths. At B-9A, and B-12A through B-14A, the borings were extended past the initial refusal depths, where sampling resumed to the planned termination depths. However, rotary rock coring of the refusal materials was required at three (3) of the additional boring locations in order to advance the borings beyond the refusal materials and to characterize the refusal materials encountered. After completion of drilling activities, the ground surface elevations and boring locations were surveyed by City of Oshkosh personnel, and provided to MES for inclusion in this report. The soil test borings were performed with a truck-mounted rotary drilling, utilizing continuous flight hollow stem augers to advance the holes. Representative samples were obtained by the Standard Penetration Test (SPT) method in general accordance with ASTM D-1586 procedures at 2.5-foot sampling intervals. The SPT provides a means of estimating the relative density of granular soils and comparative consistency of cohesive soils, thereby providing a method of evaluating the subsoils relative strength and compressibility characteristics. Rock coring using NQ II coring equipment was performed at borings B-7A, B-10A, and B-11A to extend the borings to the planned depth and to classify the refusal materials. The rock coring runs extended 4 to 5.5± 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 samples removed and placed in sample boxes, and returned to the laboratory upon completion of the field operations. The percent recovery, Rock Quality Designation (RQD), and classification of the materials recovered were determined in the laboratory by a soils engineer. The recovery is the ratio of the recovered 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 recovery and RQD values for the core samples obtained are shown on the boring logs enclosed in the Appendix. The SPT samples were transferred into clean glass jars immediately after retrieval, and returned to the laboratory upon completion of the field operations. Samples will be discarded

8 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 4 unless other instructions are received. All soil samples were visually classified by a soils engineer in general accordance with the Unified Soil Classification System (ASTM D-2488). After completion of the borings, the auger holes were backfilled to just beneath the pavement surface with bentonite chips and then patched with asphalt cold mix. A copy of the Soil Boring Logs and Boring Location Diagram (Figure 1) are enclosed in the Appendix. The soil stratification shown on the logs represents the approximate soil conditions in 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 in the Appendix. Laboratory Testing Soil samples obtained from the exploration were visually classified in the laboratory, and subjected to testing, which included moisture content determinations, Atterberg Limits, and grain-size analysis by the mechanical method. Selected cohesive soil samples were tested in unconfined compression with a controlled strain loading rate and/or with a calibrated hand penetrometer to aid in evaluating the soil strength characteristics. The values of strength tests performed on soil samples obtained by the Standard Penetration Test Method (SPT) are considered approximate, recognizing that the SPT method provides a representative but somewhat disturbed soil sample. The laboratory testing was performed in general accordance with the respective ASTM methods, as applicable, and the results are shown on the boring logs and data sheets in the Appendix. DESCRIPTION OF SUBSURFACE CONDITIONS General A description of the pavement and subsurface conditions encountered at the test boring locations is shown on the Soil Boring Logs. The lines of demarcation shown on the logs represent an approximate boundary between the various soil classifications. It must be recognized that the soil descriptions are considered representative estimates for the specific test hole location, but that variations may occur between and beyond the sampling intervals and boring locations. Soil depths, topsoil and layer thicknesses, and demarcation lines utilized for preconstruction planning should not be expected to yield exact and final quantities. A summary of the major pavement and soil profile components is described in the following paragraphs.

9 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 5 Soil Conditions The existing pavement section encountered at the boring locations typically consisted of about 2 to 5± inches of asphalt, overlying approximately 5 to 8± inches of gray to dark gray crushed base course. Beneath the pavement section, possible fill and fill materials were encountered to a depth of about 2± feet at borings B-1 and B-10, respectively. The possible fill and fill materials consisted of dark brown lean clay and brown silty fine sand, respectively. At B-7, B- 12, and B-14, buried topsoil materials, comprised of black to dark gray clayey silt with varying contents of sand, gravel, organic and wood matter, were encountered below the existing pavement section and extended to a depth of about 1.5± feet. The fill, possible fill, and buried topsoil materials were classified as such based on their varied visual composition. However, it must be recognized that in the absence of foreign substances and/or debris within the soil samples obtained, it is difficult to distinguish between natural soils and clean soil fill. Beneath the existing pavement section, existing fill, possible fill, and buried topsoil materials at the borings, the underlying natural soils typically consisted of reddish brown to brown lean clay and fat clay, with varying sand and gravel contents, overlying dense to extremely dense, brown to gray silt, sandy silt, silty sand, and gravelly sand to the maximum depths explored. As an exception, the pavement section at B-13 was underlain by medium dense, reddish brown to brown sandy silt, which extended to a depth of about 2.5± feet. Auger and sampler penetration refusal on cobbles, boulders or possible bedrock was encountered at depths of about 8 to 17.5± feet in borings B-7, and B-9 through B-14. Rock coring performed in borings B-7A and B-10A indicated that the refusal materials at these locations likely consisted of cobbles and/or boulders, intermixed within an extremely dense matrix of silt to sandy silt. The rock core obtained within the refusal materials at B-11A appeared to consist of possible weathered bedrock, based on the 1 to 3± inch intact limestone pieces recovered and the infilling of fractures observed. Approximately 35 to 40 percent recovery was obtained during the 4 to 5.5 foot core runs at B-7A, B-10A, and B-11A. The core samples were determined to have Rock Quality Designations (RQD) of 0 percent, further indicating that the refusal materials consisted of cobbles, boulders, or weathered bedrock. Standard Penetration (N-value) resistances within the natural lean clay and silty clay soils ranged between 9 and 30 blows per foot (bpf), with unconfined compressive strength estimates ranging between about 1.7 and 4.5+ tons per square foot (tsf). The natural granular soils (i.e. silt, sand and/or combination thereof) yielded N-values between 18 bpf and 50 blows for 1-inch of sampler penetration (50/1 ). Mechanical sieve analyses and Atterberg limits determination were performed on samples of the natural near surface subgrade materials encountered at borings B-2 and B-11 at a depth of about 1 to 3 feet below existing grade. The sieve analyses yielded approximately 98 to 92 percent passing the No. 4 sieve, 85 to 75 percent passing the No. 40 sieve, and 69 to 66 percent passing the No. 200 sieve. Atterberg Limits testing performed on the samples from B- 2 and B-11 yielded Liquid Limits (LL) of 54 and 39, respectively, and Plasticity Indices (PI) of 36 and 23, respectively, which indicates the samples tested are of relatively high plasticity.

10 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 6 Based on the laboratory test results, the samples from B-2 and B-11 have been classified as CH and CL, respectively, by the USCS classification system and as A-7-6 and A-6, respectively, by the AASHTO system. It is important to note that the horizontal and vertical transitions between fat clay and lean clay were not defined by the limited testing performed for this evaluation. The results of the laboratory testing are provided on the Grain Size Distribution Reports located in the Appendix. The foregoing discussion of soil conditions on this site represents a generalized soil profile as determined at the test boring locations. A more detailed description and supporting data for each test location can be found on the individual Soil Boring Logs. Groundwater Observations Groundwater observations were made during the drilling operations and in the open boreholes upon completion of the drilling operations. Groundwater was encountered in several of the borings during auger advancement at depths ranging between about 7.5 and 20± feet (EL and EL ±) below existing grade. Groundwater was not encountered within any of the open boreholes above the caved depths upon completion of drilling. The water levels noted during drilling were erratic between the borings, which is likely attributable to the relative density/consistency of the fine grained soils encountered. Long term monitoring of the water levels would be required to further define the groundwater levels along the project route. It should be noted that perched zones of water may be present within the backfill materials associated with the existing utility trenches and/or within the base course section. It must be recognized that groundwater levels fluctuate with time due to variations in seasonal precipitation, lateral drainage conditions, and soil permeability characteristics. EVALUATION AND RECOMMENDATIONS Existing Pavement Section The existing asphalt pavement observed along the project route is considered to be in generally poor condition with respect to serviceability and structural integrity. The existing pavement section at the borings generally consisted of 2 to 5± inches of asphalt, overlying 5 to 8± inches of crushed stone base course. The existing base course may be reused, provided there is adequate layer thickness, and that excessive fines intrusion has not occurred. The suitability for reuse of the existing materials should be verified prior to or at the time of construction. It is anticipated that a structural layer coefficient (a) of 0.14 can be used for both the existing aggregate base and existing HMA layer, if properly pulverized/recycled as additional base material. The WisDOT Standard Specifications referenced above, and in the following sections, refers to the State of Wisconsin Standard Specifications for Highway and Structure Construction, latest edition, with current interim specifications.

11 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 7 Pavement Subgrade Analysis On the basis of the data obtained in the exploration, the subgrade soils encountered immediately below the pavement section at the borings along the project route generally consisted of a combination of natural lean clay, fat clay, buried topsoil materials, and existing fill/possible fill materials, consisting of a combination of lean clay and silty sand. Based on the results of laboratory testing performed on representative samples of the anticipated pavement subgrade materials from B-2 and B-11, the subgrade materials have been classified as either A-6 or A-7-6 by the AASHTO classification system, which are generally rated as poor in applications for pavement subgrade. These soils are also generally poorly drained, can exhibit low bearing support when wet, and are considered to have moderate shrink-swell potential and high frost susceptibility. Although granular soils, with more favorable design values, are present along portions of the roadway subgrade or may be used to raise grades, the pavement design parameters included herein have been based upon the poorer A-6/A-7-6 subgrade soils that exist along the project route. Analysis of the visual soil classifications and laboratory testing information has been made in determining pertinent engineering properties of the subgrade soils. Based on the engineering properties determined from the subgrade soils tested, and with proper subgrade preparation and drainage, the following pavement subgrade design coefficients are recommended for pavement section thickness design along the roadway alignment. These values are representative of the support conditions exhibited by the anticipated clay subgrade materials. All fill used to raise grades or replace unsuitable materials must have equal or greater support characteristics. PAVEMENT SUBGRADE DESIGN COEFFICIENTS SOIL PARAMETER VALUE AASHTO Soil Classification A-6 to A-7-6 Drainage Poor Shrink/Swell Potential Moderate Design Frost Index F-3 to F-4 Design Group Index 12 Soil Support Value 4.2 Estimated Resilient Modulus (Mr) 3,000 psi Estimated Subgrade Modulus (k) 150 pci Pavement Reconstruction The existing clay subgrade soils are generally rated as poor for pavement subgrade support, due to their sensitivity to moisture and potential volume changes from freeze-thaw cycles and moisture fluctuation. Typically, it is recommended that deposits of these soils be removed from beneath pavements due to their high fines content, poor drainability, and potential volume changes from freeze/thaw and/or moisture fluctuations. However, the removal and

12 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 8 replacement of these soils along the entire project is not considered to be economically feasible. Therefore, reconstruction of the pavement on the existing subgrade soils will require a somewhat thicker pavement section, as well as drainage improvements. The existing subgrade soils can be used for pavement support, provided the subgrade is properly evaluated and any unsuitable support areas are replaced, prior to construction of the new pavement section. In addition, due to the frost susceptible subgrade materials encountered along the project route, it will be necessary to control surface runoff and water seepage, as well as performing routine pavement maintenance. Recommendations for subgrade preparation are provided in the following sections of this report. Selective Subgrade Removal and Replacement The existing fill and natural soils can be used as the pavement subgrade, provided the soils are evaluated and prepared as discussed in this report. However, removal of buried topsoil deposits, where encountered, is recommended. Isolated zones of unsuitable fill and/or natural materials may also be encountered; therefore, some removal and replacement of these soils may be required. In addition, portions of the soils along the project route are moisture sensitive and subject to substantial instability in the presence of water, especially when exposed to construction traffic. During wet and/or cool weather, softened subgrade soils can be expected to develop over large areas. This can result in the need for substantial drying times; significant reworking, drying, discing; and/or the necessity for removal and replacement with crushed stone or compacted structural fill. It must be noted that some future consolidation of the existing fill materials may occur due to traffic loads, the weight of the existing overburden, and any new fill soils. Therefore, some risk of isolated surface depressions, cracking, and more frequent and increased maintenance costs must be accepted for pavements constructed on such materials. It must be recognized that differential settlements and poorer pavement performance may also occur (resulting in a reduced life span). Site Drainage In general, the subgrade soils along the project route are considered to be poorly drained. Drainage action of the subgrade is dependent in part upon the amount of fines (silt and clay) present. Based on the results of the limited laboratory tests performed, the existing subgrade materials have relatively high fines contents (up to 69 percent passing the No. 200 sieve). The presence of fines decreases the drainability of a soil, and therefore, increases its sensitivity to moisture and frost, thereby resulting in increased instability. In addition, the proposed project is located in an area that experiences annual freezing cycles and the subgrade soils encountered have been classified as moderately to highly susceptible to frost action when free water is present. The detrimental effects of frost action on frost susceptible subgrade materials are manifested by non-uniform heave of pavements during winter months and/or the loss of strength of the

13 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 9 subgrade during thawing periods. In order to maintain a relatively dry subgrade condition and reduce the potential for frost action and volume change, it will be necessary to control surface runoff and water seepage as complete removal and replacement of the frost susceptible and moisture sensitive subgrade soils is typically not considered economically feasible. It is anticipated that a properly designed and installed underdrainage system will be adequate to control surface water infiltration and therefore minimize frost action. Therefore, standard pavement underdrainage, such as a drainage layer or underdrains, should be incorporated in the pavement reconstruction, so that a relatively dry subgrade condition is maintained. Drainage layers consisting of pervious (free draining) granular subbase materials with longitudinal collector drains connected to drainage outfalls or to the storm sewer (if present) is one method, which can be considered. Underdrains should be installed per Section 612 of the Standard Specifications Utility Work The subgrade soils encountered beneath the pavement in the borings completed generally consisted of natural very stiff to hard cohesive soils, overlying dense to extremely dense granular soils, which contained some cobbles. Auger penetration refusal was encountered above the planned boring depth at several of the boring locations at depths of about 8 to 17.5± feet. The presence of cobbles, boulders, and/or possible weathered bedrock was confirmed by rotary rock coring within B-7A, B-10A, and B-11A. Based on the soils encountered in the borings and typical utility bearing depths generally below about 6 feet, the bearing soils are expected to consist of natural very stiff to hard cohesive, and natural dense to extremely dense granular soils with intermixed cobbles to the refusal depths. Such soils are considered suitable for support of the planned utility construction. Utility piping, manholes and other structures supported on the natural very stiff to hard clay, and dense to extremely dense granular 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 7.5 to 20± feet. Therefore, dewatering within utility excavations is expected within excavations extending below depths of about 7.5 to 20± feet. CONSTRUCTION CONSIDERATIONS Pavement Subgrade Preparation Subgrade preparation will require the removal of the existing pavement. If elected, pulverization of the existing pavement should be performed with suitable equipment and to a depth that extends through the existing HMA surface and into the existing base, but not into the underlying subgrade soils. This will likely require adjustment of the pulverizing depth and should be monitored to prevent intermixing the silty and clayey subgrades into the recycled

14 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 10 base material. Asphalt millings and the existing base course have the potential for reuse as aggregate base, if properly separated from the existing subgrade materials. After removal of the existing asphalt pavement, base course, and any buried topsoil, unsuitable fill and/or natural soils, the exposed subgrade should be prepared as outlined in Section 211 of the WisDOT Standard Specifications. The subgrade should be thoroughly proofrolled to detect unstable, yielding or unsuitable soils, which must be removed or improved by appropriate preparation and compaction techniques. Scarification and drying of unsuitable soils, or removal and replacement with suitable fill, are two methods, which can be considered, but this should be determined at the time of construction by a qualified soils engineer. Additionally, any near surface buried organic topsoil underlying the pavement section must be removed. Low areas may then be raised to the planned grades with suitable properly compacted fill, where necessary. In areas where isolated wet, soft or yielding subgrade conditions are encountered during subgrade preparation, or a stable subgrade cannot be obtained, selective excavation below subgrade (EBS) and replacement may be required for proper support of new fills, or pavement reconstruction. Excavation below subgrade (EBS) should be performed as outlined in Section 205 of the WDOT Standard Specifications. The necessity and ultimate extent of undercutting will be dependent upon the moisture condition and stability of the exposed subgrade at the time of construction. In areas of EBS, limited excavation below subgrade to a depth of 1 to 3 feet and replacement with select granular fill can generally be used to improve the stability of the subgrade. It must be recognized that soil stability is dependent on such factors as soil type and moisture content, weather conditions at the time of construction, and also construction disturbance. Thus, the necessity of EBS generally must be determined in the field at the time of construction, based upon observations made during subgrade preparation. If relatively wet or somewhat unstable inorganic soils are encountered below EBS, it may be necessary to use an SAS (Subgrade Aggregate Separation) geotextile fabric and/or a select crushed material for stabilization (such as that specified in Section 312 of the WisDOT Standard Specifications) before placing backfill soils. The SAS geotextile fabric used in this application should meet the physical requirements identified in Section 645 of the WisDOT Standard Specifications, and shown in the following table. Test Units Values Grab Tensile Strength N 750 min. Puncture Strength N 300 min. Apparent Opening Size um 212 max. Permittivity s min. The fine-grained soils present within the subgrade are considered sensitive to moisture and construction activity; therefore, every effort should be made to prevent ponding during reconstruction operations and maintain a relatively dry and stable working subgrade. If the soils become disturbed, removal and replacement may be required.

15 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 11 Borrow Material As indicated by the client, only minor grade changes are anticipated along the project route. Generally, granular material with limited fines is recommended for use in regrading, or to replace unsuitable soils, such as a granular fill meeting Grad. No. 2 specified in Section 209 or those specified in Section 305 of the Standard Specification for ¾-inch to 1¼-inch materials. The existing base course and/or recycled asphaltic pavement materials may also be used to balance grades, and are generally considered suitable for such purposes. However, clay and silt soils are not considered suitable for such purposes. All fill used must have subgrade design coefficients equal to or greater than those previously specified. Fill Placement and Compaction Fill should be placed in layers of not more than 9 inches in loose thickness before compaction, except that when the fill consists of well-graded granular material and the compaction equipment is adequate for such purpose, the loose layer thickness may be increased to a maximum of 12 inches. Each lift must be compacted to a density of at least 95 percent of the maximum dry density as determined by ASTM designation D-698. Proper moisture control is essential to reduce the amount of compactive effort necessary to achieve the desired densities. This is especially true of silty and clayey soils, where scarification and aeration may be required to achieve near-optimum moisture levels prior to compaction. It is recommended the fill soils be placed at moisture contents within a few percent of their optimum moisture content. Depending upon seasonal moisture conditions, some drying and/or reworking of these fine-grained soils may be necessary prior to placement. The selection of fill materials for various applications should be done in consultation with the soils engineer. Similarly, the evaluation of the subgrade preparation, and placement and compaction of fill for structural application should be monitored and tested by a qualified representative of the soils engineer. Compaction testing is recommended to ensure that the pavement subgrade materials develop the subgrade design coefficients previously specified for adequate pavement section thickness design. Compaction should be performed with equipment suitable for such purpose, such as a sheepsfoot roller for clayey soils, and a vibratory smooth drum roller for granular material. Groundwater Considerations The groundwater level at the time of the exploration is considered to have been at depths ranging between about 7.5 and 20± feet (EL and EL ±). As previously noted, groundwater levels can vary with time and between boring locations from the estimates made at the time of the exploration. Perched water may be encountered within the existing fill materials and zones of more permeable granular soils which are underlain by less permeable cohesive and very dense granular soils.

16 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 12 Based upon the groundwater observations, no major problems with water are expected for the roadway reconstruction. However, on the basis of the estimated utility excavation depths, some difficulty with groundwater may be experienced during utility excavation work. If excavations extend only a few inches or so below the groundwater, it is expected that filtered sump pumps or other conventional means should suffice to control the groundwater. However, for deeper excavations, or for substantial perched zones, prolonged dewatering with a series of sumps or well points and high capacity sump pumps, or other more comprehensive means may be necessary to facilitate construction. Since the subgrade soils are subject to softening when exposed to free moisture, every effort should be made to keep excavations 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. Excavation Considerations Considering the presence of intermixed zones of granular soils along the project route, excavation bank stability problems will occur, especially in the presence of water. Sloping, shoring or temporary bracing will therefore be needed to control excavation bank instability. Substantial sloughing and caving should be expected within unprotected excavations, especially encroaching upon perched zones or the long term groundwater level. Provisions for shoring and bracing of all excavation trenches must be in accordance with OSHA and local building codes to maintain worker safety. Proper care must be taken to protect the integrity of nearby pavements and other structures during construction. Excavations in close proximity to existing structures or other improvements must be performed with caution and utilize methods which will prevent undermining and destabilizing of such improvements. The use of properly designed shoring and bracing, sheet piling, or underpinning of existing structures will be necessary if excavation is performed near and/or below existing improvements. This must be performed by an experienced specialty contractor. Due to the presence of very dense to extremely dense soils, which contain zones of cobbles and/or boulders, difficulty digging and longer excavation times will likely be experienced with increasing depth in most areas. The potential presence of weathered bedrock at a depth of about 17± feet in boring B-11A was confirmed by rotary rock coring methods, and may be present in other portions of the project area, based on the auger penetration refusal encountered in other borings performed for this exploration. Substantial excavation difficulties and rock removal is anticipated to be necessary in some areas, as possible weathered bedrock appears to be present above the planned boring depths along portions of the project. It should be recognized that the bedrock surface can vary significantly over relatively short distances; therefore, some variation in the depths to bedrock should be expected between and beyond boring locations. Based on the results of the borings and subsequent rock coring, it is anticipated that utility excavation work will likely be feasible through the use of a ripping tooth and backhoe excavation methods. However, it may be necessary to fracture portions of weathered bedrock and/or bedrock, if encountered, by pre-blasting, prior to excavation of the overburden soils, or

17 Subsurface Exploration and Subgrade Evaluation Proposed North Main Street Reconstruction (Contract 14-02) MES Project No Page 13 by hydraulic hammer or other rock removal methods within the excavations. If blasting is performed, it is recommended that an experienced specialty contractor be utilized. Blasting can cause noise, vibration disturbance, and/or damage to neighboring buildings, utilities, or other structures, and must be performed using extreme caution. Subgrade Frost Action The proposed reconstruction project is located in an area that experiences annual freezing cycles and the subgrade soils encountered have been classified as highly susceptible to frost action when free water is present. Therefore, some frost movement should be expected. GENERAL COMMENTS This geotechnical exploration and subgrade analysis has been prepared to aid in the evaluation of the soil conditions on this site. The recommendations presented herein are based on the available soil information and the preliminary design information provided. Any changes in the design information should be brought to the attention of the soils engineer to determine if modifications in the recommendations are required. The final design plans and specifications should also be reviewed by the soils engineer to determine that the recommendations presented herein have been interpreted and implemented as intended. This geotechnical study has been conducted in a manner consistent with that level 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 have 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 soils engineer, to test and evaluate the subgrade stability, bearing capacities, and the selection, placement and compaction of controlled fills. The Wisconsin DOT Standard Specifications for Highway and Structure Construction can also serve as a guide in implementing the subgrade preparation and other earthwork operations.

18 Figure 1 Boring Location Diagram APPENDIX A

19 A 1723A CENTRAL CENTRAL ST ST JEFFERSON JEFFERSON ST ST N N MAIN MAIN ST ST HURON AVE HURON AVE A 1631A A 1707A A!> 4 W MURDOCK AVE W MURDOCK AVE !> B-6 I:\Engineering\2014 CONTRACTS\14-02 N Main St Reconst\Geotechnical Work\Soil Boring Diagram - 1.mxd!> B-1!> B-2!> B-3 B-4 W BENT AVE W BENT AVE!> B-5 Soil Boring Diagram Contract N. Main Street (Murdock to New York) Legend Soil Borings (Elevation)!> B-1 (762.6')!> B-2 (762.1')!> B-3 (761.4')!> B-4 (761.1')!> B-5 (760.6')!> B-6 (760.1') Ü Feet City of Oshkosh Engineering Division This map is neither a legally recorded map nor a survey and it is not intended to be used as one. Mapped soil borings do not reflect exact locations in field. This drawing is a compilation of records, data and information located in various city, county and state offices and other sources affecting the area shown and it is to be used for reference purposes only. The City of Oshkosh is not responsible for any inaccuracies herein contained. If discrepancies are found, please contact the City of Oshkosh.

20 CENTRAL ST CENTRAL ST W NEVADA AVE B-7A B-7!>!> N MAIN ST N MAIN ST B-8!> B-9AB-9!> E NEVADA AVE JEFFERSON ST JEFFERSON ST HARRISON HARRISON ST MMT VERNON ST MT MT VERNON VERNON ST ST Soil Boring Diagram Contract N. Main Street (Murdock to New York) Legend Soil Borings (Elevation)!> B-7 (759.0')!> B-7A (758.9')!> B-8 (758.7')!> B-9 (758.1') Ü W CUSTER AVE B-10 B-10A!>!> E CUSTER AVE!> B-9A (758.1')!> B-10 (757.5')!> B-10A (757.5') Feet !> B-11 (758.0') B-11A B-11!>!>!> B-11A (757.7')!> B-12 (758.1')!> B-12A (757.8')!> B-13 (758.5') CENTRAL ST CENTRAL ST B-12A!> B-12!> W TENNESSEE AVE E TENNESSEE AVE B-13AB-13!> B-14!> B-14A!> I:\Engineering\2014 CONTRACTS\14-02 N Main St Reconst\Geotechnical Work\Soil Boring Diagram - 2.mxd JEFFERSON ST JEFFERSON ST!> B-13A (758.5')!> B-14 (758.9')!> B-14A (758.8') City of Oshkosh Engineering Division This map is neither a legally recorded map nor a survey and it is not intended to be used as one. Mapped soil borings do not reflect exact locations in field. This drawing is a compilation of records, data and information located in various city, county and state offices and other sources affecting the area shown and it is to be used for reference purposes only. The City of Oshkosh is not responsible for any inaccuracies herein contained. If discrepancies are found, please contact the City of Oshkosh.

21 Soil Boring Logs APPENDIX B

22 SOIL BORING LOG: B - 1 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 3-inches of ASPHALT Pavement, over 6-inches of gray Crushed STONE (BASE COURSE) Dark brown Lean CLAY, with sand and gravel, moist (POSSIBLE FILL) SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS Reddish brown Lean CLAY, with sand and gravel, moist 1-SS SS Brown Sandy SILT, with gravel and occasional cobbles, moist 3-SS* 50/5" SS Brown to grayish brown Gravelly SAND, with silt and occasional cobbles, moist 5-SS SS* 50/2" Brown Silty Fine SAND, wet v SS Gray SILT, with sand, gravel, and occasional cobbles, wet 8-SS* 50/3" SS* 50/S5" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 15± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 10± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

23 SOIL BORING LOG: B - 2 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 15, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 6-inches of gray Crushed STONE (BASE COURSE) Reddish brown to brown Fat CLAY, with sand, trace gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS LL=54; PI=36 %P200= Brown Sandy SILT, with gravel, moist 2-SS Brown Silty SAND, with gravel and occasional cobbles, moist SS SS Brown to grayish brown Sandy SILT, with gravel and occasional cobbles moist 5-SS SS* 50/3" SS* 50/3" Brown Silty Fine SAND to Sandy SILT, wet 8-SS 50/3" 20 v Gray SILT, with sand, gravel and occasional cobbles, wet SS 50/4" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 17.5± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 15± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

24 SOIL BORING LOG: B - 3 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 3-inches of ASPHALT Pavement, over 8-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown Lean CLAY, with gravel, trace sand, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS Brown SILT, with sand and gravel, moist 2-SS Brown Sandy SILT, with gravel and occasional cobbles, moist 3-SS SS 89/10" SS 50/3" Gray SILT, with sand, gravel, and occasional cobbles, moist 6-SS 85/11" SS* 50/S5" SS* 50/S5" SS* 50/S5" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 10± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

25 SOIL BORING LOG: B - 4 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 15, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 5-inches of ASPHALT Pavement, over 6-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown to brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS Reddish brown Lean CLAY, trace gravel, moist 2-SS Brown to grayish brown Sandy SILT to Silty SAND, with gravel and occasional cobbles, moist to wet 3-SS SS 50/3" SS* 50/4" (Sample 6-SS was relatively wet) 6-SS 50/5" 15 v Gray SILT, with sand, gravel, and occasional cobbles, moist SS 50/4" SS 50/4" SS 50/4" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 13± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 15± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

26 SOIL BORING LOG: B - 5 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 5-inches of ASPHALT Pavement, over 5-inches of grayish brown Crushed STONE (BASE COURSE) Reddish brown to brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS Reddish brown Lean CLAY, with gravel, trace sand, moist 2-SS SS** Brown to grayish brown Sandy SILT, with gravel and occasional cobbles, moist 4-SS SS* 50/S5" Gray SILT, with sand, gravel, and occasional cobbles, moist 6-SS* 50/5" SS* 50/3" SS* 50/4" SS* 50/S4" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 10± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

27 SOIL BORING LOG: B - 6 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 15, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 5-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS SS Brown Sandy SILT, with gravel and occasional cobbles, moist 3-SS SS 50/5" SS 50/5" Gray SILT, with sand, gravel, and occasional cobbles, moist 6-SS** 50/S3" SS* 50/2" SS** 50/S2" SS 50/4" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 12± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

28 SOIL BORING LOG: B - 7 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 6-inches of dark gray Crushed STONE (BASE COURSE) Dark gray Clayey SILT, with sand, trace gravel, moist (BURIED TOPSOIL) Reddish brown to brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) 1-SS 9 9 REMARKS SS SS Brown Sandy SILT, with gravel and occasional cobbles, moist 4-SS* 50/3" SS 87/10" AUGER REFUSAL ON COBBLES OR 12± FEET END OF 12± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 8± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

29 SOIL BORING LOG: B - 7A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 18, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 12± FEET, WHERE AUGER PENETRATION REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 17± FEET; AFTER WHICH, DRILLING AND SAMPLING RESUMED Gray to dark gray LIMESTONE COBBLES, and/or BOULDERS, damp Gray to grayish brown SILT, with sand, gravel, and cobbles, moist to wet NQ-CORE % Recovery=40; RQD= (Sample 1-SS was relatively wet) v SS 89/10" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 20± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 12± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 5± feet northwest of boring B-7. Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

30 SOIL BORING LOG: B - 8 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 15, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 2-inches of ASPHALT Pavement, over 8-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown to brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS SS Dark brown to brown Lean CLAY, trace sand and gravel, moist 3-SS 56/10" SS* SS Gray SILT, with sand, gravel, and occasional cobbles, moist to wet v (Sample 6-SS was relatively wet) 6-SS 85/11" SS 50/4" SS* 50/S4" SS* 50/S3" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 12.5± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 14± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

31 SOIL BORING LOG: B - 9 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 6-inches of gray Crushed STONE (BASE COURSE) Reddish brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS SS SS Brown SILT, with sand, trace clay, moist to wet v Grayish brown Sandy SILT, with gravel and occasional cobbles, moist 4-SS SS AUGER REFUSAL ON COBBLES OR 11.5± FEET END OF 11.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 7.5± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 5± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

32 SOIL BORING LOG: B - 9A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 16, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 12.5± FEET, WHERE SAMPLING RESUMED Gray Sandy SILT, with gravel and occasional cobbles, moist 1-SS 87/8" SS** 50/S1" Gray SILT, with sand, gravel and occasional cobbles, moist SS 50/4" SS 50/3" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 14± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 5± feet northwest of boring B-9. **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

33 SOIL BORING LOG: B - 10 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 17, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 8-inches of grayish brown Crushed STONE (BASE COURSE) Brown Silty Fine SAND, trace clay and gravel, moist (FILL) SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS Reddish brown Lean CLAY, with sand and gravel, moist 1-SS SS* Reddish brown Lean CLAY, trace sand and gravel, moist SS Brown to grayish brown Sandy SILT, with gravel and occasional cobbles, moist to wet 4-SS* 99/7" (Sample 5-SS was relatively wet) v SS Brown to grayish brown Silty CLAY, with gravel, moist SS 87/10" Varved brown to grayish brown Silty CLAY, moist SS AUGER REFUSAL ON COBBLES OR 17.5± FEET END OF 17.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 10± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 12± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

34 SOIL BORING LOG: B - 10A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 22, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 16± FEET, WHERE AUGER PENETRATION REFUSAL OCCURRED. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 20± FEET Gray LIMESTONE Cobbles or Boulders Gray SAND and GRAVEL, with silt and few cobbles, moist (Medium to Coarse Sand retrieved from wash return) NQ-CORE % Recovery=35; RQD= Gray LIMESTONE Cobbles or Boulders END OF BORING/CORE 20± FEET FIELD OBSERVATIONS: Water Level during drilling : N/A Water Level upon completion : N/A Caved at upon completion : N/A v ADDITIONAL COMMENTS: Boring was offset 10± feet south of boring B-10. Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

35 SOIL BORING LOG: B - 11 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 17, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 2-inches of ASPHALT Pavement, over 6-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown to brown Lean CLAY, with sand, trace gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) 1-SS* SS REMARKS LL=39; PI=23 %P200= Reddish brown Lean CLAY, moist Gray SILT, trace sand, moist 3-SS Brown Sandy SILT, with gravel, occasional cobbles, trace clay, moist 4-SS 70/9" AUGER REFUSAL ON COBBLES OR 11± FEET END OF 11± FEET 5-SS* 50/S4" FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 7± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

36 SOIL BORING LOG: B - 11A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 18, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 12.5± FEET, WHERE SAMPLING RESUMED. AUGER PENETRATION REFUSAL THEN OCCURRED AT 16.5± FEET. ROCK CORING EQUIPMENT WAS THEN SET-UP AND PERFORMED TO A DEPTH OF 22± FEET Gray Clayey SAND, with gravel and occasional cobbles, moist 1-SS* 76/10" SS** 50/S2" Red GRANITE Cobble Gray LIMESTONE Cobbles, with zones of gravel, and sand and silt infilling of voids (POSSIBLE WEATHERED BEDROCK) NQ-CORE % Recovery=40; RQD= END OF BORING/CORE 22± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : N/A Caved at upon completion : 12± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 5± feet northwest of boring B-11. *Poor sample recovery **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

37 SOIL BORING LOG: B - 12 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 17, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 2-inches of ASPHALT Pavement, over 8-inches of dark gray Crushed STONE (BASE COURSE) Black to dark gray Clayey SILT, trace sand, organics and wood matter, moist (BURIED TOPSOIL) Reddish brown Lean CLAY, with sand and gravel, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) 1-SS* REMARKS SS SS Reddish brown Lean CLAY, moist SS Brown to gray SILT, trace sand, wet 5-SS v Varved reddish brown to grayish brown Silty CLAY, trace gravel, moist 6-SS Grayish brown Clayey SAND, with gravel, moist SS AUGER REFUSAL ON COBBLES OR 17.5± FEET END OF 17.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 10.5± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 14± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

38 SOIL BORING LOG: B - 12A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 22, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 20± FEET, WHERE SAMPLING RESUMED Gray Sandy SILT, with gravel and occasional cobbles, moist AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS OR POSSIBLE 20.5± FEET END OF 20.5± FEET 1-SS* 67/5" FIELD OBSERVATIONS: Water Level during drilling : Not enountered v Water Level upon completion : Dry Caved at upon completion : 15± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 10± feet north of boring B-12. *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

39 SOIL BORING LOG: B - 13 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 17, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 4-inches of ASPHALT Pavement, over 8-inches of dark gray Crushed STONE (BASE COURSE) Reddish brown to brown Sandy SILT, with gravel, trace clay, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS SS Reddish brown Lean CLAY, with sand and gravel, moist 2-SS SS Reddish brown Lean CLAY, moist SS Gray to dark gray SILT, trace sand, wet v SS AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES OR 12.5± FEET 6-SS** 50/S0" END OF 12.5± FEET FIELD OBSERVATIONS: Water Level during drilling : 10± feet below ground surface (EL ±) v Water Level upon completion : Dry Caved at upon completion : 9± feet below ground surface (EL ±) ADDITIONAL COMMENTS: **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

40 SOIL BORING LOG: B - 13A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 22, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 12.5± FEET, WHERE SAMPLING RESUMED Grayish brown Sandy SILT, with gravel, occasional cobbles, and trace clay, moist 1-SS* 50/4" Grayish brown Silty CLAY, with gravel, occasional cobbles, and trace sand, moist 2-SS SS* 50/3" AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES, BOULDERS, OR POSSIBLE 20.5± FEET 4-SS** 50/S3" END OF 20.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 9± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 5 feet south of boring B-13. *Poor sample recovery **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

41 SOIL BORING LOG: B - 14 Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 17, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: ": 5-inches of ASPHALT Pavement, over 8-inches of dark gray Crushed STONE (BASE COURSE) Dark gray Clayey SILT, with sand, moist (BURIED TOPSOIL) Reddish brown to brown Lean CLAY, with sand, moist SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) 1-SS REMARKS Reddish brown Sandy CLAY, with gravel and pockets of sand, moist 2-SS Reddish brown Lean CLAY, with sand, trace gravel, moist SS AUGER AND SAMPLER PENETRATION REFUSAL ON COBBLES OR 8± FEET END OF 8± FEET 4-SS* 50/S5" FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 5± feet below ground surface (EL ±) ADDITIONAL COMMENTS: *Poor sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

42 SOIL BORING LOG: B - 14A Project: Proposed North Main Street Reconstruction Project No.: Location: New York Avenue to Murdock Avenue Drill Date: July 22, 2013 DEPTH/EL. VISUAL SOIL CLASSIFICATION (feet) GROUND SURFACE ELEVATION: SAMPLE N Qp Qu MC NO. (bpf) (tsf) (tsf) (%) REMARKS BORING DRILLED WITHOUT SAMPLING TO A DEPTH OF 10± FEET, WHERE SAMPLING RESUMED Brown to grayish brown Sandy SILT, with gravel and occasional cobbles moist 1-SS* 50/2" SS* 50/S4" Gray Silty CLAY, with sand, gravel, and occasional cobbles, moist 3-SS* 50/1" SS** 50/S2" SS 92/8" END OF 21.5± FEET FIELD OBSERVATIONS: Water Level during drilling : Not encountered v Water Level upon completion : Dry Caved at upon completion : 10± feet below ground surface (EL ±) ADDITIONAL COMMENTS: Boring was offset 15± feet south of boring B-14. *Poor sample recovery **No sample recovery Note: Lines of stratification represent an approximate boundary between soil types. Variations may occur between sampling intervals and/or boring locations. Transitions may also be gradual.

43 Table 1 Summary of Subsurface Conditions APPENDIX C

44 TABLE 1 - SUMMARY OF SUBSURFACE CONDITIONS North Main Street Reconstruction Existing Pavement Section Depth to Ground Boring Depths Pavement Base Course Bottom of Surface Planned Actual Thickness Thickness Fill/BTS Native Soil Depth of Refusal Boring No. EL. feet EL. feet EL. Type (inches) (inches) (feet) Classifications feet EL. B HMA LC; S$; GS; $S ;$ NR NR B HMA 4 6 N/A FC; S$; $S; $ NR NR B HMA 3 8 N/A LC; $; S$ NR NR B HMA 5 6 N/A LC; S$; $S; $ NR NR B HMA 5 5 N/A LC; S$; $ NR NR B HMA 4 5 N/A LC; S$; $ NR NR B HMA C$; LC; S$ B-7A* HMA C/B; $ B HMA 2 8 N/A LC; $ NR NR B HMA 4 6 N/A LC; $; S$ B-9A HMA S$; $ NR NR B HMA LC; S$; $C B-10A* HMA C/B B HMA 2 6 N/A LC; $; S$ B-11A* HMA CS; C/B B HMA LC; $; $C; CS B-12A HMA S$ NR NR B HMA 4 8 N/A S$; LC; $ B-13A HMA S$; $C NR NR B HMA LC; SC B-14A HMA S$; $C NR NR Abbreviations: LC Lean Clay $S Silty Sand FC Fat Clay GS Gravelly Sand $C Silty Clay C/B Cobbles and/or Boulders SC Sandy Clay NR: Refusal not experienced above the planned boring depth $ Silt HMA: Hot Mix Asphalt S$ Sandy Silt BTS: Buried Topsoil CS Clayey Sand * Rock coring performed to confirm presence of bedrock or penetration refusal Note: This table is intended to provide a brief overview of the Soil Boring Logs completed along the above-referenced street, and should not be considered as a substitute for the actual Boring Logs. Each log contains a detailed description of the subsurface conditions encountered at each location, and should be read in conjunction with the respective Table.

45 Laboratory Data Sheets APPENDIX D

46 Grain Size Distribution Report in. - 1½ in. - 1 in. - ¾ in. - ⅜ in. - #4 - #10 - #40 - #100 - # PERCENT FINER GRAIN SIZE (mm) % Cobbles ( 3") % Gravel % Sand Coarse Fine Coarse Medium Fine % Fines 69.2 Sieve Size 3/4" 3/8" #4 #10 #40 #100 #200 Percent Finer Specified Gradation* Pass? (X=No) Soil Description: Atterberg Limits: PL = 18 Reddish brown to brown Fat CLAY, with sand, trace gravel Coefficients: D 85 = 0.44 D 60 = D 30 = D 15 = C u = C c = LL = 54 PI = 36 D 50 = D 10 = Classifications: USCS = CH AASHTO = A-7-6 Remarks: * No specification provided CLIENT: City of Oshkosh SAMPLE NO: 1 DATE: 7/26/2013 PROJECT: North Main Street Reconstruction SAMPLE SOURCE: B-2 EL./DEPTH: -1 to 3 ft PROJECT NO: PROPOSED USE: Pavement subgrade SAMPLED BY: GW Tested By: KD QA/QC By: RJP

47 Grain Size Distribution Report in. - 1½ in. - 1 in. - ¾ in. - ⅜ in. - #4 - #10 - #40 - #100 - # PERCENT FINER GRAIN SIZE (mm) % Cobbles ( 3") % Gravel % Sand Coarse Fine Coarse Medium Fine % Fines 66.1 Sieve Size 3/4" 3/8" #4 #10 #40 #100 #200 Percent Finer Specified Gradation* Pass? (X=No) Soil Description: Atterberg Limits: PL = 16 Reddish brown to brown Lean CLAY, with sand, trace gravel LL = 39 Coefficients: D 85 = 2.19 D 60 = D 30 = D 15 = C u = C c = PI = 23 D 50 = D 10 = Classifications: USCS = CL AASHTO = A-6 Remarks: * No specification provided CLIENT: City of Oshkosh SAMPLE NO: 2 PROJECT: North Main Street Reconstruction SAMPLE SOURCE: B-11 PROJECT NO: PROPOSED USE: Pavement subgrade DATE: 7/26/2013 EL./DEPTH: -1 to 3 ft SAMPLED BY: GW Tested By: KD QA/QC By: RJP