GEOTECHNICAL EXPLORATION REPORT. For the

Transcription

1 GEOTECHNICAL EXORATION REPORT For the Proposed North th Street to North 8 th Street Milwaukee, Wisconsin Prepared for: Housing Authority of the City of Milwaukee 89 North Broadway Prepared by: () - () -7 PSI Report Number: 9R November 7,

2 November 7, Housing Authority of the City of Milwaukee 89 North Broadway Milwaukee, Wisconsin, Attn: Mr. Michael A. Stancl, AIA Housing Construction Project Manager Re: Geotechnical Exploration Report Proposed North th Street to North 8 th Street Milwaukee, Wisconsin PSI Report No. 9R Dear Mr. Stancl: (PSI) is pleased to submit our Geotechnical Exploration Report for the proposed Westlawn Gardens Phase II Redevelopment project located in Milwaukee, Wisconsin. This report includes the results of field and laboratory testing, recommendations for foundations, floor slabs, and pavements, as well as general site development recommendations. PSI appreciates the opportunity to perform this geotechnical study and we look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further service, please contact our office. PSI 8 Corporate Drive Waukesha, Wisconsin Fax --7

3 TABLE OF CONTENTS Page No. PROJECT INFORMATION... Project Authorization... Project Description... Purpose and Scope of Services... SITE AND SUBSURFACE CONDITIONS... Site Location and Description... Subsurface Conditions... Groundwater Information... EVALUATION AND RECOMMENDATIONS... 8 Geotechnical Discussion... 8 Site Preparation... Backfill for Former Basement Excavations... Foundation Recommendations... Below Grade Wall Recommendations... 9 Floor Slab Recommendations... Exterior/Unheated Area Slabs... Seismic Site Class... Parking Lot and Driveway Pavement Recommendations... Pavement Drainage and Maintenance... CONSTRUCTION CONSIDERATIONS... Sensitive Soils/Weather-Related Concerns... Drainage and Groundwater Concerns... Excavations... Utilities Trenching and Backfilling... 7 GEOTECHNICAL RISK... 8 REPORT LIMITATIONS... 8 APPENDIX BORING LOCATION ANS (FIGURE AND FIGURE ) BASEMENT BACKFI DIAGRAM LOG OF BORINGS GROUNDWATER MONITORING WE CONSTRUCTION FORMS GEOTHERMAL WE CONSTRUCTION FORMS THERMAL CONDUCTIVITY TEST REPORT GENERAL NOTES.

4 Proposed, PSI Report No. 9R PROJECT INFORMATION Project Authorization The following Table summarizes, in chronological order, the Project Authorization History for the services performed and represented in this report by Professional Service Industries, Inc. (PSI): DOCUMENT AND REFERENCE NUMBER Request for Proposal PSI Proposal Number: 887 Notice to Proceed Via and purchase order CNI 89 DATE SOURCE OF REQUEST AUTHOR OR AGENT // Housing Authority of the City of Milwaukee (HACM) 7/8/ PSI Mr. Michael A. Stancl, AIA Paul J. Koszarek, P.E. David M. Barndt, P.E. 7// HACM Mr. David Flores Project Description Briefly, PSI understands that the project includes the redevelopment of approximately 7 acres within the City of Milwaukee. The project will include the construction of new townhomes, as well as the realignment of several city streets. The following Table lists the material and information provided for this project: DESCRIPTION OF MATERIAL PROVIDER/SOURCE DATE Schematic Boring Location Exhibit HACM 7/8/ Westlawn West Existing Site Plan with topography HACM 8// Slab-on-grade Exhibit for new structures Torti Gallas and Partners, Inc. 8// Based on the information provided to PSI, it is understood that approximately 8 townhomes are planned to be demolished and approximately 9 new structures constructed. The new buildings will consist of conventional residential and multi-family construction. Approximately 7 of the new buildings will be slab-on-grade structures, without basements. The rest of the new buildings are planned to contain basements. The buildings are planned to be supported by perimeter bearing walls and interior columns and bearing walls. Structural loads are estimated to be in the range of to kips/lineal foot for bearing walls and to kips per column for smaller structures. Larger structures are planned to have wall loads on the order of to kips/lineal foot and to kips for column loads. Floor loads are anticipated to be below psf. The finished first floor elevations of the new building were not known at the time of this report preparation. However, based on the overall flatness of the site, it is anticipated that finished floor elevations will be at or within ± feet of existing grades across the site. Based on the information provided by the client, it is understood that the

5 Proposed, PSI Report No. 9R basement floor slabs of the buildings constructed for the Westlawn Gardens Phase generally were about 9½± feet below the top of the finished first floor slab. Therefore, a resulting basement slab depth of 9½± feet below finished first floor was estimated for the buildings with basements in this evaluation. site work will include the construction of new asphalt pavements (driveways and parking lots) for residents of the newly constructed townhomes. PSI understands that these parking lots will be designed as light-duty pavements with less than, 8-kip design ESAL over a life expectancy period of years. The following Table lists the structural loads and site features that are required for or are the design basis for the conclusions contained in this report: STRUCTURAL LOAD/PROPERTY REQUIREMENT/DESIGN BASIS TOWNHOME BUILDINGS Maximum Column Loads kips R Maximum Wall Loads kips per lineal foot (klf) R Finished First Floor Elevation and Style Basement Floor Finished Floor Elevation Settlement Tolerances At or within ± feet existing grade/slab-ongrade (basements for some buildings) 9½± feet below existing grade (where basements are planned) -inch total; ¾-inch differential between adjacent columns MULTI-UNIT BUILDINGS Maximum Column Loads kips R Maximum Wall Loads kips per lineal foot (klf) R Finished First Floor Elevation and Style At or near existing grade/ slab-on-grade B Settlement Tolerances Pavement 8-kip ESAL (cycle & duration) Planned Grade Variations in Building Pad Areas (with basements) Planned Grade Variations at Surface of Site in Building Pad Area (without basements) Planned Grade Variations at Surface of Site in Proposed Parking Lot Areas -inch total; ¾-inch differential between adjacent columns PARKING LOT AND DRIVEWAY PAVEMENTS Light Duty/Heavy Duty,/, ESAL; with a life expectancy of years GRADING ± feet of cut (for basements) B ± feet of cut/fill (surface) B ± feet of cut/fill B R = Reported to PSI by Others B = Report has been prepared based on this parameter or loading in the absence of client supplied information at the time of this report The geotechnical recommendations presented in this report are based on the available project information, building locations, and the subsurface materials described in this B B B B B

6 Proposed, PSI Report No. 9R report. If the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site and develop geotechnical design criteria regarding foundations, floor slabs, and pavements for the proposed project. Subgrade preparation recommendations and construction considerations are also provided. PSI s scope of services included drilling a total of 9 soil borings, installing ground monitoring wells adjacent to of the completed test bore holes, select laboratory testing, and preparation of this geotechnical report. PSI s scope of services also included subcontracting the installation of three geothermal wells (G-, G- and G-) and specified ground loop to the requested depth of feet below ground surface. In addition, a thermal conductivity test was conducted at Geothermal Well No.. These services were subcontracted through PSI and performed by Sam s Well Drilling, Inc. The Well Construction Reports and results of the thermal conductivity test at Geothermal Well No. are enclosed in the Appendix. The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. ly, PSI did not provide any service to investigate or detect the presence of moisture, mold or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. SITE AND SUBSURFACE CONDITIONS Site Location and Description The project site is bounded by West Silver Spring Drive to the north, a property boundary about 7 feet south of West Custer Avenue to the south, North th Street to the east, and North 8 th Street to the west. This approximate 7-acre, rectangularshaped parcel of land has residential properties to the north and south; Browning School and Silver Spring Neighborhood Center to the east; and Blessed Savior North Campus to

7 Proposed, PSI Report No. 9R the west. The site is currently occupied by the existing Westlawn Gardens housing property. The site currently consists of approximately 8 residential buildings, paved roads, parking lots, and green space (grass and sporadic trees). The buildings typically contain basements. Topography of the site is generally flat. Surface elevations range from about EL. 8 To EL. 7± across the property, generally sloping gently from the west to the east. The site Latitude and Longitude is.79ºn and ºW, respectively. Subsurface Conditions The subsurface conditions were explored with 9 soil test borings to a requested depth of feet below existing ground surface. The borings were staked at the planned locations in the field by PSI. The locations are considered accurate to within a few feet. Offsets from the planned locations, if any, are listed on the boring logs. The approximate boring locations can be found in the Boring Location Plan within the Appendix of this report. The surface elevations shown on the logs were estimated by interpolation of one-foot topographic map of the property, provided to PSI by HACM. The elevations are considered accurate to within about foot and were also rounded to the nearest foot for the purposes of this report. The units of the elevations used in this report are listed in feet (MSL). The borings were advanced utilizing hollow-stem auger drilling methods and soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Upon completion, the borings were backfilled with bentonite chips. Representative soil samples were obtained from the soil borings and were returned to PSI s laboratory where they were visually classified using the Unified Soil Classification System (USCS) as a guideline. Further, PSI conducted limited laboratory testing on select soil samples to aid in identifying and describing the physical characteristics of the soils and to aid in defining the site soil stratigraphy. The results of the field exploration and laboratory tests were used in PSI s engineering analysis and in the formulation of our engineering recommendations. The surface materials at most of the borings consisted of about to inches of topsoil comprised of dark brown organic silt, with about to inches being the most the typical. As exceptions to the foregoing, the surface materials at B-9, B-, and B-77 through B-79 consisted of about to 8 inches of asphalt, underlain by about to 7 inches of aggregate base comprised of brown or dark brown crushed sand and gravel. Cohesive and granular fill soils were present below the surface materials at B- through B-, B- through B-, B-7, B-9, B-, B-, B-7 through B-, B-, B-, B-8 through B-, B-, B- through B-, B-, B-7, B-8, B-87, B-89, and B-9 to depths ranging from about to 8 feet (EL. 8½ to EL. 99±). In addition, cohesive and granular possible fill soils were present below the surface materials at B-, B-8, B-, B-, B-, B-, B-, B-7, B-8, B-77, B-88; and the fill at B-, B-, and B-; to depths ranging from about ½ to 8 feet (EL. 8 to EL. 9½±). The cohesive fill and possible fill soils generally consisted of brown or dark brown lean clay, silty clay, or sandy clay; with occasional varying amounts of intermixed topsoil in

8 Proposed, PSI Report No. 9R areas. contents of these soils ranged from about % to 8%, indicating a moist to very moist condition. The cohesive fill and possible fill soils exhibited variable characteristics. They were soft to hard in consistency, with estimated unconfined compressive strengths ranging from about ½ to 7½ tons per square foot (tsf), but more typically in the range of about ½ to ½ tons per square foot (tsf). The granular fill and possible fill soils were comprised of light brown or brown silt, clayey sand, and silty sand; with varying gravel content. contents of these soils ranged from about 9% to 8%, indicating a moist to very moist condition. Standard Penetration Tests (SPTs) on the granular fill and possible fill soils were variable, with loose to dense relative density, and Standard Penetration Resistances (N-values) ranging from about 7 to blows per foot (bpf). It should be noted that a deposit of topsoil fill comprised of dark brown to black organic clay was present within B- to a depth of about feet (EL. 9±). In addition, a layer of buried topsoil was present below the fill at B-89 to a depth of about ½ feet (EL. 8½±). contents of these soils ranged from about 8% to %, indicating a very moist condition. Organic content testing by the loss-on-ignition (LOI) method was performed on the topsoil fill at B-, and fill with intermixed topsoil and/or organics at B-8 and B-, at various depths. The moisture contents within these soils ranged from about % to 8%, indicating a very moist condition. The loss-on-ignition (LOI) testing performed on the selected samples indicated organic contents ranging from approximately.8% to 8.%. Typically, soils with organic contents greater than % are considered to be organic. Therefore, the topsoil fill at B- and fill with intermixed topsoil and/or organics at B-8 and B- are considered to be moderately organic. The following Table depicts the soil types, individual organic content results, moisture contents, and sample depths at each tested location. These results are also shown in the boring logs enclosed in the Appendix. BORING NO. SAME INTERVAL (FT)* SOIL TYPE MOISTURE CONTENT (%) ORGANIC CONTENT (%) B-8 to ½ Lean Clay, Little to Some Organics (Fill) 7.9 B- ½ to Organic Clay (Topsoil Fill) 8 8. B- to ½ Lean Clay with Intermixed Topsoil (Fill).8 *Below existing ground surface. Below the surficial topsoil at B-, B-, B-8, B-, B-, B-9, B-, and B-7; and the fill and possible fill at B-8, B-, B-7, and B-8; were natural granular soils generally consisting of light brown, brown, and gray silt and sand extending to depths ranging from about to feet (EL. 8½ to EL. 9±). It should be noted that difficult drilling due to very dense soils and the presence of possible cobbles and boulders was encountered at B-8 at depths ranging from about 8 to feet (EL. 8 to 89±). contents of these natural soils ranged from about % to 9%, indicating a moist to wet condition. Standard Penetration Tests (SPTs) on these natural granular soils indicated a loose to very dense relative density, with Standard Penetration Resistances (N-values) ranging from about 8 blows per foot (bpf) to blows for

9 Proposed, PSI Report No. 9R inches of split-spoon sampler penetration. However, N-values were most typically in the range of about to to 9 blows per foot (bpf). The underlying natural soils below the granular soils at B-8, B-, B-, B-8, B-, B-, B-, B-7, B-9, B-, B-8, and B-7, the buried topsoil at B-89, the fill and possible fill at the above described locations, and the surface materials at the remaining locations were predominantly cohesive; generally consisting of brown to gray lean clay with occasional intermixed sand and silt layers to the boring termination depths. contents of these soils ranged from about % to 8%, indicating a moist to wet condition. The gray coloration soils were noted to exhibit generally the higher moisture contents. The natural clay soils were stiff to hard in consistency, with estimated unconfined compressive strengths ranging from about ¼ to 9½ tons per square foot (tsf), but most typically in the range of about to ½ tons per square foot (tsf). The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples and laboratory test data. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on these boring logs. The samples that were not discarded during classification or altered by laboratory testing will be retained for days from the date of this report and then will be discarded. Groundwater Information Groundwater observations were made during the drilling operations, and in the open boreholes at completion. Groundwater was not encountered during drilling at most of the boring locations. However, as exceptions, groundwater was encountered during auger advancement within B-, B-7, B-, B-77, and B-78 at depths ranging from about ½ to feet (EL. 7 to EL. 8½±) below existing ground surface. Upon completion and removal of the augers, groundwater was present above the caved soils at B-, B-7, B-, and B-77, at depths ranging from about to feet (EL. 7 to EL. 8½±). The rest of the holes caved to varying depths upon withdrawal of the auger; therefore, observations could not be made below the caved depths. It should be noted that possible perched or trapped water was observed within B-, B-7, B-9, and B-8 at depths ranging from about ½ to feet (EL. 7½ to 88½±). The following Table shows the approximate depths and elevations where possible perched water was observed at the aforementioned boring locations. APPROXIMATE DEPTHS APPROXIMATE DEPTHS OF BORING OF POSSIBLE PERCHED POSSIBLE PERCHED NUMBER WATER (FEET) WATER (FEET MSL) B- to 7½± EL. 88½ to EL. 9±

10 Proposed, PSI Report No. 9R BORING NUMBER APPROXIMATE DEPTHS OF POSSIBLE PERCHED WATER (FEET) APPROXIMATE DEPTHS OF POSSIBLE PERCHED WATER (FEET MSL) B-7 8½ to ± EL. 77½ to EL. 79± B-9 8½ to ± EL. 7½ to EL. 77± B-8 ½ to ± EL. 87 to EL. 88½± As requested, groundwater monitoring wells were installed for this project within of the boring locations, chosen by PSI in consultation with the client and the project civil engineer. The groundwater monitoring wells were installed within continuous flight hollow stem augers. The wells consisted of -inch ID Schedule PVC pipes with - foot-long screened sections placed within the bottom of the wells. As exceptions to the foregoing, a -foot screen was installed at MW-8A, and foot screens were installed at B-8B, B-7, B-7, B-77, and B-8. Above the screened sections, the wells included a solid -inch ID riser with no screen. Well slot filter sand was placed within the annular well space of the screened intervals, and bentonite chips were then placed within the annular well space above the sand in the riser area to the ground surface. In addition to documenting water levels during and at completion of drilling operations within these selected groundwater monitoring well locations, depth to groundwater readings were recorded approximately one week after installing and pumping the groundwater monitoring wells. The following Table indicates the approximate depths and elevations to groundwater observed throughout the site during and at completion of drilling operations, and one week after completion of drilling operations at the selected groundwater monitoring well locations: BORING NUMBER APPROX DEPTH TO GROUNDWATER DURING DRIING OPERATIONS (FEET) APPROX ELEVATION OF GROUNDWATER DURING DRIING OPERATIONS (FEET MSL) APPROX DEPTH TO GROUNDWATER UPON COMETION OF DRIING APPROX ELEVATION OF GROUNDWATER UPON COMETION OF DRIING APPROX DEPTH TO GROUNDWATER ONE WEEK UPON COMETION OF GROUNDWATER MONITORING WE APPROX ELEVATION OF GROUNDWATER ONE WEEK UPON COMETION OF GROUNDWATER MONITORING WE OPERATIONS (FEET) OPERATIONS (FEET MSL) INSTAATION (FEET) INSTAATION (FEET MSL) MW-* Not Observed Not Observed Not Observed Not Observed 9. EL. 77± MW-8A* Not Observed Not Observed Not Observed Not Observed.7 EL. 8± MW-8B* Not Observed Not Observed Not Observed Not Observed 9 EL. 79± MW-* Not Observed Not Observed Not Observed Not Observed 9. EL. 7½± MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-8* Not Observed Not Observed Not Observed Not Observed. EL. 8± B- ± EL. 7± ± EL. 7± MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-* Not Observed Not Observed Not Observed Not Observed. EL. 9± B-7 8½± EL. 8½± 8½± EL. 8½± MW-7* Not Observed Not Observed Not Observed Not Observed EL. 77± MW-* Not Observed Not Observed Not Observed Not Observed.8 EL. 8± B- ½± EL. 78½± ½± EL. 78½± MW-* Not Observed Not Observed ½± 8½± 8. EL. 8± MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed 7

11 Proposed, PSI Report No. 9R BORING NUMBER APPROX DEPTH TO GROUNDWATER DURING DRIING OPERATIONS (FEET) APPROX ELEVATION OF GROUNDWATER DURING DRIING OPERATIONS (FEET MSL) APPROX DEPTH TO GROUNDWATER UPON COMETION OF DRIING APPROX ELEVATION OF GROUNDWATER UPON COMETION OF DRIING APPROX DEPTH TO GROUNDWATER ONE WEEK UPON COMETION OF GROUNDWATER MONITORING WE APPROX ELEVATION OF GROUNDWATER ONE WEEK UPON COMETION OF GROUNDWATER MONITORING WE OPERATIONS (FEET) OPERATIONS (FEET MSL) INSTAATION (FEET) INSTAATION (FEET MSL) MW-* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-9* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-7* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed B-77 7½± EL. 79½± ± EL. 8± MW-77* Not Observed Not Observed ± EL. 8±. EL. 8± B-78 ½± EL. 8½± Not Observed Not Observed MW-8* Not Observed Not Observed Not Observed Not Observed Not Observed Not Observed MW-89* Not Observed Not Observed Not Observed Not Observed. EL. 77½± NOTE: If the boring is not listed in this table, free groundwater was not observed by PSI during drilling or at the completion of drilling operations. *Indicates Monitoring Well. Due to the predominance of clay soils at this site, which exhibit relatively low permeability characteristics, longer observation times are typically required in order to accurately determine the subsurface static water level for these soil types. Therefore, the water levels observed at the delayed period of time after installation within the groundwater monitoring wells are considered to more accurately represent actual water levels than observations made within the bore holes during and at completion of drilling operations. ly, gray coloration soils can sometimes be indicative of the long term groundwater level. PSI recommends that the groundwater monitoring wells continue to be observed to more accurately assess the groundwater levels at this site. Fluctuations in the groundwater level should be anticipated throughout the year depending on variations in climatological conditions and other factors not apparent at the time the borings were performed. The possibility of groundwater level fluctuation and perched water conditions should be considered when developing the design and construction plans for the project. EVALUATION AND RECOMMENDATIONS Geotechnical Discussion There are six primary geotechnical related issue at this site, which will affect the design and construction of the proposed buildings and pavements. The following summarizes these issues: ) Existing buildings are located within the footprints of the proposed buildings and pavements. PSI recommends that the existing foundations, walls, and floor slabs, as well as any foundation elements from the previous structures be removed in their entirety from 8

12 Proposed, PSI Report No. 9R beneath and a minimum of feet beyond the new building footprint. During demolition, PSI recommends that all building rubble be removed and disposed of offsite. The overexcavated areas should be backfilled with compacted engineered fill as outlined in the Site Preparation section of this report. If the existing buildings are found to have a basement, PSI recommends the basement slab be completely removed from within and a minimum of feet beyond the new building footprints. Beyond this, the basement slab can remain in place; however, it should be broken up into pieces not greater than inches in any one dimension prior to backfilling to facilitate drainage. Complete removal of foundations and foundation walls from within the pavement areas will not be required; however, PSI recommends that foundations and foundation walls be removed to a minimum depth of feet below subgrade elevation to eliminate the potential for non-uniform settlement. However, it must be recognized that leaving portions of former foundations in place in areas can cause difficulty for excavation and installation of other below grade structures, such as utilities. ) Existing undocumented fill soils (as well as topsoil fill at B- and buried topsoil at B-89) were present within 9 of the borings performed to depths of approximately to 8 feet (EL. 8½ to EL. 99±) below existing ground surface. In addition, possible fill was present within of the borings below the surface or fill materials at depths ranging from about ½ to 8 feet (EL. 8 to EL. 9½±). It should be anticipated that the depth and consistency of these soils may vary between and beyond boring locations, and between sampling intervals. Fill soils are not recommended for foundation support due to potential excessive total and differential settlements. Therefore, it is recommended that any existing fill and buried topsoil soils be removed in their entirety from beneath footing and column pad areas. Shallow foundation systems supported on suitable natural soil, compacted engineered fill, or lean mix concrete founded upon suitable underlying natural soils, may be used for building support provided the site is prepared as outlined below and the recommendations contained herein are followed. The footing observation program discussed in this report will be critical in terms of foundation performance. It is anticipated that for the most part, the existing non-organic fill, provided it has been observed and tested by a qualified geotechnical engineer during construction, will be suitable for subgrade support within the slab-on-grade and pavement portions of the project. Therefore, complete removal of the existing fill is generally not considered to be required in these areas provided the owner is willing to accept the inherent risk of some possible minor differential settlement by relying upon existing fill soils for structural support. However, prior to raising site grades, the topsoil fill at/near B- (and other zones of near surface topsoil fill or organic content soils across the site if encountered, such as at B-8 and B-) is recommended to be removed in its entirety below proposed slabs and pavements and be replaced with compacted engineered fill. ) Observed groundwater levels and estimated long term groundwater levels are at elevations higher than or encroaching upon anticipated basement 9

13 Proposed, PSI Report No. 9R slab elevations in some areas. The third concern with this site is that the groundwater was encountered at MW-8, MW-, B-7, MW-, MW-, B-77, MW-77, and B-78 at depths ranging from about to 8½ feet (EL 79½ to EL. 9±) below existing ground surface. These water levels are above or encroach upon the anticipated basement slab elevations at/within the vicinity of these locations. The elevated groundwater levels in these areas may create difficulties during construction. The excavator should develop a dewatering plan prior to beginning construction. Basements in these areas must be properly designed to accommodate this condition for suitable long term performance. A permanent under slab drainage system should be installed in these areas to reduce buildup of hydrostatic pressures and to prevent water seepage. ly, the lower level walls should be constructed watertight. Within these areas, waterproofing and water stops installed at the joints between the floor slab, foundation wall and footings for buildings with basement slabs within ± feet of the long term groundwater level are recommended. PSI recommends that a water tight membrane be installed below the floor slabs in these areas. It must be recognized that sump pumps may operate more frequently at times for structures on this site, and in some cases may operate continuously for extended periods of time, especially for basements that are constructed at, near, or below the estimated water level. PSI recommends that backup sumps (with battery backup power) be provided in basements where groundwater is anticipated, or encountered to be at, above, or near the basement level, in the event of a failure of the main system to maintain a drained condition. It must be verified that the floor slab elevations established and the proposed drainage system (drain tile network, floor slab drainage layer, and sump pumps), are capable of maintaining the water level below the floor slabs to prevent hydrostatic pressures on the below grade walls and slabs. In areas where groundwater levels have been observed at elevations higher than the planned basement slab elevations, any utility trenches intersecting the water levels have the potential to act as a conduit for groundwater. Therefore, to prevent the potential for high volumes of water entering the building through the bedding materials of utility trenches, PSI recommends that a bentonite-cement collar or dry pack of bentonite and sand be constructed around the pipes as they penetrate the basement wall. If a collar is used, the collar should be embedded at least feet into the surrounding native clay soils an all sides of the pipes. The collar should extend at least feet above the floor slab elevation or at least feet above the highest elevation of the bedding stone material for the pipe, whichever is greater. The collar should be at least feet on each side in the direction of the pipe axis. ) It is understood that problems were experienced during the previous Phase I redevelopment project to the east due to water becoming trapped

14 Proposed, PSI Report No. 9R within granular backfill used to backfill former basement areas. The soils within the bottom and sidewalls of former basement excavations are generally expected to consist of lower permeability soils which will not allow water precipitation or seepage to escape. It was reported that when excavations for new basements extended into the granular backfill, trapped water within it would be released into the new excavations causing wet conditions and water related problems. In addition, any new basement excavations intercepting the granular backfill from former excavations may get contributions of water that collects within the granular backfill and subsequently makes its way into the basement drainage systems of new structures. Several options for backfilling of former basement areas within the current redevelopment phase have been considered to minimize these water related issues resulting from trapped water within former basement excavation backfill and are discussed in the Site Preparation section of this report. ) It should be anticipated that the near surface natural clay soils will generally be in a very moist condition upon stripping topsoil and will therefore require drying time to regain stability during subgrade preparation activities. Subgrade preparation difficulties are expected on this site due to high moisture cohesive soils present in areas. The process of drying these soils can be accelerated by mechanical means such as disking. Care should be taken that while these soils are in a very moist condition that construction traffic be limited or not allowed in order to maintain a stable working platform. Similar drying procedures should be used after precipitation events as well. Consideration should be given to the installation of construction roads to reduce disturbance to the sensitive subgrade soils. Very moist soils are especially anticipated to be present in the vicinity of B-, B- 7, B-, B-, B-, B-, B-, B-8, where moisture contents ranged from about % to 8% in the upper to ½ feet of the borings. Overexcavation of these soils with the replacement of compacted engineered fill, possibly in conjunction with the use of a geotextile, may be necessary if they are unable able to be stabilized by a means of the disking and drying procedures mentioned above. Similar conditions may be encountered in other areas between and beyond these borings. If more widespread instability is observed, chemical stabilization with hydrated lime or lime kiln dust can be used to stabilize subgrades and may be more economically feasible. However, if considered, this must be done under the direction and supervision of the geotechnical engineer. ) PSI recommends subsurface drains be installed for all pavements at this site. Due to the low permeability clay and silt subgrade that predominates this site, drainage into the subgrade will be very slow. It is very important to not trap water within the base course layer or granular fills above the clay and silt soils. The clay and silt subgrade will

15 Proposed, PSI Report No. 9R be relatively impermeable and as such, water that enters the base material will become trapped without a means provided to drain it. In pavement areas that require undercutting and that are backfilled with granular soils, and are in areas of mostly fine-grained clay and silt soils, PSI recommends that the bottom of the undercut area be sloped to drain toward a draintile and in turn, the draintiles sloped with a positive slope of ½% to % to the nearest storm sewers or drainage ditch. This will lessen the effects of what is referred to as the bath tub effect. The bath tub effect allows water to pond in higher permeability soils by it not draining through relatively low permeability soils such as clay and silt. Ponding water can lead to deterioration of the subgrade soils and pavement heave. The following geotechnical related recommendations have been developed on the basis of the subsurface conditions encountered and PSI s understanding of the proposed development. Should changes in the project criteria occur, a review must be made by PSI to determine if modifications to our recommendations will be required. Site Preparation Prior to the placement of new fill or preparation of the construction area subgrade, PSI recommends that the existing surficial topsoil, organic matter, trees including root bulbs, and frozen soils be removed from within and a minimum of feet beyond the new building and pavement areas and discarded or reused in non-structural areas. The topsoil thickness observed within the borings ranged from about to inches. As such, some variation should be anticipated across the site. Unsuitable soils that are encountered should be selectively undercut and/or stabilized in place (such as the topsoil fill at/near B-, the fill with intermixed organics at B-8 and B-, and the very moist clay soils at B-, B-7, B-, B-, B-, B-, B-, B-8). A representative of PSI should determine the need for and depth of removal or stabilization at the time of construction. PSI also recommends that the existing pavement and structures be completely removed from within and to a minimum of feet beyond the proposed building footprint areas. Special care should be given in the removal of the existing structures at the project site or any old structures that are discovered during construction activities. PSI recommends that the existing foundations, walls, and floor slabs, as well as any foundation elements from any previous structures, also be removed in their entirety from beneath and a minimum of feet beyond the new building footprint and properly disposed of off site. If where the existing buildings basements, PSI recommends the basement slab be completely removed from within and a minimum of feet beyond new building footprints. Beyond this, the basement slab can remain in place; however, it should be broken up into pieces not greater than inches in any one dimension prior to backfilling to facilitate drainage. Complete removal of foundations and foundation walls from within the pavement areas will not be required; however, PSI recommends that foundations and foundation walls be removed to a minimum depth of feet below subgrade elevation to eliminate the potential for non-uniform settlement. It must be recognized that leaving portions of former foundations in place in areas can cause difficulty for excavation and installation of other below grade structures such as utilities.

16 Proposed, PSI Report No. 9R The removal of buried structures should be observed by a representative of a geotechnical engineer. Voids caused by the removal of the debris should be replaced with compacted fill as outlined below. It should be noted that the soils at this site are moisture susceptible, meaning that severe decreases in bearing will occur if these soils become wet or saturated. After topsoil removal, the stability of these soils, and the amount of stabilization or undercut required, will be directly related to their moisture condition at the time of construction. In addition, given the sensitivity of these soils the action of continual construction traffic will likely cause these soils to become unstable over time. Should large areas be encountered that cannot be stabilized by minimal undercuts or conventional disking and aeration techniques, it may be necessary to use a geotextile and crushed stone to stabilize the subgrade. The geotextile and coarse granular fill should meet the following requirements: RECOMMENDED MINIMUM GEOTEXTILE SPECIFICATIONS Design Parameter Minimum Recommended Value Grab Tensile Strength 8 pounds Puncture Strength pounds Burst Strength psi Trapezoidal Tear 7 pounds Apparent Opening Size (AOS) 7- GRADATION REQUIREMENTS FOR COARSE GRANULAR FI Sieve Size Percent Passing inch inch 7 9 No. 7 No. No. No. Following the removal of the materials described above, the building and pavement subgrades should be proofrolled. Proofrolling should be performed with a fully-loaded tandem axle dump truck or rubber tired vehicle of similar size and weight, typically 9 tons/axle. Soils that are observed to rut or deflect excessively under the moving load (typically greater than about inch) should be scarified, aerated, and recompacted, if feasible, or undercut and replaced with properly compacted engineered fill. Undercut areas within the pavement areas, should be sloped to drain to draintile that is in turn sloped to drain to the nearest catch basin. The draintile should be sloped with a minimum of ½% to % slope to facilitate gravity drain flow. It must be recognized that the silt and clay soils present on the site are highly moisture and disturbance sensitive, and were observed to be in a very moist condition in areas. Substantial difficulty with subgrade preparation is expected on this site. difficulty can be expected if these soils are wet or become wet during construction. The proofrolling and undercutting activities should be documented by a qualified representative of PSI and should be performed during a period of dry weather.

17 Proposed, PSI Report No. 9R Newly placed engineered fill required to establish site grades should be free of organic, frozen, or other deleterious materials, have a maximum particle less than three inches. Clay fills should have a liquid limit less than and plasticity index less than and greater than. Other soils with Atterberg limits outside those recommended should be reviewed by the geotechnical for their intended use. If a fine-grained clay soil is used for fill, close moisture content control will be required to achieve the recommended degree of compaction. Engineered fill should be placed in maximum lifts of 8 inches of loose material and should be compacted to at least 9 percent of the maximum dry density and within percent of the optimum moisture content as determined by the Modified Proctor test (ASTM D- 7). Also, PSI recommends that a qualified geotechnical engineer test and document the engineered fill materials prior to placement. If water is to be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. Each lift of compacted engineered fill should be observed and tested by a representative of PSI prior to placement of subsequent lifts. The minimum lateral extent of the overexcavation of poor soil and subsequent placement and compaction of engineered fill should be equal to or greater than the depth of overexcavation below finished floor elevation. As for the pavement areas, the newly placed compacted engineered fill should extend at least feet beyond the edges of the pavement. It is recommended that well-graded granular soils be utilized as backfill in new utility trenches and alongside below grade walls to reduce the potential for consolidation and settlement of the fill. All fill soils must be placed and compacted under engineering controlled conditions, to provide suitable support for overlaying structures and roadways. guidance can be provided at the time of construction in the selection process for grade-raising fill and trench backfill. The selection of fill materials for various applications should be done in consultation with the soils engineer. Similarly, the evaluation of the subgrade and placement and compaction of fill for structural applications should be monitored and tested by a qualified representative of the soils engineer. Backfill for Former Basement Excavations It is understood that problems were experienced during the previous Phase I redevelopment project to the east due to water becoming trapped within granular backfill used to backfill former basement areas. The soils within the bottom and sidewalls of former basement excavations are generally expected to consist of lower permeability soils which will not allow water precipitation or seepage to escape. It was reported that when excavations for new basements extended into the granular backfill, trapped water within it would be released into the new excavations causing wet conditions and water related problems. In addition, any new basement excavations intercepting the granular backfill from former excavations may get contributions of water that collects within the granular backfill and subsequently makes its way into the basement drainage systems of new structures.

18 Proposed, PSI Report No. 9R Several options for backfilling of former basement areas within the current redevelopment phase have been considered to minimize these water related issues resulting from trapped water within former basement excavation backfill and are discussed below. With any option, it is essential that proper subgrade preparation and placement and compaction of backfill be performed to develop suitable support for overlying structures, pavements or slabs. Option Clay backfill The use of clay backfill would minimize the potential for water infiltration into the backfill from surface runoff or subsurface seepage, however clay soils are inherently difficult to place and compact in confined spaces, and must be placed within a narrow range of moisture to achieve the specified level of compaction. It will also be difficult to dry wet clay soils where placed within former basement excavations, since efficient drying of these soils is typically accomplished over large open areas. ly, the former basement excavations would need to be sloped back from the bottom of the cut up to the top of the excavation in order to allow for proper compaction to be applied fully to the outer edges of the backfill. Proper compaction equipment consisting of a large studded drum roller or a sheepsfoot roller would be required. The excavations would need to be sized and configured to accommodate this type of compaction equipment. Significant delays in the backfill process should be expected when clay materials are chosen for use as backfill. Materials that become wet and disturbed within excavations after rain events will require removal and replacement with suitable new backfill materials, prior to continuing the backfill process. Option Granular Backfill The use of granular backfill generally provides greater ease of compaction and does not require as narrow of a range in moisture to obtain the specified level of compaction. Proper widening of the excavation would still be required to allow full compaction out to the edges of the excavations. However, granular backfill will have the potential to allow water from surface runoff and subsurface seepage to enter into it and become trapped over time due to the predominance of low permeability clay soils that exist at the bottom and perimeter of the former basement excavations. This is known as the bath tub affect. In order to minimize problems associated with this, several details can be considered when utilizing granular backfill soils. Prior to backfilling the excavations, it is recommended to slope the bottom of excavations to drain any collected water away from the planned locations of new structures. ly, in order to provide a means of removing collected water from within the granular backfill prior to excavating into it for new structures, consideration could be given to the placement of an approximate -inch layer of free draining crushed stone ( clean stone) in the bottom of the excavations in conjunction with placement of a pipe for pumping collected water. Perforated pipes can then be set at the bottom of the lowest point of the sloped subgrade, with the pipe extended to the surface of the site. This will allow for a pump hose to be placed within it to pump out accumulated

19 Proposed, PSI Report No. 9R water at the bottom of the granular backfill, prior to excavating into it for new building foundations and basements. This could limit the amount of water experienced within the granular soils when excavating for new structures. An additional measure that can be provided to limit infiltration into the granular backfill from surface runoff/precipitation sources would be to cap the granular backfill deposit with properly placed and compacted low permeability clay soils. The low permeability clay cap would generally provide a surface seal so that runoff and precipitation would shed away from the former basement backfill areas. The recommended thickness of this clay cap would be a minimum of feet. Although this upper feet of the backfill would consist of clay, it is generally considered easier to work and dry the clay materials, if required to facilitate proper compaction, if they exist within the upper feet of the site surface, where disking/aeration could be more easily accomplished. Drying affects from wind and sun would also be more appreciable within these materials when placed within the upper feet of the surface of the site. The clay cap should also be sloped to drain away precipitation or runoff and not allow it to pond. General Fill material within the excavations (whether clay or granular soil) must be placed in layers that are less than 8 inches (measured loose) and must have a uniform moisture content within three percent of the optimum moisture content determined by the modified Proctor compaction test (ASTM D7). The fill material should be compacted to a minimum of 9% of the maximum dry density as determined by the modified Proctor compaction test. Granular backfill should generally be limited to % or less of the material passing the No. sieve to promote drainage and decrease susceptibility to moisture. Foundation Recommendations The proposed buildings (with or without basements) may be supported by conventional spread foundation systems. However, based upon the borings and the building locations where slab-on-grade (non-basement) are planned, the soils at the anticipated frost footing bearing depths of feet and feet below existing grades (for interior and exterior footings, respectively) are estimated to consist of existing fill in areas, as well as low strength natural soils at B-8, which are not considered to be suitable for foundation support. All footings must therefore be extended through the existing fill, low strength soils, and any buried topsoil to bear upon underlying suitable bearing natural clay or silt soils, encountered within B-, B-, B-8, B-, B-, B-, B-, B-7, B-, B-8, B-, B-8, B-, B-8 through B-88, and B-9, at depths of about to 8 feet (EL. 8½ to EL. 9½±) below existing grades to utilize the recommended bearing pressure included herein. Undercuts on the order of about ½ to feet below frost depth may be required in the buildings based on the presence of fill at B-, B-, B-, B-8, B-, B-, B-, B-, B-7, B-, B-8, B-, B-8, B-, B-8 through B-88, and B-9. In addition, possible fill soils were present within B-, B-, and B- to depths ranging from about ½ to 8 feet (EL. 8 to EL. 9½±). undercuts on the order of about ½ to feet below frost depth may be required within the vicinity of B-, B-,

20 Proposed, PSI Report No. 9R and B-, based on the presence of possible fill. However, some variation should be expected. For the majority of the proposed buildings (with or without basements), spread and continuous wall footings bearing upon the suitable natural soils, or upon compacted engineered fill or lean mix concrete used to replace unsuitable materials, may be designed for a net allowable soil pressure of, pounds per square foot (psf) based on dead load plus design live load. It should be noted that the natural soils observed at the anticipated footing bearing elevations in the vicinity of B-7, B-7, B-8, B-7, B-7, and B-8 were of somewhat lower strength and are not suitable to support the above recommended bearing pressure. Spread and continuous wall footings bearing upon the suitable natural soils, or upon compacted engineered fill or lean mix concrete used to replace unsuitable materials within the vicinity of these locations, may be designed for a net allowable soil pressure of, pounds per square foot (psf) based on dead load plus design live load. All perimeter footings must be placed at a depth of feet below the finished grade for frost protection. Due to periodic severity of winters in this area, it is recommended that footings in poorly heated structures including any parking structures, or unheated areas of the buildings, also be placed at least feet below the adjacent exterior grade. All footings must be protected from the effects of frost if construction is carried out during winter months. Interior footings not subject to frost action may be placed at a shallow depth of 8 inches below the floor slab, provided they bear on suitable natural soils or engineered fills. All footings must be protected from the effects of frost if construction is carried out during winter months. It is recommended that the footings supporting individual columns have a minimum dimension of inches, and continuous footings have a minimum width of 8 inches, even if the maximum recommended allowable bearing pressure is not fully utilized. In order to minimize the effects of any slight differential movement that may occur due to variations in the character of the supporting soils and any variations in seasonal moisture contents, it is recommended that all continuous footings be suitably reinforced to make them as rigid as needed. The footings must be supported by suitable bearing natural soils or engineered fill soils that have been observed and tested in the field by a representative of a qualified geotechnical engineer. A method for evaluating the acceptability of the foundation subgrade soils would involve hand auger and static cone or dynamic cone penetrometer testing below the footing bearing level for a minimum of one footing width or feet, whichever is shallower. Each isolated footing should include at least test probe. Test probes should be performed every -lineal feet in continuous footings. Based on the recommended net allowable bearing pressure of, psf, suitable bearing natural silt or granular soils should exhibit a dynamic cone penetrometer value commensurate with a Standard Penetration Test N-value of at least blows per foot (bpf). Suitable bearing natural clay soils must have a static cone or hand penetrometer value equal to or greater than tons per square foot (tsf). Based on the recommended net allowable bearing pressure of, psf within the vicinity of B-7, B-7, B-8, B-7, B-7, and 7

21 Proposed, PSI Report No. 9R B-8, suitable bearing natural silt or granular soils should exhibit a dynamic cone penetrometer value commensurate with a Standard Penetration Test N-value of at least 9 blows per foot (bpf). Suitable bearing natural clay soils must have a static cone or hand penetrometer value equal to or greater than ½ tons per square foot (tsf). Soft, loose, or otherwise unsuitable materials not disclosed by the borings, may be encountered in the foundation excavations at the bearing elevations. If unsuitable existing soil is present, it must be removed to expose suitable bearing underlying soils. The foundation may then be extended to bear at the undercut grade, or be placed at the planned bearing grade upon compacted engineered fill. In this instance, the undercut must extend throughout a zone extending one foot laterally for each foot removed below the foundation, on either side of the planned footing. The overexcavated area can then be backfilled with compacted well graded granular fill. In lieu of the replacement of the undercut materials with compacted granular fill, the footings may be lowered to the bottom of the overexcavation or backfilled to the original planned bearing depth with a lean concrete slurry mix. If it is elected to utilize a lean concrete slurry to replace the unsuitable soils, the foundation excavations should be inches wider than the proposed footing width and must extend through the unsuitable bearing materials to the natural soils. The slurry must be placed immediately after excavation to avoid intrusion of soil into the excavation. The concrete should contain sufficient aggregate and cement to attain a 8-day compressive strength of at least psi. Some sloughing or caving of the overlying soils may be experienced. Should this occur during the slurry placement, the cave in soils must be removed. Wet clay, silt, or granular soils may be encountered the footing undercut depths in some areas. These soils are susceptible to a substantial loss in strength when the confining effect of the overburden is removed. A significantly softened subgrade may develop, requiring undercutting and the use of a crushed stone working mat to establish a stable bearing grade. Substantial sloughing and caving may also occur. Dewatering may be required. After opening, PSI recommends that the soils at foundation bearing elevation in the footing excavations be observed and tested by a representative of PSI prior to concrete placement, to evaluate the suitability and uniformity of the bearing materials for support of the design foundation loads. Once the support soils are observed and tested, the concrete should be placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. The foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture. In general, the performance of the foundation system on this site is dependent on the various factors discussed herein. The excavation, preparation, and concreting of foundations should be monitored and tested by a representative of the geotechnical engineer. 8

22 Proposed, PSI Report No. 9R Below Grade Wall Recommendations PSI understands that the below grade walls for the basements will be required to resist lateral earth pressures. The actual earth pressure on the walls will vary according to material types and backfill materials used, how the backfill is compacted and the grade above the top of wall. If the walls are restrained from movement in each direction, the atrest condition applies. However, if the walls are not restrained, then the active pressures would be applicable. To provide for adequate drainage and prevent the buildup of excess wall pressures, PSI recommends that a free draining granular material, with less than % passing the # sieve, will be used as backfill behind walls. The drainage stone should be wrapped in non-woven geotextile filter fabric in order to prevent the infiltration of the fine silt and clay soils into the drainage stone. The following design parameters are recommended for a free draining gravel or crushed stone backfill when maintained in a drained condition: Drained Condition PARAMETER RECOMMENDED VALUE Backfill Unit Weight pcf Active Coefficient of Lateral Earth Pressure, Ka. Active Equivalent Fluid Pressure psf/ft of depth Coefficient of Passive Pressure, Kp (Ultimate). Passive Equivalent Fluid Pressure 7 psf/ft of depth At Rest Coefficient of Lateral Earth Pressure, Ko. At-Rest Equivalent Fluid Pressure psf/ft of depth Coefficient of Sliding (Ultimate). Notes:. Ultimate passive pressure typically requires large strains to be fully mobilized, therefore, PSI recommends using % or less of the ultimate passive pressure to limit the strain on the structure. The values in the table are ultimate values and do not include a factor of safety. The above values do not include the influence of foundation or surface loads on or adjacent to the wall backfill, which must be factored into the design. The values also do not include the effects of hydrostatic pressures (including hydrostatic uplift on the slabs), and are based on drained conditions. Passive resistance should be neglected to a depth of four feet below exterior grade due to seasonal softening from freeze-thaw. In addition, the passive earth pressure values given above are based upon the concrete for the structure being placed in direct contact with the naturally deposited soils. If forms will be used to cast the concrete structure, fill material within the excavations surrounding the structure must be placed in layers that are less than eight inches (measured loose) and at a moisture content within three percent of the optimum moisture content determined by the Modified Proctor compaction test (ASTM D-7). The fill material should be compacted to a minimum of 9 percent of the maximum dry density as determined by the Modified Proctor test. In order to intercept groundwater and limit lateral earth pressures, free-draining gravel 9

23 Proposed, PSI Report No. 9R or crushed stone backfill is recommended to be placed adjacent to the below-grade walls. The gravel or crushed stone backfill should have less than five percent passing the No. sieve and a maximum particle size less than three inches. In order to use the above earth pressure coefficients, the width of the gravel or crushed stone layer should be equal to half the height of the below-grade wall or feet, whichever is less. If a material with a fines content greater than percent is used as backfill, or if the free draining gravel or crushed stone layer is less than the recommended width or height, water-related and structural problems may develop, and the walls will have to be designed for an undrained condition which will result in higher active and at-rest equivalent fluid pressures due to the added hydrostatic pressure. A two-foot-thick layer of relatively impervious clay is recommended to be placed above backfill that will be exposed to precipitation to minimize surface water infiltration. A non-woven geotextile should be placed along the sides of the wall excavation adjacent to the existing soils and directly below the clay cap to filter protect the free-draining material and help prevent migration of fines. In addition, the ground surface should be sloped to drain surface water away from the structures. A permanent drainage system with drainpipes is recommended to be installed at the base of the below grade walls. The drain system should consist of minimum four-inchdiameter perforated drainpipes surrounded by at least inches of washed gravel with less than two percent passing the No. sieve. PSI recommends that a non-woven geotextile filter fabric surround the pipe and gravel layer to reduce the infiltration of fines. The drainpipes must be directly adjacent to the bottom of footing elevation. The exterior perimeter drain pipes are recommended to be at the same elevation as the slab drainage layer to prevent a groundwater flow gradient, which could undermine the foundation over a period of time. ly, PSI recommends that backup sumps (with battery backup power) be provided in basements where groundwater is anticipated to be at, above, or near (within ± feet) the basement level. The drain systems should discharge to sump pits and be pumped as necessary or to storm sewers. PSI recommends that backfill directly behind the walls be compacted with light, hand-held compactors. Heavy compactors and grading equipment should not be allowed to operate within to feet of the walls during backfilling to avoid developing excessive temporary or long-term lateral soil pressures. PSI recommends that a representative of a qualified geotechnical engineer be present to monitor foundation excavations and fill placement. Floor Slab Recommendations The estimated floor slab subgrades will consist of either existing variable composition fill or native soils. Recognizing that compete removal of the existing fill soils throughout the planned floor slab areas would be costly, and in consideration of the generally lightly loaded slabs anticipated, the existing fill can be used for floor slab support when properly prepared, provided some risk of reduced slab performance due to potential minor settlement of the fill can be accepted by the owner. However, the topsoil fill at/near B- (and other zones of near surface topsoil fill or organic soils across the site if encountered such as at B-8 and B- within existing fill)

24 Proposed, PSI Report No. 9R is recommended to be removed in its entirety and replaced with compacted engineered fill. Prior to constructing the floor slabs, and prior to the placement of any fill used to raise grades, the exposed subgrade must be prepared utilizing the proofrolling procedures described previously. It must be recognized that the high silt and clay content soils are highly sensitive to increases in moisture and construction disturbance. It will therefore be necessary to maintain these materials in a relatively dry condition to allow for proper subgrade preparation. It is recommended that the proofrolling operations be monitored by a representative of the geotechnical engineer to ensure that a firm, suitable subgrade is present prior to placement of new fills, or to construction of floor slabs and pavements. In areas that exhibit soft, yielding or unstable soil conditions, the following remedial measures are recommended to provide a stable subgrade. Localized wet, soft or unstable areas can be undercut to such depths determined necessary in the field to reach stable material, and the area backfilled with imported crushed stone, such as the ¼ inch gradation specified in Section of the WisDOT Standard Specifications, placed and compacted as recommended in the Site Preparation section of this report. If relatively thick zones or areas of extensive yielding are observed, and they cannot be stabilized by normal disking, aeration and recompaction procedures, undercutting and replacement with coarse crushed stone and geotextile fabric may also be required in these areas. Provided the owner has assumed the inherent risk of experiencing some potential minor consolidation/settlement of the existing fill soils, the floor slabs could be supported by the existing materials or upon new properly-placed engineered fill as outlined in the Site Preparation section of this report. For the subgrade, prepared as recommended herein, a modulus of subgrade reaction, k value, of pounds per cubic inch (pci) may be used in the slab design using empirical correlations based on a -inch diameter plate load test. However, depending on how the slab load is applied, the value may have to be geometrically modified. The value should be adjusted for larger areas using the following expression for cohesive and cohesionless soil: Modulus of Subgrade Reaction, ks = ( k B ) for cohesive soil and B ks = k ( ) for cohesionless soil B where: ks = coefficient of vertical subgrade reaction for loaded area, k = coefficient of vertical subgrade reaction for square inches area B = width of area loaded, in feet PSI recommends that a minimum four-inch thick free draining granular mat be placed beneath the floor slabs to enhance drainage. Polyethylene sheeting should be placed to act as a vapor retarder where the floor will be in contact with moisture sensitive equipment or products such as tile, wood, carpet, etc., as directed by the design engineer. The decision to locate the vapor retarder in direct contact with the slab or beneath the layer of granular fill should be made by the design engineer after

25 Proposed, PSI Report No. 9R considering the moisture sensitivity of subsequent floor finishes, anticipated project conditions and the potential effects of slab curling and cracking. The proper use of a vapor retarder may not completely eliminate moisture on top of or beneath slabs. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage. In buildings where the basement floor is expected to be at, below, or near the groundwater level (within ± feet), it is recommended that an underdrain system consisting of a series of drain tiles and a somewhat thicker drainage course of about 8 inches, be placed beneath the floor slabs and alongside the lower level walls to alleviate hydrostatic uplift pressure beneath the slabs and excessive lateral pressure on the walls. The drain tiles should be placed in a grid fashion below the basement slabs, at a spacing of no more than feet. These structures must include the provision for proper water stops between the walls, footings, and floor slabs (water-tight) to reduce the potential for groundwater intrusion. Exterior/Unheated Area Slabs Entry slabs, sidewalks, aprons, and other slabs in exterior or unheated areas may bear upon silty or clayey soils. Such materials are highly frost susceptible and poorly drained. Slabs placed directly upon such soils are subject to heaving and subsequent settlement due to freeze/thaw cycles. This can result in cracking, misalignment, and other related effects (especially at joints). It is recommended that consideration be given to limited undercutting of the frost susceptible materials to a depth of to feet below the slabs, and replacement with well graded, properly placed and compacted granular soils. A properly designed underdrain system connected to the municipal sewer (if permissible) or directed to on-site stormwater management areas should also be incorporated to reduce the potential effects of freeze/thaw cycles. Seismic Site Class The 9 International Building Code requires a site class for the calculation of earthquake design forces. This class is a function of soils type (i.e. depth of soil and strata types). Based on the natural soils observed within the boring locations, Site Class C is recommended. Parking Lot and Driveway Pavement Recommendations Based upon the test borings and the anticipated final site grades, the subgrade soils within proposed parking lot areas are anticipated to consist of naturally-deposited clay or silt soils, existing old fill material, or newly-placed compacted engineered fill. PSI recommends that the exposed subgrade soils be evaluated in the field by a representative of a qualified geotechnical engineer. PSI recommends that the subgrade soils for the pavements be prepared in accordance with the Site Preparation section of this report. A detailed traffic analysis was not performed as part of this exploration; however, based

26 Proposed, PSI Report No. 9R upon the proposed construction, the light and heavy duty pavement sections shown below are based on a -year design life of, and, equivalent 8, pound single axle loads (ESAL), respectively (If these traffic loads are not indicative of the actual loads, PSI must be contacted immediately to review this data). The existing soils encountered below the surficial topsoil are considered poor subgrade materials, having a minimum CBR value of according to the Wisconsin Asphalt Pavement Association Design Guide. Engineered fill material used to raise existing grades within parking and drive areas should meet or exceed this CBR value. The following design factors were used in developing the recommended pavement sections: Design Life: years Design Traffic (light duty):, ESALs Design Traffic (heavy duty):, ESALs Resilient Modulus (MR):,8 psi Modulus of Subgrade Reaction: pci Reliability: 8% Initial Serviceability:. flexible,. rigid Terminal Serviceability:. Standard Deviation:. flexible,. rigid Structural Coefficient Hot Mix Asphalt:. Structural Coefficient Aggregate Base:. Standard ¾ ton pick-up for snow removal If during the final design phase these values are determined to be incorrect, PSI must be contacted to provide revised pavement recommendations. Based upon the soil borings, laboratory data and provided the subgrade soils are prepared as outlined in this report, the following flexible pavement sections are recommended for parking stalls (light duty) and drive lanes for heavy trucks (heavy duty). These recommended pavement sections are not for the new alignments of the city streets but are only for the new parking lots and driveway pavements. Light Duty Asphalt Pavement Section Granular Base Course Thickness HMA Thickness 8 inches* inches Heavy Duty Asphalt Pavement Section Granular Base Course Thickness HMA Thickness inches inches *If a front end loader is used for snow removal, a layer of BX Geogrid should be placed below the light duty base course layer or an additional inches of base course added to the recommended section. The granular base course should consist of well-graded crushed stone meeting the requirements from Section of the State of Wisconsin Standard Specifications for Construction for a ¼ dense graded base. The granular base course material should

27 Proposed, PSI Report No. 9R be placed and compacted to a minimum of 9% of maximum density as determined by the Modified Proctor test (ASTM D-7) and within +/-% of the optimum moisture content value. Also, a representative of a qualified geotechnical engineer must test the base course material prior to, and during, placement. Asphaltic binder and surface courses should meet the requirements from Section of the State of Wisconsin Standard Specifications for Construction. Asphaltic courses should be placed and compacted to the minimum required density contained within section of the Standard Specifications. An adequate number of in-place density tests should be performed during construction to document the placement compaction. A flexible pavement system is not recommended in dumpster pad areas and areas where heavy trucks will turn frequently or will be parked. Within these areas, consideration should be given for use of a rigid Portland Cement Concrete pavement. Based on the anticipated traffic volumes, PSI recommends that a minimum of inches of psi, air-entrained concrete ( to 7 percent) be utilized along with a -inch thickness of aggregate base for a rigid pavement section. The construction materials and procedures should be in accordance with Section and Section (for concrete and base course, respectively) of the WDOT Standard Specification. The concrete must be properly reinforced and must have appropriately spaced control joints. Pavement Drainage and Maintenance The pavements should be sloped to provide positive surface drainage. Water should not be allowed to pond on or adjacent to the pavement as this could saturate the subgrade and cause premature pavement deterioration. The granular base course should be protected from water inflow along drainage paths. ly, the granular base course should extend beyond the edges of the pavement in low areas to allow any water that enters the base course stone a path for exit. PSI recommends that where site grades are sloping toward the pavement edge, an edge drain be used in order to minimize additional water from entering the granular base course layer, thus causing subgrade base failure and heaving. Edge drains should be sloped to the nearest storm sewer. Due to the fine-grained nature of the subgrade soils, it is very important to not trap water within the base course layer or granular fills above the clay soils. If granular fills are used to fill over clay soils within pavement areas, water can collect and pond on top of the clay soils. Therefore, PSI recommends subsurface drains be installed. If placed properly, subsurface drains will greatly reduce the amount of trapped water under the pavement surfaces. Trapped water leads to subgrade degradation and increases pavement heave during winter months. Minimally, these drains should be placed in low spots in the pavement, at the toe of slopes that are draining toward pavement surfaces, undercuts have been filled with granular fill, and as finger drains extending for a distance of at least feet from the edge of catch basins. The drain system should consist of minimum three-inch diameter perforated PVC drainpipes surrounded by at least inches of clean crushed ¾ to limestone. The granular fill should be filter protected by wrapping the clean stone fill in

28 Proposed, PSI Report No. 9R a oz. non-woven geotextile filter fabric to reduce the potential of soils from migrating into and obstructing the pipe. It is also recommended that roof drains be connected to the storm water collection system to minimize the potential for this water to enter the base and subgrade. The top of the draintile trench should coincide with the pavement base course layer. ly, the draintile should be installed with a positive slope (Minimum ½%-%) throughout the length of the tile. The drains should connect to the nearest storm sewer catch basin. The pavements recommended to be constructed with attention to final grades to facilitate drainage. Otherwise, a storm sewer system may be appropriate to carry away storm run-off water. Construction of the subgrade and pavements should be in accordance with the project specifications. Periodic pavement maintenance is required to keep a pavement, under normal traffic and environmental conditions, as near as possible to its constructed condition. Maintenance is necessary to reduce the effects of pavement stress caused by changes in temperature and moisture, repetitive traffic loadings, and movement of the subgrade soils. As pavement distress is observed, it should be repaired as quickly as possible. Unrepaired areas will generally lead to more severe and widespread distress, and eventually, pavement disintegration. Therefore, routine maintenance consisting of annual crack sealing, seal coating every to years, and other necessary repairs at least annually, will be required to obtain the design service life. CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. PSI will not accept any responsibility for any conditions that deviated from those described in this report, nor for the performance of the foundation or pavement if we are not engaged to also provide construction observation and testing for this project. Sensitive Soils/Weather-Related Concerns The clay soils encountered at this site are expected to be extremely sensitive to disturbances caused by construction traffic and changes in moisture content. Increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Water should not be allowed to collect in the foundation excavation, on floor slab or pavement areas, or on prepared subgrades during or after construction. Areas should be sloped to facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of buildings, beneath floor slabs, and within pavement areas. The grades

29 Proposed, PSI Report No. 9R should be sloped away from buildings and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Drainage and Groundwater Concerns Groundwater was encountered within borings B-, B-7, B-, B-77, and B-78 at depths ranging from about ½ to feet (EL. 7 to EL. 8½±). In addition, groundwater was encountered within monitoring wells MW-, MW-8A, MW-8B, MW-, MW-8, MW-, MW-7, MW-, MW-, MW-77, and MW-89 during and/or one week after installation. On the basis of the observations, the anticipated finished floor elevations at or near existing grades, and anticipated basement slab elevations at about 9½ feet below existing grades, some difficulty with groundwater is expected during excavation work on this site. Excavations extending below the water table and into sand or silt deposits will become quick acting as the confining pressure of the overburden is removed. 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. Dewatering is generally recommended to be performed to a depth of at least feet below anticipated lowest excavation depths. Care must be taken during any dewatering to prevent possible settlement of adjacent structures due to rapid and/or severe drawdown effects. It is recommended that a specialty contractor be employed to design the dewatering system. Proper dewatering is critical to the preparation of subgrade soils for the support of the proposed structure. Fluctuations in the groundwater level should be anticipated throughout the year depending on variations in climatological conditions and other factors not apparent at the time the borings were performed. The possibility of groundwater level fluctuation and perched water conditions should be considered when developing the design and construction plans for the project. Excavations Sloping, shoring or bracing of the excavation sidewalls will be necessary. Trenching in granular and fill soils may be difficult due to the instability of vertical slopes, and will therefore require a flattening of trench sides, or some other means of protection, to facilitate construction and to protect life and property. Substantial sloughing and caving should be expected within unprotected excavations. The degree of excavation instability problems is dependent upon the depth and length of time that excavations remain open, excavation bank slopes, water levels and the effectiveness of any dewatering systems. All excavation work must be performed in accordance with OSHA and local building code requirements. Where excavations encroach upon or extend below groundwater or perched zones and into fine sand, silt, or soft clay, they may become substantially unstable when the confining effect of the overburden is removed. Significant sloughing or caving of

30 Proposed, PSI Report No. 9R sidewalls may also occur. Some overexcavation 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. ly, significantly widened excavations may result, or be required to maintain or achieve sidewall stability. It is mandated that excavations, whether they be for utility trenches, basement excavations or footing excavations, be constructed in accordance with current Occupational Safety and Health Administration (OSHA) guidelines to protect workers and others during construction. PSI recommends that these regulations be strictly enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s) could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 9 CFR Part 9, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. PSI is providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's or other parties compliance with local, state, and federal safety or other regulations. Utilities Trenching and Backfilling In general, the on-site soils can be used for support of utility lines. However, some undercutting of softened, unstable, or otherwise unsuitable soils, in conjunction with the placement of crushed stone or other suitable granular backfill may be necessary to establish a stable working mat and/or bearing subgrade. Some difficulty with the stability of utility trenches should be expected due to the presence of fill and granular soils, especially in the presence of water. The use of shoring, bracing, or trench boxes will be required. Utility construction should be performed in accordance with The Standard Specifications for Sewer and Water Line Construction for the State of Wisconsin. It is recommended that well graded granular soils such as those specified in Tables 7 and 9 of the Standard Specification for Sewer and Water Construction be utilized as backfill in utility trenches to reduce the potential for consolidation and settlement of the backfill. Importing of suitable granular soils will likely be necessary. All fill soils should be properly placed and compacted under engineering controlled conditions to provide suitable support for overlaying structures and roadways. Silty and clayey soils, organic soils, and wet granular materials are not recommended for use as backfill within utility trenches due to the substantial difficulty of obtaining proper compaction in confined areas. Excavation for utility trenches shall be performed in accordance with OSHA regulations as stated in 9 CFR Part 9. It should be noted that utility trench excavations have the potential to degrade the properties of the adjacent fill materials. Utility trench walls that 7

31 Proposed, PSI Report No. 9R are allowed to move laterally can lead to reduced bearing capacity and increased settlement of adjacent structural elements and overlying slabs. Backfill for utility trenches is as important as the original subgrade preparation or engineered fill placed to support either a foundation or slab. Therefore, it is imperative that the backfill for utility trenches be placed to meet the project specifications for the engineered fill of this project. Unless otherwise specified, the backfill for the utility trenches should be placed in to inch loose lifts and compacted to a minimum of 9 percent of the maximum dry density achieved by the Modified Proctor test (ASTM D-7). The backfill soil should be moisture conditioned to be within ± percent of the optimum moisture content as determined by the Modified Proctor test (ASTM D-7). Up to inches of bedding material placed directly under the pipes or conduits placed in the utility trench can be compacted to the 9 percent compaction criteria with respect to the Modified Proctor. Compaction testing should be performed for every cubic yards of backfill placed or each lift within linear feet of trench, whichever is less. Backfill of utility trenches should not be performed with water standing in the trench. If granular material is used for the backfill of the utility trench, the granular material should have a gradation that will filter protect the backfill material from the adjacent soils. If this gradation is not available, a geosynthetic non-woven filter fabric should be used to reduce the potential for the migration of fines into the backfill material. Granular backfill material shall be compacted to meet the above compaction criteria. The geotechnical engineer can also specify a relative density specification for clean granular materials. The granular backfill material should be compacted to achieve a relative density greater than 7 percent or as specified by the geotechnical engineer for the specific material used. GEOTECHNICAL RISK The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding section constitutes PSI s professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and PSI s experience in working with these conditions. REPORT LIMITATIONS 8

32 Proposed, PSI Report No. 9R PSI s recommendations are based on the available subsurface information obtained by PSI and design details furnished by others. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI must be notified immediately to determine if changes in the recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are complete, PSI must be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use by the Housing Authority of the City of Milwaukee for the Proposed Westlawn Gardens Phase II Redevelopment Project in Milwaukee, Wisconsin. 9

33 APPENDIX BORING LOCATION ANS (FIGURE AND FIGURE ) BASEMENT BACKFI DIAGRAM LOG OF BORINGS GROUNDWATER MONITORING WE CONSTRUCTION FORMS GEOTHERMAL WE CONSTRUCTION FORMS THERMAL CONDUCTIVITY TEST REPORT GENERAL NOTES

34

35

36

37 7 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 7 ft Very Moist ("± Thick) Fill, Brown Silty Clay, Trace to Little Sand and Gravel, Trace Intermixed Topsoil, Moist -in SS SPT Blows per -inch (SS) 8-9- N=9 LOG OF BORING B-. Sheet of. FI Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard to Very Stiff 8-7- N=8 -- N=9 Q r = 9. tsf N=9 9 Gray Lean Clay, Trace Gravel, Very Moist to Moist, Hard 8-8- N=9 8 8 End of Boring at ' N=7 7 Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

38 9 9 9 Telephone: () - Fax: () Boring Surface Elev.: 98 ft Moist ("± Thick) Fill, Light Brown and Brown Silt, Little to Some Clay, Little Sand and Gravel, Moist Fill, Brown Sandy Clay, Trace to Little Sand and Gravel, Trace Silt, Trace Intermixed Topsoil, Moist Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Very Moist, Very Stiff to Hard -in SS FI FI SPT Blows per -inch (SS) -8-8 N= --7 N= -- N= -- N= LOG OF BORING B- 8. Sheet of. Q r =. tsf Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Moist, Hard to Very Stiff N= 7 Q r =. tsf 8 End of Boring at ' -- N= 9 Poor Recovery Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

39 7 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 7 ft Moist ("± Thick) Fill, Brown Silty Clay, Little Sand and Gravel, Trace to Little Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) N=7 LOG OF BORING B-. Sheet of Possible Fill, Brown Lean Clay, Trace Sand and Gravel, Moist, Hard Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard P FI 8-- N= N=8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff 8-7- N= Q r =.7 tsf 9 Brownish Gray Lean Clay, Trace Gravel, Very Moist, Hard 8-9- N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

40 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 98 ft Very Moist (7"± Thick) Fill, Brown Lean Clay, Little Sand and Gravel, Trace to Little Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) -7- N= LOG OF BORING B-. Sheet of. 8 8 Brown Lean Clay with Calcerated Veins, Silt Seams, and Rust Colored Mottling, Trace Gravel, Moist, Hard -- N=9 --7 N= 8 Q r =.7 tsf 9 8 Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Moist, Hard --8 N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =.8 tsf 8 End of Boring at ' 8-9- N= Q r =. tsf Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

41 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Fill, Brown Sandy Clay, Trace Gravel, Trace Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) N=7 LOG OF BORING B-. Sheet of Brown Lean Clay with Sand Pockets, Trace Gravel, Very Moist to Wet, Very Stiff (Possible Perched Water within Sand Pockets From ' to 7.') --8 N= -- N= N= 9 No Recovery (Auger Sample) 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 Q r =. tsf 8 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at 7' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

42 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 98 ft Very Moist ("± Thick) Fill, Brown Silty Clay, Some Sand and Gravel, Moist Fill, Light Brown to Brown Silt, Some Sand and Gravel, Trace to Little Clay, Trace Intermixed Topsoil, Moist to Very Moist -in SS FI FI SPT Blows per -inch (SS) -- N= --7 N= LOG OF BORING B-. Sheet of. -- N= 9 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Very Stiff -- N= 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard to Very Stiff N= Q r =. tsf 8 8 End of Boring at ' --8 N= Q r =. tsf Cave-In at 9 Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

43 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 97 ft Moist (8"± Thick) FIll, Brown Lean Clay, Trace to Little Sand and Gravel, Trace Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) 9-8- N= LOG OF BORING B-7 7. Sheet of. No Recovery (Auger Sample) 8 Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Moist, Hard -- N= Q r =. tsf 9 8 Brown Lean Clay with Rust Colored Mottling, Trace Silt Lenses, Very Moist, Very Stiff to Stiff -- N= Q r =. tsf 8 -- N=7 Q r =. tsf 8 Brownish Gray Lean Clay, Trace Gravel, Trace Gravel, Moist, Hard 8 -- N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

44 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 97 ft Moist (7"± Thick) Fill, Brown Sandy Clay, Trace to Little Gravel, Moist -in SS FI SPT Blows per -inch (SS) -7-8 N= LOG OF BORING B-8 7. Sheet of. 9 8 Brown Silt with Sand Pockets, Little Gravel, Little Clay, Very Moist, Medium Dense to Very Dense (Possible Cobbles and Boulders) -7-8 N= -- N= ML -/" No Recovery (Auger Sample) 8 Gray Lean Clay, Trace Gravel, Moist, Hard (Probable Cobbles and Boulders at 8.' to ') 8 -- N= 8 --/" Poor Recovery End of Boring at ' Cave-In at 7' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

45 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Trace Silt, Moist -in SS SPT Blows per -inch (SS) --7 N= LOG OF BORING B-9. Sheet of. FI Brown Lean Clay, Trace Silt Lenses and Sand Pockets, Trace Gravel, Moist, Hard -- N= -7-8 N= N= Q r =.7 tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 7 Q r =. tsf 8 End of Boring at ' --8 N= No Recovery (Auger Sample) Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Truck Rig - No. :

46 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Brown Lean Clay, Trace to Little Intermixed Topsoil, Trace Sand and Gravel, Moist -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-. Sheet of. Q r =.7 tsf 9 FI -- N=8 -- N= 8 8 Brown to Grayish Brown Lean Clay, Trace Gravel, Moist, Hard --8 N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Hard N= Q r =. tsf 7 8 End of Boring at ' --7 N= Q r = 7. tsf Cave-In at 9' Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

47 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay with Silt Seams and Sand Pockets, Little Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) -8- N= LOG OF BORING B- 9. Sheet of. 9 8 Grayish Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard --7 N= N= 8 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -7- N=7 Q r =.7 tsf N= Q r =. tsf 7 8 End of Boring at ' 7--8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ DP Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

48 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Clayey Sand with Gravel, Little Intermixed Topsoil, Very Moist to Moist -in SS FI SPT Blows per -inch (SS) -- N= LOG OF BORING B- 8. Sheet of. 8 8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff to Hard -- N=7 --7 N= -7- N=7 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard N= Q r =. tsf 7 8 End of Boring at ' --8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

49 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) FIll, Brown Sandy Clay, Little Gravel, Trace to Little Intermixed Topsoil, Moist -in SS SPT Blows per -inch (SS) 8-- N= LOG OF BORING B-. Sheet of. FI --7 N= N= Grayish Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Very Moist, Very Stiff -- N=7 Q r =.9 tsf 8 Brownish Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N=9 7 Q r =. tsf 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff End of Boring at ' -- N=9 8 Q r =. tsf Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ SB Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

50 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Dark Brown and Brown Sandy Clay, Little Intermixed Topsoil, Trace to Little Gravel, Moist -in SS FI SPT Blows per -inch (SS) 9-9- N= LOG OF BORING B- 8. Sheet of Fill, Brown Sandy Clay, Trace to Little Gravel, Moist Brown to Grayish Brown Lean Clay, Trace Gravel, Moist, Hard FI -9-8 N=7-7-9 N= N= No Recovery 8 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf N=9 Q r =. tsf 7 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

51 9 Telephone: () - Fax: () -7 8 Offset: ' SW; Trees/ Powerline Boring Surface Elev.: 9 ft Moist ("± Thick) Fill, Brown Sandy Clay, Little Gravel, Moist -in SS FI SPT Blows per -inch (SS) 7-- N= LOG OF BORING B-. Sheet of. Q r =. tsf Fill, Brown Lean Clay, Little Intermixed Topsoil, Trace to Little Sand and Gravel, Moist Brown Lean Clay, Trace Gravel, Moist, Very Stiff to Hard FI -- N= -- N= N= Poor Recovery Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff to Stiff N= 8 Q r =. tsf 7 8 End of Boring at ' -- N=8 Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

52 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Moist ("± Thick) Brown Silt, Trace Sand and Gravel, Moist, Medium Dense -in SS ML SPT Blows per -inch (SS) -- N= LOG OF BORING B Sheet of. 8 Brown Lean Clay, Trace Gravel, Moist, Hard -- N=9 No Recovery (Auger Sample) N=8 9 Q r =. tsf 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard 7-- N= 9 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -8-9 N=7 Poor Recovery 7 8 End of Boring at ' --8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/7/ Date Boring Completed: 8/7/ DP Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

53 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 89 ft Moist ("± Thick) Fill, Brown Sandy Clay, Trace to Little Intermixed Topsoil, Trace Gravel, Moist -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-7. Sheet of. FI Brownish Gray Lean Clay with Rust Colored Mottling, Very Moist, Stiff -- N=8 -- N= Q r =.8 tsf Brown Clayey Sand with Gravel, Wet, Loose 8 (Possible Perched Water From 8.' to ') -- N=8 9 Gray Lean Clay, Trace Gravel, Moist, Very Stiff to Hard N= 8 Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Stiff 7 8 End of Boring at ' -- N=7 Q r =.9 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

54 8 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 88 ft Moist ("± Thick) Possible Fill, Brown Lean Clay, Trace Sand and Gravel, Moist Grayish Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Moist, Hard Brown Lean Clay, Trace Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) -7- N= -7-8 N= LOG OF BORING B-8 8. Sheet of. No Recovery (Auger Sample) Q r =. tsf 8-8- N= Q r =. tsf N= 9 Q r =. tsf 7 Grayish Brown Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 Q r =.9 tsf Gray Lean Clay, Trace Gravel, Very Moist, Stiff 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

55 8 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 87 ft Moist ("± Thick) Fill, Brown and Dark Brown Sandy Clay, Trace to Little Intermixed Topsoil, Trace Gravel, Moist -in SS FI SPT Blows per -inch (SS) -7-7 N= LOG OF BORING B-9 8. Sheet of Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Moist, Hard -7-8 N= -7- N=7 8 Q r =.8 tsf Q r =. tsf 8 Gray Silt with Clay Pockets, Very Moist to Wet, Medium Dense (Possible Perched Water from 8.' to ') -- N= 9 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N= 7 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

56 8 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 88 ft Very Moist ("± Thick) Fill, Brown Sandy Clay, Little Gravel, Trace Silt, Moist -in SS FI SPT Blows per -inch (SS) -7-8 N= LOG OF BORING B-. Sheet of. feet feet No Recovery (Auger Sample) 8 Possible Fill, Brown Lean Clay with Gray Mottling, Trace Topsoil Lenses, Trace Sand, Very Moist, Very Stiff P FI -8-9 N=7-7-7 N= Q r =. tsf 8 8 Brown Lean Clay with Calcerated Veins, Rust Colored Mottling, and Silt Seams, Trace Gravel, Very Moist, Very Stiff -- N=8 Q r =. tsf 7 Gray Lean Clay, Trace Gravel, Very Moist to Wet, Hard to Very Stiff 8-8- N=9 Q r =. tsf 7 8 End of Boring at ' --7 N= Poor Recovery Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

57 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 97 ft Very Moist (8"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) N= LOG OF BORING B-. Sheet of. Q r =. tsf Brown Lean Clay, Trace Gravel, Moist, Hard -7-7 N= Q r =. tsf 9 Grayish Brown Lean Clay, Trace Gravel, Moist, Very Stiff 8-- N= Q r =. tsf --7 N= No Recovery (Auger Sample) 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard to Very Stiff 8-7- N= Q r =. tsf 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

58 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 97 ft Moist (8"± Thick) Light Brown Silt, Trace to Little Sand and Gravel, Trace Clay, Moist, Medium Dense -in SS SPT Blows per -inch (SS) 7-8- N= LOG OF BORING B Sheet of. ML 9 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard -- N= 7-8- N=9 No Recovery Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Hard 7-8- N=8 Q r =.7 tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= 7 Q r =. tsf 8 End of Boring at ' --8 N= Poor Recovery Cave-In at 7' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ SB Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

59 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins, Silt Seams, and Rust Colored Mottling, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -8-8 N= LOG OF BORING B-. Sheet of. Brown Lean Clay, Trace Gravel, Moist, Hard -8-8 N= Q r =. tsf 9 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard -7-8 N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N=7 Q r =. tsf 8 -- N=8 7 Q r =. tsf 8 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

60 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Trace Gravel, Very Moist (7"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-. Sheet of. Q r =.8 tsf 9 Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Moist, Hard Grayish Brown Lean Clay, Trace Gravel, Moist, Hard -8- N= -9-7 N= Q r =. tsf Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist to Moist, Very Stiff --8 N= Q r =. tsf N= Q r =. tsf 7 8 End of Boring at ' -- N= 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

61 9 Telephone: () - Fax: () -7 Offset: ' West; Trees Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Sand and Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) --8 N= LOG OF BORING B-. Sheet of. Brown Silt, Trace Sand, Moist, Medium Dense 9 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard ML -- N=8 9-- N= 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard --7 N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=9 7 Q r =.7 tsf 7 8 End of Boring at ' -- N= 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

62 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Sand and Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) 7-- N= LOG OF BORING B- 9. Sheet of. 9 Grayish Brown Lean Clay, Trace Gravel, Moist to Very Moist, Hard -- N= -8- N= 8 Q r =. tsf Q r =. tsf N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 Q r =.7 tsf 8 8 End of Boring at ' -- N=8 8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

63 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (9"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) N= LOG OF BORING B-7. Sheet of. Brown Lean Clay, Trace Gravel, Moist, Hard N=8 Q r = 8. tsf N= 7 Q r =. tsf 8 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard -7-8 N= 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=9 Q r =. tsf 7 8 End of Boring at ' -- N= Q r =.9 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

64 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Light Brown Silt, Trace Sand and Gravel, Moist, Hard -in SS ML SPT Blows per -inch (SS) -7-8 N= LOG OF BORING B-8 7. Sheet of. 9 7 Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard Brown Lean Clay, Trace Gravel, Moist, Hard -7- N= Q r =. tsf N=7 8 Q r =. tsf Gray Lean Clay, Trace Gravel, Moist, Hard N= 9 Q r =.7 tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

65 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) --9 N= LOG OF BORING B-9. Sheet of. 8 Brown Lean Clay, Trace Gravel, Moist, Hard --8 N= N= Q r =. tsf N= 7 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff N= 7 Q r =. tsf 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

66 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Light Brown Silt, Trace Sand and Gravel, Moist, Dense -in SS ML SPT Blows per -inch (SS) -- N= LOG OF BORING B Sheet of. 8 Brown Lean Clay, Trace Gravel, Moist, Hard -- N= Q r =. tsf 8 -- N= 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard N= Q r =.8 tsf 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff 8 -- N=9 7 Q r =.8 tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

67 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Light Brown Silt, Trace to Little Gravel, Moist, Medium Dense to Dense -in SS SPT Blows per -inch (SS) -8- N= LOG OF BORING B- 7. Sheet of. ML Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard --7 N= N= 8 8 Brownish Gray to Gray Lean Clay, Trace Gravel, Moist, Hard -7-7 N= Q r =. tsf N= 8 Gray Lean Clay, Trace Gravel, Moist, Very Stiff 7 8 End of Boring at ' --8 N= 9 Q r =. tsf Cave-In at 7' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

68 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Little Intermixed Topsoil, Trace Gravel, Very Moist -in SS FI SPT Blows per -inch (SS) -- N=7 LOG OF BORING B-. Sheet of Fill, Brown Silty Clay, Trace to Little Sand and Gravel, Very Moist Brown Lean Clay, Trace Gravel, Moist, Very Stiff to Hard FI -- N=8 -- N=8 7 Q r =. tsf N= 7 Q r =. tsf Gray Lean Clay, Trace Gravel, Moist to Very Moist, Hard to Very Stiff N= 7 Q r =. tsf 7 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

69 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Grayish Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) 7-8- N=8 LOG OF BORING B-. Sheet of. 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard Brownish Gray Lean Clay, Trace Gravel, Very Moist, Hard 7--8 N= -7-8 N= Q r =. tsf Q r =. tsf --7 N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N=8 Q r =. tsf 7 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

70 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Possible Fill, Brown and Grayish Brown Lean Clay with Silt Seams, Trace Sand and Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) N= LOG OF BORING B-. Sheet of. 9 8 Light Brown Silt, Trace to Little Sand and Gravel, Moist, Dense ML --7 N= N= Gray Lean Clay, Trace Gravel, Moist to Very Moist, Hard -7-7 N= Q r =. tsf N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 7 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

71 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay with Calcerated and Silt Seams, Trace Gravel, Trace Topsoil Lenses, Moist, Hard -in SS P FI SPT Blows per -inch (SS) -8-8 N= LOG OF BORING B- 8. Sheet of. Brown Lean Clay, Trace Gravel, Moist, Hard N= Q r =. tsf -- N=8 Poor Recovery N= 7 Q r =.8 tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 8 End of Boring at ' -- N=8 7 Q r =. tsf Cave-In at 7' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

72 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Moist (8"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) --7 N= LOG OF BORING B-. Sheet of. Q r = 7. tsf Brown Lean Clay, Trace Gravel, Moist, Hard -- N= 8 Q r =.8 tsf N= 7 Q r = 8. tsf N=7 7 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

73 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Dark Brown Lean Clay with Intermixed Topsoil, Trace Sand and Gravel, Very Moist -in SS FI SPT Blows per -inch (SS) --9 N= LOG OF BORING B-7 9. Sheet of. Brown Lean Clay with Silt Seams, Trace Gravel, Very Moist, Very Stiff -- N= 8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff -- N= N= 7 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N=8 Q r =.9 tsf 7 End of Boring at ' -- N=7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

74 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) FIll, Brown Sandy Clay, Trace to Little Gravel, Moist -in SS FI SPT Blows per -inch (SS) 7-- N= LOG OF BORING B-8. Sheet of Fill, Dark Gray Lean Clay, Little to Some Organics, Trace Gravel, Very Moist Brown Lean Clay with Silt Seams and Rust Colored Mottling, Trace Gravel, Moist, Stiff FI -- N=8 -- N= 7 LOI Testing: Oc=.9% Q r =. tsf Brown Lean Clay, Trace Gravel, Moist, Hard N= 9 Q r =.8 tsf Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff N= 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

75 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Asphalt ("± Thick) Aggregate Base, Dark Brown Crushed Sand and Gravel, Moist ("± Thick) Fill, Brown Silty Clay, Some Sand and Gravel, Moist -in SS ASPH BASE FI SPT Blows per -inch (SS) 8-- N=9 LOG OF BORING B-9. Sheet of. Brown Lean Clay, Trace Gravel, Moist, Very Stiff 8 8 Brown Lean Clay with Silt Seams and Sand Pockets, Trace Gravel, Moist, Stiff -- N= N= Q r =.9 tsf Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff --7 N= N= 7 8 End of Boring at ' -- N= Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

76 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Trace Intermixed Topsoil, Very Moist -in SS FI SPT Blows per -inch (SS) -- N= LOG OF BORING B-. Sheet of. Brown Lean Clay, Trace Gravel, Moist, Very Stiff 9 -- N= N= Poor Recovery 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Very Stiff --7 N= 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 End of Boring at ' --7 N= Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ SB Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

77 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Sand and Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) 8-9- N= LOG OF BORING B-. Sheet of. 8 8 Brown to Grayish Brown Lean Clay, Trace Gravel, Moist, Hard N= -7- N=7 Q r =. tsf N= Gray Lean Clay, Trace Gravel, Moist, Hard N= End of Boring at ' --7 N= 9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

78 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Moist to Very Moist (9"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -7- N=7 LOG OF BORING B- 9. Sheet of. Brown Lean Clay with Rust Colored Mottling and Silt Seams, Trace Gravel, Moist, Hard -8- N=8-9-9 N=8 8 Q r = 8. tsf Q r =. tsf 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard 7-8- N=8 7 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 8 End of Boring at ' -7- N=7 Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

79 9 9 Telephone: () - Fax: () Surface Elev.: 9 ft Asphalt (8"± Thick) Boring Aggregate Base, Dark Brown Crushed Sand and Gravel, Moist ("± Thick) Topsoil Fill, Dark Brown to Black Organic Clay, Trace Sand, Very Moist Fill, Dark Gray Silty Clay, Little Intermixed Topsoil, Trace Sand and Gravel, Very Moist -in SS ASPH BASE FI FI SPT Blows per -inch (SS) -- N= -- N= LOG OF BORING B Sheet of. LOI Testing: Oc=8.% Q r =. tsf 8 -- N= 8 Q r =. tsf 8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff 8 -- N=8 7 Q r =. tsf Gray Lean Clay, Trace Gravel, Moist, Very Stiff N= 9 No Recovery (Auger Sample) --7 N= 7 No Recovery (Auger Sample) End of Boring at ' -- N=9 9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

80 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) -7- N=8 LOG OF BORING B- 7. Sheet of. Q r =. tsf 8 Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard (Probable Boulders at ' to 7.') -- N= 8 7--/" 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard 7-7- N=8 9 Q r = 7. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N= Q r =. tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

81 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Moist ("± Thick) Fill, Brown Lean Clay with Rust Colored Mottling, Trace Gravel, Very Moist -in SS FI SPT Blows per -inch (SS) N= LOG OF BORING B- 8. Sheet of. 8 8 Fill, Brown Lean Clay with Intermixed Topsoil, Trace to Little Sand and Gravel, Very Moist Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Hard FI -- N=8 --8 N= Q r =. tsf N= 7 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard to Stiff 8-8- N=8 Q r =. tsf 7 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

82 9 8 9 Telephone: () - Fax: () Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Possible Fill, Brown Silty Clay, Trace Sand and Gravel, Moist, Very Stiff to Hard Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Very Stiff Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Very Stiff -in SS FI SPT Blows per -inch (SS) 9-- N= -- N= -- N= LOG OF BORING B-. Sheet of. Q r =.9 tsf Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff --7 N= -8-9 N=7 Poor Recovery N=9 Q r =.9 tsf End of Boring at ' -- N=9 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// DP Latitude:.79 Longitude: Drill Rig: Diedrich HD D- ATV - No. 9 :

83 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Very Stiff -in SS SPT Blows per -inch (SS) --7 N= LOG OF BORING B-7 7. Sheet of. 8. feet 8. feet Brown Lean Clay, Trace Gravel, Moist, Hard Brown Lean Clay with Sand Pockets, Trace Gravel, Very Moist, Very Stiff -7- N=7-7- N=8 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist to Wet, Very Stiff -8-9 N=7 Q r =. tsf N= Poor Recovery 7 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

84 9 9 Telephone: () - Fax: () -7 8 Offset: ' S; Utilities Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown and Dark Brown Lean Clay with Intermixed Topsoil, Trace to Little Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -- N=9 LOG OF BORING B-8 9. Sheet of. 8 8 Brown Lean Clay with Silt Seams, Trace Gravel, Wet, Very Soft (Possible Perched Water From.' to ') Grayish Brown Lean Clay, Trace Gravel, Moist, Hard -- N= 7 Q u =.8 tsf 8-7- N= 7 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =.8 tsf 7 8 End of Boring at ' --7 N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

85 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay with Intermixed Topsoil, Trace Concrete Rubble, Trace Gravel, Moist -in SS FI SPT Blows per -inch (SS) -9- N=9 LOG OF BORING B-9. Sheet of. Brown Lean Clay with Rust Colored Mottling and Silt Seams, Trace Sand, Moist, Hard Brown Lean Clay, Trace Gravel, Moist, Hard --8 N= N=8 Q r = 7. tsf N= 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard N= Q r =. tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

86 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay with Silt Seams, Trace Intermixed Topsoil, Trace Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) --7 N= LOG OF BORING B- 8. Sheet of. 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Very Stiff Brown Lean Clay, Trace Gravel, Moist, Hard -7-8 N= N=7 Q r =. tsf N= 7 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard to Very Stiff 8 -- N= Q r =. tsf 7 8 End of Boring at ' --8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

87 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Trace To Little Sand and Gravel, Trace Intermixed Topsoil, Moist -in SS SPT Blows per -inch (SS) 9-- N= LOG OF BORING B-. Sheet of. FI Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Hard --9 N= 9-- N= Q r = 7. tsf Grayish Brown Lean Clay, Trace Gravel, Moist, Hard -8- N=9 8 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 Q r =. tsf 7 8 End of Boring at ' -- N=9 Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

88 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Moist ("± Thick) Fill, Dark Brown and Brown Lean Clay with Intermixed Topsoil, Trace Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -8-7 N= LOG OF BORING B- 7. Sheet of Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard --9 N= --8 N= 7 8 Q r =.8 tsf Q r =. tsf 8 8 Brownish Gray Lean Clay, Trace Gravel, Moist, Hard -9- N= 9 Q r = 7. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= 7 Q r =. tsf 7 8 End of Boring at ' -- N=9 7 Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

89 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown and Dark Brown Lean Clay, Little to Some Intermixed Topsoil, Trace Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -- N= LOG OF BORING B- 9. Sheet of. 8 8 Possible Fill, Light Brown Silt, Trace to Little Gravel, Trace Clay, Moist, Medium Dense Brownish Gray Lean Clay, Trace Gravel, Very Moist, Hard P FI --7 N= -9-9 N=8 8-- N= No Recovery N= 8 Brownish Gray Lean Clay with Silt Seams, Trace Gravel, Very Moist, Very Stiff -7-9 N= 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 7 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

90 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Light Brown to Brown Silt, Little Clay, Trace to Little Sand and Gravel, Moist -in SS SPT Blows per -inch (SS) -8-7 N= LOG OF BORING B- 9. Sheet of.. feet. feet FI 8 Grayish Brown Lean Clay with Rust Colored Mottling, Trace Silt Lenses, Trace Gravel, Moist, Hard -- N= --8 N= Gray Lean Clay, Trace Gravel, Moist, Hard -- N= 8 8 Gray Lean Clay with Silt Seams, Very Moist to Wet, Very Stiff 8 -- N= Q r =. tsf 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 End of Boring at ' -- N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

91 9 Telephone: () - Fax: () -7 8 Offset: ' SW; Tree Boring Surface Elev.: 89 ft Moist ("± Thick) Possible Fill, Brown Lean Clay with Silt Seams, Trace to Little Sand and Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) 7--7 N= LOG OF BORING B- 7. Sheet of. Q r =. tsf Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard Brown Lean Clay with Rust Colored Mottling and Silt Seams, Trace Gravel, Moist, Hard -- N= -7-9 N= Grayish Brown Lean Clay, Trace Gravel, Very Moist, Very Stiff -7- N=7 Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= 7 Q r =.7 tsf 7 8 End of Boring at ' --7 N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

92 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Moist ("± Thick) Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Trace Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) -- N=9 LOG OF BORING B Sheet of. 8 8 Brown to Grayish Brown Lean Clay with Silt Seams, Trace to Little Gravel, Moist, Hard to Very Stiff -9-9 N= N=8 Q r =. tsf N= Gray Lean Clay, Trace Gravel, Very Moist, Stiff to Very Stiff N= 7 Q r =. tsf 7 8 End of Boring at ' -- N=7 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8/8/ Date Boring Completed: 8/8/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

93 9 Telephone: () - Fax: () -7 Offset: ' E; Building & Utilities Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist Brown Sand and Gravel, Moist to Very Moist, Medium Dense -in SS P FI SPT Blows per -inch (SS) 7-- N= LOG OF BORING B-7. Sheet of. 8 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard to Very Stiff SP -- N= 8-8- N= 8 Q r =. tsf N= 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =. tsf 7 8 End of Boring at ' -- N= 8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

94 9 Telephone: () - Fax: () -7 Offset: ' S; Sidewalk Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) 9-- N= LOG OF BORING B-8. Sheet of. 8 8 Brown Medium to Coarse Sand, Little to Some Gravel, Moist, Medium Dense Gray Sandy Silt, Trace Gravel, Very Moist, Medium Dense SP -- N= -- N= 8 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff -- N= 7 Q r =.7 tsf N= Q r =. tsf 7 8 End of Boring at ' --8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

95 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Gray Silt with Clay Pockets, Very Moist, Medium Dense -in SS ML SPT Blows per -inch (SS) --7 N= LOG OF BORING B-9 9. Sheet of. 8 8 Brown Lean Clay with Calcerated Veins and Silt Seam, Trace Gravel, Moist, Hard --7 N= -7-9 N= Q r =.8 tsf Gray Lean Clay with Silt Seams, Moist, Stiff N=7 7 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=8 Q r =. tsf 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

96 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -- N=7 LOG OF BORING B-. Sheet of. Fill, Brown Lean Clay, Trace to Little Intermixed Topsoil, Trace Sand and Gravel, Moist FI -- N= N= 7 Brown Lean Clay, Trace Gravel, Moist, Hard -- N= Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Hard to Very Stiff N= Q r =. tsf 7 End of Boring at ' --8 N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

97 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Little to Some Intermixed Topsoil, Trace to Little Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -- N=9 LOG OF BORING B- 8. Sheet of. 8 8 Fill, Dark Grayish Brown and Brown Lean Clay, Trace to Little Intermixed Topsoil, Trace Sand and Gravel, Very Moist Brown Lean Clay with Rust Colored Mottling and Silt Seam, Trace Gravel, Very Moist, Very Stiff FI -- N=9 --7 N= Brownish Gray Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Hard --7 N= 8 Gray Lean Clay, Trace Gravel, Very Moist, Hard --9 N= Q r =. tsf 7 End of Boring at ' -7-8 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

98 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Brown and Dark Brown Lean Clay, Little to Some Intermixed Topsoil, Trace Gravel, Trace Concrete Rubble, Very Moist -in SS FI SPT Blows per -inch (SS) -- N=9 LOG OF BORING B- 7. Sheet of. 8 Fill, Brown Lean Clay with Silt Seams, Trace Intermixed Topsoil, Trace Gravel, Moist FI -- N= N= Brown Lean Clay, Trace Gravel, Moist, Hard --8 N= 8 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff --7 N= 7 Poor Recovery N=9 Q r =. tsf 7 8 End of Boring at ' -- N=8 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

99 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Trace Sand and Gravel, Trace Topsoil Lenses, Moist -in SS FI SPT Blows per -inch (SS) -- N=9 LOG OF BORING B-. Sheet of. 8 8 Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Very Stiff -- N= N= 7 Q r =.7 tsf 8 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Very Stiff -- N= Q r =.7 tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 7 -- N=9 Poor Recovery 7 8 End of Boring at ' -7- N= 7 Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

100 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 89 ft Moist ("± Thick) Brown Lean Clay, Trace Gravel, Moist, Very Stiff -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-. Sheet of. Q r =.8 tsf 8 8 Grayish Brown Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= -- N=9 Q r =. tsf 8 Poor Recovery Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=9 8 Q r =.7 tsf 7 8 End of Boring at ' -- N= 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

101 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Dark Brown Lean Clay with Intermixed Topsoil, Very Moist -in SS FI SPT Blows per -inch (SS) -- N= LOG OF BORING B-. Sheet of. Q r = 7. tsf LOI Testing: Oc=.8% 8 Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -- N=9 Q r = 7. tsf 8-8- N= Grayish Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard to Very Stiff --7 N= 9 Q r =.9 tsf 8 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= Q r =. tsf 7 8 End of Boring at ' -- N=9 8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

102 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 89 ft Very Moist (7"± Thick) Light Brown Silt with Rust Colored Mottling, Trace Clay, Very Moist, Loose -in SS ML SPT Blows per -inch (SS) -- N=8 LOG OF BORING B-. Sheet of. 8 8 Brown Lean Clay, Trace Gravel, Moist, Hard to Very Stiff --8 N= Q r =. tsf N=9 Q r =. tsf 8 8 Brownish Gray Lean Clay, Trace Gravel, Very Moist, Hard --8 N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=7 7 Q r =. tsf 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

103 9 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Brown Lean Clay with Silt Seams and Sand Pockets, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) N= LOG OF BORING B Sheet of. Poor Recovery 8 Brown Lean Clay, Trace Gravel, Moist, Hard -7- N= N= N=7 No Recovery (Auger Sample) 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N= 7 8 End of Boring at ' --7 N= Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

104 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard -in SS P FI SPT Blows per -inch (SS) -7-8 N= LOG OF BORING B-8. Sheet of Light Brown Silt with Clay Pockets, Trace Gravel, Moist, Medium Dense Brown Lean Clay, Trace Gravel, Moist, Hard to Very Stiff ML --9 N= --8 N= 7 Q r =. tsf 8 -- N=9 8 Q r =.8 tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff to Stiff 8 -- N=8 Q r =. tsf 7 8 End of Boring at ' -- N=9 Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

105 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 89 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -- N=9 LOG OF BORING B-9 7. Sheet of. Q r =.7 tsf Brownish Gray Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Very Stiff --8 N= --8 N= 9 Q r =. tsf Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= N=8 7 Q r =. tsf 7 8 End of Boring at ' --7 N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

106 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Dark Brown and Brown Lean Clay with Intermixed Topsoil, Moist -in SS FI SPT Blows per -inch (SS) 8-7- N= LOG OF BORING B Sheet of. Fill, Brown Lean Clay, Some Intermixed Topsoil, Trace Grass, Very Moist FI --7 N= 8 8 Brown Lean Clay, Trace Gravel, Moist, Hard --7 N= 8 Q r =. tsf -7-8 N= Poor Recovery 8 Gray Lean Clay, Trace Gravel, Very Moist, Stiff to Very Stiff 8 -- N=9 8 Q r =.8 tsf 7 8 End of Boring at ' -- N=7 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

107 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -8- N=9 LOG OF BORING B-7. Sheet of. 8 Brown Lean Clay, Trace Gravel, Moist, Hard to Very Stiff --7 N= Q r =. tsf 8 -- N= 8 Q r =. tsf 8 8 Brownish Gray Silt, Trace Clay, Very Moist, Loose ML -- N=7 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=8 Q r =. tsf 7 8 End of Boring at ' -- N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

108 8 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 88 ft Very Moist (8"± Thick) Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist to Very Moist, Very Stiff -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-7 8. Sheet of. Q r =.9 tsf Grayish Brown Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= --7 N= Q r =. tsf 8 -- N=7 7 Gray Lean Clay, Trace Gravel, Very Moist, Stiff to Very Stiff 8 -- N=8 7 8 End of Boring at ' -- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

109 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Silt with Calcerated Veins, Trace to Little Clay, Moist to Very Moist, Medium Dense -in SS ML SPT Blows per -inch (SS) -- N= LOG OF BORING B-7. Sheet of. 8 Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard to Very Stiff -7-8 N= N=8 Poor Recovery -7-9 N= 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff 8 -- N=8 7 8 End of Boring at ' -- N=8 Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

110 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Very Stiff -in SS SPT Blows per -inch (SS) 7-- N= LOG OF BORING B Sheet of. No Recovery (Auger Sample) 8 8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff --7 N= N= 9 Q r =.9 tsf 8 8 Light Brown Silt, Trace Clay, Very Moist, Medium Dense ML --7 N= Gray Lean Clay, Trace Gravel, Very Moist, Stiff N= End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

111 9 Telephone: () - Fax: () -7 Offset: ' NW; Overhead Utilities Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Brown Lean Clay, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) --7 N= LOG OF BORING B-7. Sheet of N= Q r =. tsf --8 N= 7 Q r =. tsf N= 7 Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=9 7 Q r =. tsf 7 8 End of Boring at ' --7 N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

112 8 9 Telephone: () - Fax: () Boring Surface Elev.: 88 ft Moist ("± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Moist, Hard Brown Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff -in SS SPT Blows per -inch (SS) N= -- N=8 LOG OF BORING B Sheet of N= N= 7 Gray Lean Clay, Trace Gravel, Very Moist to Moist, Very Stiff 8 -- N=9 Q r =.8 tsf 7 8 End of Boring at ' -- N=9 Q r =.8 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

113 8 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 87 ft Asphalt ("± Thick) Aggregate Base, Dark Brown Crushed Sand and Gravel, Moist (7"± Thick) Possible Fill, Light Brown Medium to Coarse Sand, Trace Gravel, Moist, Medium Dense -in SS ASPH BASE SPT Blows per -inch (SS) 7--7 N= LOG OF BORING B Sheet of. 7. feet feet P FI Brown Lean Clay, Trace Silt Lenses, Moist, Very Stiff Light Brown Medium to Coarse Sand,Trace Gravel, Wet, Medium Dense -7-9 N= -- N= 7 8 SP N= 8 7 Gray Lean Clay with Sand Pockets, Trace to Little Gravel, Very Moist to Wet, Very Stiff 8 -- N= 7 Gray Lean Clay, Trace Gravel, Very Moist to Wet, Very Stiff 8 End of Boring at ' -- N= Cave-In at 8' Completion Depth:. ft s: Date Boring Started: 7/9/ Date Boring Completed: 7/9/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

114 8 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 87 ft Asphalt ("± Thick) Aggregate Base ("± Thick) Brown Lean Clay, Trace Gravel, Moist to Very Moist, Hard to Very Stiff -in SS ASPH BASE SPT Blows per -inch (SS) -- N= LOG OF BORING B Sheet of.. feet 8 8 Light Brown Silt, Very Moist, Medium Dense Brown Coarse Sand, Little Gravel, Wet, Medium Dense ML -8- N= -8-9 N=7 8 8 SP -- N= 7 7 Gray Lean Clay, Trace Gravel, Moist to Wet, Very Stiff N= 8 Q r =.8 tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 7/9/ Date Boring Completed: 7/9/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

115 8 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 88 ft Asphalt ("± Thick) Aggregate Base, Brown Crushed Sand and Gravel, Wet (8"± Thick) (Possible Trapped Water within Base Coarse Layer) Brown Lean Clay, Trace Gravel, Moist, Hard -in SS ASPH BASE SPT Blows per -inch (SS) --8 N= LOG OF BORING B Sheet of. Q r =. tsf 8 8 Grayish Brown Lean Clay, Trace Gravel, Moist, Hard 9-9- N= -7-9 N= 9 9 Q r =. tsf 8 8 Brownish Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N= Q r =.9 tsf 7 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Very Stiff 8 -- N= End of Boring at ' -- N= Cave-In at ' Completion Depth:. ft s: Date Boring Started: 7/9/ Date Boring Completed: 7/9/ BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

116 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 89 ft Very Moist (8"± Thick) Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Hard to Very Stiff -in SS SPT Blows per -inch (SS) -- N= LOG OF BORING B-8. Sheet of Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= -- N= Q r =. tsf N= Q r =. tsf N= Q r =. tsf 7 8 End of Boring at ' --8 N= Q r =.9 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

117 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Topsoil, Dark Brown Organic Silt, Trace Sand, Very Moist ("± Thick) Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Moist, Very Stiff to Hard -in SS SPT Blows per -inch (SS) --7 N= LOG OF BORING B-8. Sheet of. Q r =.9 tsf N= Q r =. tsf N=7 9 Q r =.7 tsf 8 Brownish Gray to Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N=7 Q r =.8 tsf N=9 Q r =. tsf 7 8 End of Boring at ' -- N=9 7 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

118 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 89 ft Very Moist ("± Thick) Brown Lean Clay, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) -- N=9 LOG OF BORING B Sheet of. Q r =. tsf 8 8 Grayish Brown Lean Clay with Silt Seams and Rust Colored Mottling, Trace Gravel, Moist, Very Stiff -- N=9-7-7 N= Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Stiff 8 -- N= Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=9 Q r =. tsf 7 8 End of Boring at ' -- N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// BG Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

119 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Gravel, Moist, Hard -in SS SPT Blows per -inch (SS) 9-- N= LOG OF BORING B-8. Sheet of Brown Lean Clay with Rust Colored Mottling, Trace Sand Pockets, Trace Gravel, Moist, Very Stiff --9 N= -- N=9 Q r =. tsf -- N= Poor Recovery 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff -- N= Poor Recovery 7 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

120 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Brown Lean Clay with Calcerated Veins, Silt Seams, and Rust Colored Mottling, Trace Gravel, Moist, Very Stiff to Hard -in SS SPT Blows per -inch (SS) -8-9 N=7 LOG OF BORING B-8 7. Sheet of N= Q r =.7 tsf N= Poor Recovery Brown Lean Clay, Trace Gravel, Moist, Very Stiff 8 -- N= 9 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N=9 7 Q r =. tsf 7 End of Boring at ' -- N= 8 Poor Recovery Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

121 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 89 ft Very Moist (8"± Thick) Brown Lean Clay, Trace Silt Lenses, Trace Gravel, Very Moist to Moist, Very Stiff to Hard -in SS SPT Blows per -inch (SS) --8 N= LOG OF BORING B-8. Sheet of. Q r =.9 tsf N= No Recovery N= Q r =. tsf N= Q r =.7 tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff to Stiff N= Poor Recovery 7 End of Boring at ' -- N= Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// JF Latitude:.79 Longitude: Drill Rig: ASV D- ATV - No. :

122 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Fill, Brown Lean Clay, Trace Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) 8-7- N= LOG OF BORING B-8. Sheet of. 8 8 Fill, Gray to Bluish Gray Lean Clay, Trace Wood Matter, Very Moist Brown Lean Clay, Trace Gravel, Moist, Very Stiff FI -- N= N= N=9 8 Q r =.9 tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff 8 -- N= Q r =. tsf 7 8 End of Boring at ' -- N= Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

123 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (7"± Thick) Fill, Light Brown Silt, Trace Gravel, Moist -in SS FI SPT Blows per -inch (SS) 7-7- N= LOG OF BORING B-87. Sheet of. 8 8 Fill, Dark Brown and Brown Lean Clay, Trace Intermixed Topsoil, Trace Sand and Gravel, Very Moist Brown Lean Clay, Trace Gravel, Moist, Hard FI --7 N= Q r =. tsf N= Q r =.8 tsf Brown Lean Clay with Silt Seams, Trace Gravel, Moist, Hard 9-9- N= 8 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Hard to Very Stiff N= 9 Q r =.7 tsf 7 8 End of Boring at ' --7 N= Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

124 9 Telephone: () - Fax: () -7 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Possible Fill, Brown Lean Clay with Silt Seams, Trace Topsoil Lenses, Moist, Hard to Very Stiff -in SS P FI SPT Blows per -inch (SS) N= LOG OF BORING B-88. Sheet of. 8 Brown Lean Clay, Trace Gravel, Moist, Very Stiff -- N= N= N= 9 Q r =. tsf Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff N=8 Q r =. tsf 7 8 End of Boring at ' -- N=9 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

125 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist (8"± Thick) Fill, Light Brown Silty Sand, Little Gravel, Trace Clay, Moist -in SS FI SPT Blows per -inch (SS) 7--8 N= LOG OF BORING B Sheet of Buried Topsoil, Dark Brown to Black Organic Clay, Very Moist Brown Lean Clay with Calcerated Veins and Silt Seams, Trace Sand Pockets, Moist, Hard -- N=9 --8 N= 8 Brown Lean Clay, Trace Gravel, Moist, Hard N= 9 Q r =. tsf 8 Gray Lean Clay, Trace Gravel, Very Moist, Very Stiff to Hard 8 -- N= Q r =. tsf 7 8 End of Boring at ' -8- N=8 Q r =. tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

126 9 9 Telephone: () - Fax: () -7 8 Boring Surface Elev.: 9 ft Very Moist ("± Thick) Fill, Brown Lean Clay, Trace to Little Sand and Gravel, Moist -in SS FI SPT Blows per -inch (SS) -8-7 N= LOG OF BORING B-9. Sheet of. 8 8 Brown Lean Clay, Trace Gravel, Moist, Hard to Very Stiff -- N=8 -- N= N= 8 8 Gray Lean Clay, Trace Gravel, Moist to Very Moist, Hard N= 9 Q r =. tsf 7 8 End of Boring at ' -- N= Q r =.7 tsf Cave-In at ' Completion Depth:. ft s: Date Boring Started: 8// Date Boring Completed: 8// CR Latitude:.79 Longitude: Drill Rig: CME ATV - No. 8 :

127 MONITORING WE RECORD WE/BORING NO: DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 MW- LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE SCHEMATIC WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// 9. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

128 MONITORING WE RECORD WE/BORING NO: MW-8A DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9//.7 FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

129 MONITORING WE RECORD WE/BORING NO: MW-8B DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER b PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// 9. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

130 MONITORING WE RECORD WE/BORING NO: MW- DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// 9.7 FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

131 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

132 MONITORING WE RECORD WE/BORING NO: MW-8 DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9//. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

133 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

134 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

135 MONITORING WE RECORD WE/BORING NO: MW- DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

136 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

137 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL FT BTOC BLS DATE: 9//. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

138 MONITORING WE RECORD WE/BORING NO: MW-7 DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER b PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9//. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

139 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9//.8 FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

140 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL. FT BTOC BLS DATE: 9// 8.7 FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

141 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

142 MONITORING WE RECORD WE/BORING NO: MW- DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

143 MONITORING WE RECORD WE/BORING NO: MW-9 DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

144 MONITORING WE RECORD WE/BORING NO: MW-7 DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

145 MONITORING WE RECORD WE/BORING NO: MW-77 DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL FT BTOC BLS DATE: 9//. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

146 MONITORING WE RECORD WE/BORING NO: MW-8 DATE: September 9, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9// N/O* FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

147 MONITORING WE RECORD WE/BORING NO: MW-89 DATE: September, PROJECT NAME: Proposed Westlawn Redevelopment PROJECT NO: 9 LOCATION AN: See Boring Location Plan SEC: TWN: RGE: LAT:.79 N LONG: W DRIERS: Bryan Sargent PERMIT INFORMATION: WE TYPE: SHAOW SINGLE CASED MONITORING PERMANENT INTERMEDIATE DOUBLE CASED RECOVERY TEMPORARY DEEP OTHER OTHER WE SCHEMATIC INSTAATION DATA DECON. STEAM EAN HIGH PRESSURE WASH SOAP WASH NONE TOC ABOVE GROUND IF CASING TYPE: PVC STAINLESS TEFLON OTHER RISER BOX JOINTS: THREADED WELDED COUED OR STICKUP SCREWED OTHER PIT CASING: YES NO DESCRIBE FT. WE SCREEN: PVC STAINLESS TEFLON OTHER DIAMETER: " " " OTHER IN SLOT:.. OTHER IN BOREHE ANNULAR DIAMETER DRIING SID STEM HLOW STEM MUD ROTARY BACKFI METHOD: AIR ROTARY DIRECT PUSH HAND AUGER IN. OTHER BIT SIZE: " " " 8" " OTHER IN 9 FT. DRIING MUD: NONE WATER BENTONITE CASING OTHER CEMENT DIAMETER CENTRALIZER: YES NO TOTAL BENTONITE WE GROUT IN. COMETION: FLUSH MOUNT STICKUP RISER BOX DEPTH SILICA SAND SCH. LOCK TYPE: DPHIN MASTER KEY NO. Types of FROM NATIVE SOIL OTHER Keys used on TOC OTHER PAD: 'X' 'X' NONE this project CUTTINGS: DRUMMED NUMBER OF DRUMS FT. SPREAD OTHER SEAL BENTONITE MASONRY SAND DEVELOPMENT NONE BAILING PUMPING AIR LIFT FT. OTHER METHOD: SURGE & BLOCK OTHER TIME: MIN MIN OTHER MIN AMOUNT GAL GAL OTHER GAL WATER BEFORE: SILTY TURBID OPAQUE EAR FILTER WATER AFTER: SILTY TURBID OPAQUE EAR PACK WE EVIDENT ODOR: YES NO TYPE SCREEN FT. LENGTH DEVELOPMENT DRUMMED NUMBER OF DRUMS TYPE WATER: SPREAD TREATED POTW OTHER FT. # Red Flint WATER LEVEL: INITIAL N/O* FT BTOC BLS DATE: 9//. FT BELOW TOC OVER DATE: FT BELOW TOC DRI WE SUMP YES NO NOTES: (DESCRIBE A NON-STANDARD METHODS & MATERIALS) FT. IN. *N/O - Not Observed PREPARED BY: Colin T. Henderson, P.E. Rev. /

148

149

150

151 Test location Westlawn - Phase Test Date August September, Analysis For Sam's Well Drilling, Inc. PO Box Randolph, WI 9 Phone: (9) -9 Fax: (9) -9 Test Performed By Sam's Well Drilling, Inc. WESTERN OFFICE PO Box, Elkton, SD 7 P: F: --9 MAIN OFFICE PO Box, Bowie, TX 7 P: F: EASTERN OFFICE PO Box, Asheville, NC 88 P: F: