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Home My WebLink AboutGeotechnical Engineering Report GEOTECHNICAL ENGINEERING REPORT Profosed Retail Development 111 .Street and MichiganRoad Zionsville, Indiana -Information eTo Build On Engineering. Consulting. .7iJstlng Consulting, Inc. 7260 Shadeland Station Indiana 46256-3957 September 7, 2005 PROFESSIONAL SERVICE INDUSTRIES, INC. 5362 West 78th Street Indianapolis. IN 46268 Information To Build On EngineCtI'ing · Consulting · 7hsfing September 7, 2005 Mr. Christopher L. Hinkle Project Engineer American Consulting, Inc. 7260 Shadel and Station Indianapolis, Indiana 46256-3957 Re: Preliminary Geotechnical Engineering Services Report Pro~osed Retail Development 111. Street and Michigan Road Zionsville, Indiana PSI File No. 016-55037 Dear Mr. Hinkle: Professional SerVice Industries, Inc. (PSI) is pleased to transmit our Geotechnical Engineering Services. Report for the referenced. project. This report includes .the results of field and laboratory testing, and geotechnical recommendations for foundation and general pavement design, as well as general site development. PSI appreciates the opportunity to perform this . geotechnical evaluation and looks forward to continued participation during the design. and construction phases of this. project. If you have questions pertaining to this report, or if PSI may be of further service,. please contact our office. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. S~ljff Project Engineer ~~ Michelle M.Gottschalk, P.E. Geotechnical Department Manager ~L)t1M}5 Kevin C. Miller . . Principal Consultant Service Industries, Inc. - 5362 West 78th St. -Indianapolis, IN 46268-4126 - Phone 317/876-n23. Fax 317/876-8155 TABLE OF CONTENTS Page No. EXECUTIVE SUMMARY .............................................................................................................. 1 PROJECT INFORMATION ........... ...................................... .... .... ...... ........ .......... ................... ....... 2 · Project Authorization ........ ....... ............... .............. ...... .......... ........................ ...... 2 · Project Description................ ... .... .... .... .... ........ ...... ............ ..... ...... .... .... ...... ........ 2 · Purpose and Scope of Services......................................................................... 3 SITE AND SUBSURFACE CONDITIONS. .......... ...... ..................... ............ ............ ..... ........ ......... 5 · Site Location and Description ............................................................................5 · Site Geology......... ............ .......... .......... ............ .... ...... ........ .... .... ...... ............ .... .... 5 · Subsurface Conditions ....... ....... ...... ...... ....... ................. .............. ............... ........ 6 · Groundwater Information ....... ............... ....... ..... ............ .......... .............. ......... .... 7 EV ALUA TION AND RECOMMENDATIONS ...............................................................................9 . Geotechnical Discussion ........... ...... .................... .......... .............. .......... ...... ....... 9 . Site Preparation....... ...... .................... ............. .... ........ .............. ....................... .... 9 · Foundation Recommendations ................................ ............ .... ........................ 12 . Seismic Design Considerations .......................................................................13 . Floor Slab Recommendations......................... ...... ................. ...... .... ................ 14 · General Pavement Recommendations ............................................................16 · Pavement Subgrade Preparation .....................................................................17 . Pavement Drainage & Maintenance................................................................. 17 CONSTRUCTION CONSiDERATIONS..... ...... ....... .... .... .... ..... ... ...................... ............. ........ ..... 19 · Moisture Sensitive SoilslWeather Related Concerns ....................................19 · Drainage and Groundwater Considerations ................................................... 20 · Excavations ... ........ ..................... ...... ........ ........ .... .............. .... ...... .... .... ... .... ...... 21 GEOTECHNICAL RiSK.............................................................................................................. 23 REPORT LIMITATIONS .......... ................. ...... .... ...... ........ ............. .......... ........ ................. .......... 24 APPENDIX SITE VICINITY MAP SOIL BORING LOCATION PLAN GENERAL NOTES SOIL BORING LOGS (15) UNIFIED SOIL CLASSIFICATION SYSTEM -1- EXECUTIVE SUMMARY PSI has completed a preliminary exploration and evaluation of the subsurface for the proposed Center Pointe Crossing Retail Development in Zionsville, Indiana. The 37-acre parcel is located on the west side of Michigan Road between 111 th Street and Bennett Parkway Drive. The proposed construction will consist of one main retail box structure with several outlots. The main retail structure is preliminarily located on the southwest quadrant of the parcel. 204,000 square feet of building footprint in main retail structure is proposed as a single-story, steel-framed, slab-on-grade construction. The basis of report includes column loads not exceeding 150 kips and continuous or wall loads not exceeding 3-5 kips per lineal foot. Several outlot structures ranging from about 3,000 to 30,000 square feet in area are preliminarily located on the north and east sides of the site. Soil borings have been drilled and selected soil samples tested in the laboratory. In general, beneath about 8 to 10 inches of topsoil the subsurface materials consisted of silty clay and fat clay with discontinuous layers of silty fine to coarse sand. The borings were terminated at predetermined depths of 30 feet, without encountering refusal. Based on the soil boring data, PSI estimates the groundwater level at the time of drilling may have been at or below a depth of about 8 to 13 feet below existing grade. Soft soils with an N-value of 5 blows per foot or less were encountered in nine of the 15 borings, and may require removal prior to placement of foundations. The results of this exploration indicate that the subsurface conditions at the site are generally suitable for the use of shallow foundations for support of the proposed structural loads, subject to proper subgrade preparation. The floor slab can be grade supported. Details related to site development, foundation and general pavement design, and construction considerations are included in subsequent sections of this report. The moisture contents of the surficial soils varied greatly from 9 to 26 percent and may require moisture content control prior to placement as engineered fill. Liquid limits on the tested near surface soils ranged from 48 to 54 percent. Soils with a liquid limit higher than 40 percent are unsuitable for use as engineered fill. Subsequent to this preliminary investigation, additional borings are recommended for the subject property prior to the submittal of a final geotechnical report for the referenced project. The owner/designer should not rely solely on this Executive Summary. This summary does not contain all the information that is found in the full report. The report must be read in its entirety to obtain a more complete understanding of the information provided, and to aid in any decisions made or actions taken based on this information. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -2- PROJECT INFORMATION Project Allthori7ation Professional Service Industries, Inc. (PSI) has completed a geotechnical exploration for the proposed retail development in Zionsville, Indiana. PSI's services were authorized by Mr. Andrew Gerdom of American Consulting, Inc. on August 18, 2005 by signing our proposal. This exploration was accomplished in general accordance with PSI Proposal No. 016-550078 dated August 18, 2005. PrQject De~cription Project information was provided by Mr. Christopher L. Hinkle of American Consulting, Inc. on August 12, 2005. PSI has also been furnished with a architectural site plan titled, "Michigan Retail- Indiana", dated August 5, 2005, prepared by Concept Design Group. On September 1, 2005, American Consulting, Inc. has also furnished PSI with an updated architectural site plan titled, "Michigan Retail - Indiana", dated August 31, 2005. PSI understands the proposed construction layout provided to us is preliminary. Information regarding the project site and construction, as it is proposed at this time, is outlined below: Site Location and Information · 37-acre parcel · West side of Michigan Road between 111th Street and Bennett Parkway Drive · Current land use is undeveloped and is presently grass and weed covered · Accessible to a truck-mounted drill rig during dry weather Building · One main retail box structure with several outlots · Main retail structure preliminarily located on the southwest quadrant of the parcel · Single-story, steel-framed, slab-on-grade construction without a basement · 204,000 square feet of building footprint in main retail structure · Column loads not exceeding 150 kips (basis of report) · Continuous or wall loads not exceeding 3-5 kif (basis of report) · Several outlot structures ranging from about 3,000 to 30,000 square feet in area - north and east of main structure PSI Project No. 016-55037, Center Polnte Crossing Retail Development Professional Service Industries, Inc. -1- Grading . Proposed based on less than 2 feet of cutlfill in building areas . Proposed based on less than 5 feet of cut/fill across the property . Stormwater detention pond, to be wet under normal conditions, estimated to be about 8 feet deep, preliminarily located just west of the main retail structure Pavement . Proposed asphaltic pavements and drives . Preliminarily located primarily 1) between the main structure and the outlots along the west side of Michigan Road, and 2) north of the main structure, dedicated to the larger outlots . A pavement section design was not requested of PSI and is not being provided in the scope of this report The geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface conditions described in this report. If PSI's basis of report or understandings of the project are considered incorrect or if conditions during construction are significantly different from those described in this report, please inform PSI immediately in writing so that PSI 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. Purpm~e and Scope of Services The purpose of this study was to explore the subsurface conditions at the site in order to develop earthwork and foundation related design recommendations for the proposed construction. PSI's scope of services included drilling 15 soil borings at the site to depths of about 30 feet below the existing ground surface, select laboratory testing, and preparation of this geotechnical report. PSI based the preliminary soil boring program on a discussion with Andy Gerdom of American Consulting, Inc. in a meeting with PSI's Business Development Manager, Andrew Mcintyre. This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents geotechnical recommendations regarding the following: PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -4- . Available project information . Site topographic information and surface conditions . Review of geologic setting . Review of subsurface conditions . Review of field and laboratory test procedures and test data . Subgrade preparation planning recommendations . Site grading and cut/fill planning recommendations . Geotechnical seismic design parameters per IBC 2003. · Recommendations pertaining to what preliminary design and construction can be used in the planning of: · Foundations, including suitable foundation type(s), preliminary allowable bearing pressure(s), and estimated settlement · Floor slabs · Subgrade preparation for pavement areas including drainage considerations and an estimated CBR value, based on anticipated subgrade soil conditions. (A specific recommendation for pavement section thickness was not requested and is not included in the scope). · Construction considerations, including temporary excavation and construction control of water. . Recommendations for the final geotechnical report 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. Prior to development of this site, an environmental assessment is advisable. PSI's scope of services did not include 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. Mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Site conditions are outside of PSI's control, and 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. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -5- SITE AND SUBSURFACE CONDITIONS Sih~ Lncation and De~criptinn The approximately 37-acre site for the proposed retail development is located at the southwest corner of Bennett Parkway and Michigan Road in Zionsville, Indiana. It is bordered by Bennett Parkway to the north, commercial development and grassed areas to the south and west, and Michigan Road to the east. The site latitude and longitude is approximately N 39056'48" and W 86014'28", respectively. The general site location is shown on Figure 1, Site Vicinity Map, in the Appendix of this report. Ground surface elevations across the site ranged from a minimum of approximately 895 feet at the northwest corner to approximately 903 feet near the center of the northeast quadrant of the site. At the proposed 204,000 square foot building in the southwest corner, the ground surface elevations ranged from about 896 feet to about 902 feet. The ground surface elevations were interpolated from the topographic survey prepared by Concept Design Group. The project elevations are referenced to the National Geodetic Vertical Datum (NGVD). A treeline running west to east separates the site approximately in half. The northern half of the site is covered with weeds and tall grass, while the southern half is an agricultural field covered in mature corn at the time of drilling. The surficial soils were firm at the time of the field exploration. PSI's rubber tired all terrain vehicle (A TV) mounted-drill rig experienced no significant difficulty in moving about the site. Site Geology Based on the regional geologic map for Indianapolis, Indiana, unconsolidated sediment deposits at the project area consist of mainly loam till sheets of low relief from the Wisconsinan Age Glacier. Based on regional geologic mapping, the thickness of the unconsolidated sediment deposits in the project area is approximately 150 to 200 feet. The site is mapped as underlain by New Albany Shale. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -6- Subsurface Conditions The site subsurface conditions were explored with 15 soil test borings, 11 within the proposed building areas, one in the proposed detention pond area and three within parking and drive areas. The borings were advanced to a depth of 30 feet. . The boring locations and depths were suggested by PSI and reviewed with the client prior to drilling. PSI personnel staked the borings in the field by measuring distances from available surface features. As instructed by Andy Gerdom of American Consulting, Inc., on August 24,2005, boring locations were adjusted in the field to minimize damage to existing corn. The surface elevations at the borings were interpolated to the nearest foot from the provided drawing. The borings were advanced utilizing 3%-inch inside diameter hollow stem auger drilling methods and soil samples were routinely obtained during the drilling process. Select soil samples were later tested in PSI's laboratory to document material properties to be used in the recommendations. Drilling, sampling, and laboratory testing were accomplished generally in accordance with ASTM procedures. The subsurface conditions below the 8 to 10 inches of topsoil, as identified by the 15 borings primarily include silty medium to fat clay. These materials are described in more detail in the following paragraphs. Silty medium to fat clay with moisture contents generally above 20% generally extend to a depth of 5 feet. N-values were typically between 5 and 14, but were as high as 21 blows per foot in boring 8-13 and as low as 2 in boring 8-10 in the samples taken at a depth of 2.5 feet. Occasional sand seams were encountered in seven of the borings. N-values typically increased below a depth of 20 feet with an increase in granular content of the soil. Layers of silty fine to coarse sand were encountered in five borings at depths ranging from 14 feet at borings 8-7 and 8-9 and as deep as 19 feet at boring 8-5. The layer extended as deep as 29 feet below existing grade at boring 8-1. Sampler refusal, where 50 blows advanced the split spoon less than 6 inches, was encountered in borings 8-1 and 8-2 at samples taken 20 feet and deeper. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -7- The following table briefly summarizes the range of results from the field and laboratory testing programs. Please refer to the attached boring logs and laboratory data sheets for more specific information: Silty medium to fat clay Silty clay Gray silty clay 0.7 -5 5-13 5 -14 9-22 48"':'54 15-17 2-18 11-22119-1260.78-0.81 13-30 6-50+ 7-14 Silty fine to coarse sand 14 - 29 15 - 57+ 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/rock descriptions, stratifications, penetration resistances, and 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 altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Groundwater Information Water levels were measured in the borings during and at completion of drilling. The driller reported water in 7 of the 15 borings at depths of about 12% to 23 feet below existing grade, approximately PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -8- elevation 877 to 886 feet, during drilling. The water levels at completion of drilling, following removal of the augers, in 4 of the 15 borings ranged from 3 to 14 feet below existing grade. In the remaining borings, no free water was observed in the borehole or on the sampling tools. These conditions indicate that the continuous groundwater level at the site at the time of the exploration was either below the terminated depths of the borings, or that the soils encountered were relatively impermeable. In fine-grained soils such as the silty clay at this site, the water levels in the boreholes often are not representative of the actual groundwater level, because the boreholes remain open for a relatively short time. To obtain longer-term measurements, it is necessary to install water level observation wells or piezometers. In fine-grained soils, the depth of the soil color change from brown to gray' can be an indicator of the prevailing groundwater level. Above the prevailing groundwater level, fine-grained soils tend to oxidize to a brown color. At this site, the transition from brown to gray soils generally occurred at a depth of about 8 to 14 feet below existing grade, at about elevation 882 to 892 feet. Based on the water level observations during drilling, the moisture content of the recovered granular soil samples, and the depth of color change of fine-grained soils in the borings, PSI estimates the prevailing groundwater level may be at or below a depth of about 8 feet below existing grade, at approximately elevation 887 to 894 feet. The groundwater level at the site, as well as perched water levels and volumes, will fluctuate based on variations in rainfall, snowmelt, evaporation, surface run-off and other related hydrogeologic factors. The groundwater levels discussed in this section, and shown on the boring logs, represent the conditions at the time the observations were made. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -9- EVALUATION AND RECOMMENDATIONS Geotechnical Discussion 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. There are two primary geotechnical related concerns at this site, which will effect the performance of the foundations for this structure. The following summarizes those concerns: 1. High Plasticity clays were encountered in the exploration that could require remediation. 2. Drying of some of the on site soils may be required to achieve proper compaction during grading. Fat (high plasticity) clay was encountered and tested in boring 8-9 on the southeast corner of the site, near the proposed entrance off of Michigan Road. This potentially expansion soil should be undercut by a depth of two feet and replaced with lower plasticity soil. Additional Atterberg limit tests should be performed on soils in areas that are proposed to be used for engineered fill. Soft soils, with N-values of 5 blows per foot or less were encountered in borings 8-1, 8-3, 8-5, 8-6, 8-7, 8-9 and 8-10, 8-12 and 8-14. Additional borings are recommended in these areas to identify the extent of soft soils that may be required to be removed. Sih~ Preparation PSI recommends that topsoil, vegetation, roots, and soft soils in the construction areas be stripped from the site and either wasted or stockpiled for later use in non-load bearings areas. Depths of topsoil in PSI's borings ranged from 8 to 10 inches. Depths of soft soils encountered were up to 12 PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -10- feet below existing grade at boring B-3. The depth of removal should be determined by a representative of the geotechnical engineer at the time of construction. After stripping and excavating to the proposed subgrade level, as required, the building and parking areas should be thoroughly proof-rolled with a loaded tandem axle dump truck or similar piece of heavy rubber tired vehicle (typically with an axle load greater than 9-tons). Soils that are observed to rut or deflect excessively (typically greater than 1-inch) under the moving load should be undercut and .replaced with properly compacted fill. The proofrolling and undercutting activities should be observed and documented by a representative of the geotechnical engineer and should be accomplished. during a period of dry weather. Soft, loose or unstable areas revealed by the proofrolling should be stabilized by additional compaction or undercut and replaced with engineered fill or crushed aggregate. When backfilling impervious subgrades with granular soil, a means of drainage should be provided, such as edge drains, drain tiles, or if the slope warrants, gravity draining the granular material to a surface exit point. If proofrolling is performed following a warm and dry period, the need for surface repairs may generally be limited to localized areas. However, if subgrade preparation must proceed during unfavorable wet and/or cool weather periods, such as early spring or late fall, more extensive surface repairs will likely be required, as discussed in the Construction Considerations section of this report. After stripping, cutting to grade and proofrolling have been completed, fill placement to establish construction grades may begin. The first layer of fill should be placed in a relatively uniform horizontal lift and be adequately keyed into the stripped and scarified subgrade soils. Engineered fill materials to be placed within building and pavement areas should be free of organic or other deleterious materials, have a maximum particle less than 3 inches, and have a liquid limit less than 40 and a plasticity index less than 25. None of the on site soils samples in the upper 3 feet that were tested for Atterberg limits are suitable for use as engineered fill for site grading within building and pavement areas. If the on-site PSI Project No. 016-55037, Center Polnte Crossing Retail Development Professional Service Industries, Inc. -11- silty clay soils or imported fine-grained clay soils are used for fill, close moisture content control will be required to achieve the recommended degree of compaction. The moisture contents majority of the near surface silty clay soils vary greatly from 9 to 26 percent and will likely require moisture content adjustment prior to placement .as engineered fill. Optimum moisture contents for the silty clay soils are anticipated to be in the range of 12 of 18 percent and Proctor testing should be performed on the actual soils used. PSI anticipates disking and aeration during a warm, dry period will likely be necessary to lower the moisture content in areas where surficial soils are above this range. If engineered fill placement must proceed during a wet or cool time of the year, it will likely be infeasible to re-use the on-site soils as engineered fill, and imported fill materials will be required. If wet or cool season earthwork is necessary, PSI recommends the use of imported fill materials meeting the requirements of Indiana Department of Transportation (INDOT) 1999 Standard Specifications Section 211, "B" Borrow. In utility trenches, shallow foundation excavations, and other areas where large compaction equipment cannot be used, granular engineered fill should be placed as backfill. Granular engineered fill should also be used for backfill of loading dock retaining walls. PSI recommends the use of material meeting Indiana Department of Transportation (INDOT) 1999 Standard Specification Section 211, Structure Backfill, for use as granular engineered fill. Engineered fill should be placed in accordance with the recommendations previously stated in this section of the report. The fill placed shall be tested and documented by a geotechnical technician and directed by a geotechnical engineer to evaluate the placement of fill material. It should be noted that the geotechnical engineer of record can only certify the testing that is performed and the work observed and documented by that engineer or staff in direct reporting to that engineer. The following table summarizes the recommended compactive effort for various types of engineered fills. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -12- Modified 90% -2 to +2 % Modified 90% -2 to +2 % Relative 75% >95% " Saturation Densi Modified 88% -3 to +3 % Utility Trench Backfill! Wall Modified 90% -2 to +2 % Backfill 1 1 1 per 1,000 cy offill placed 1 per 200 cy of fill placed Other -2 to +2 % 1 er 1 000 c of fill laced "Relative Density as determined in general accordance with ASTM 04253 and 04254 "-2 Minimum of 1 test per lift Foundation Recommendatinn~ The planned construction can be supported on conventional spread footing foundations bearing on either competent naturally deposited silty clay natural soils or properly compacted structural fill placed on suitable natural soils. Spread footings for building columns and continuous footings for bearing walls may be designed for allowable soil bearing pressures of 2500 psf and 2000 psf, respectively, based on dead load plus design live load. Minimum plan dimensions of 24 inches for column footings and 18 inches for continuous footings should be used in foundation design to provide an acceptable factor of safety against a local bearing capacity failure and provide adequate room for cleaning of the bearing surface. Exterior footings and footings in unheated areas should bear at a depth of at least 36 inches below the final exterior grade to provide adequate frost protection. If the building is to be constructed during the winter months or if footings will likely be subjected to freezing temperatures after foundation construction, then all footings should be adequately protected from freezing. Otherwise, interior footings can be located on acceptable bearing materials at nominal depths compatible with architectural and structural considerations. The foundation excavations should be observed and documented by a representative of PSI prior to steel or concrete placement to assess that the foundation materials appear consistent with the PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -11- materials discussed in this report and thereby capable of supporting the design loads. Soft or loose soil zones encountered at the bottom of the footing excavations, as indicated by a dynamic cone penetrometer (DCP) correlating to an "N-value" of less than 7, should be removed to the level of suitable natural soils, and replaced with or adequately compacted structural fill. Fill placed below the foundations where unsuitable materials are removed should extend one (1) foot outside the foundation limits for every one (1) foot in thickness between the intended bearing surface and the underlying, suitable natural soils. Alternately, the foundations may be extended through the unsuitable soils to bear on the underlying suitable material. After opening, foundation bearing surfaces should be observed and tested and concrete placed as quickly as practical to limit exposure of the footing bottoms to water and construction traffic. 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 foundation excavations must be left open for more than one day, they should be protected by placement of a lean concrete mud mat or a 3 to 4 inch thick layer of compacted crushed aggregate such as INDOT No. 53 crushed aggregate. Based on results of the field tests and the anticipated foundation loads, PSI estimates that the maximum foundation settlement may be about % to 1 inch. Differential settlement between two adjacent columns may be about one-half of the total settlement. While settlement of this magnitude is generally considered tolerable for structures of the type proposed, the design of masonry walls should include provisions for liberally spaced, vertical control joints to minimize the affects of cosmetic cracking. Sp-i~mic Dp-~ign Con~iderations The 2000 (or 2003) International Building Code requires a site class for the calculation of earthquake design forces. This class is a function of soil type (Le., depth of soil and strata types). Soil borings at the project site extended to depths of up to 30 feet. Based on regional geologic mapping, PSI anticipates that the subsurface conditions below the explored depth may generally PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -14- consist of glacial till. Based on PSI's review of the available data, and knowledge of regional geology, PSI evaluated the Site Class using the weighted average of known and estimated Standard Penetration Test (SPT) N-values, soil shear strength estimated from the field and laboratory tests and regional geologic information. Site Class" C " is recommended. The USGS- NEHRP probabilistic ground motion values interpolated between the nearest four grid points from latitude 39.94670 and longitude -86.24110 are as follows: PGA 7.58 0.2 (S5) 18.16 1.20 0.3 16.68 1.0 (S1) 9.00 1.70 The Site Coefficients, Fa and Fv were interpolated for IBC 2000 Tables 1615.1.2(1) and 1615.1.2(2) as a function of the site classifications and the mapped spectral response acceleration at the short (S5) and 1 second (S1) periods. Floor Slab Recommendations The floor slab can be grade supported on native silty clay soil or properly compacted/engineered fill. Proofrolling, as discussed in this report, should be accomplished to identify soft or unstable soils that should be removed from the floor slab area prior to fill placement and/or floor slab construction. High plasticity clays below floor slabs should be remediated, as discussed earlier. For subgrade prepared as recommended and properly compacted fill, a modulus of subgrade reaction, k value, of 140 pounds per cubic inch (pci) may be used in the grade slab design based on values typically obtained from 1 foot x 1 foot plate load tests. However, depending on how the slab load is applied, the value will have to be geometrically modified. The value should be adjusted for larger areas using the following expression for cohesive and cohesionless soil: PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -15- Modulus of Subgrade Reaction, ks = (~) for cohesive soil and ks = k ( ~~ 1 )2 for cohesion less soil where: ks = coefficient of vertical subgrade reaction for loaded area, k = coefficient of vertical subgrade reaction for 1 x1 square foot area, and B = width of area loaded, in feet PSI recommends that a minimum four-inch thick free draining granular mat be placed beneath the floor slab to enhance drainage. The soil surface shall be graded to drain away from the building without low spots that can trap water prior to placing the granular drainage layer. Polyethylene sheeting should be placed to act as a vapor retarder where the floor will be in contact with moisture sensitive equipment or product 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 considering the moisture sensitivity of subsequent floor finishes, anticipated project conditions and the potential effects of slab curling and cracking. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage. The precautions listed below should be followed for construction of slab-on-grade pads. These details will not reduce the amount of movement, but are intended to reduce potential damage should some settlement of the supporting subgrade take place. Some increase in moisture content is inevitable as a result of development and associated landscaping. However, extreme moisture content increases can be largely controlled by proper and responsible site drainage, building maintenance and irrigation practices. . Cracking of slab-on-grade concrete is normal and should be expected. Cracking can occur not only as a result of heaving or compression of the supporting soil and/or bedrock material, but PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. - 1 h- also as a result of concrete curing stresses. The occurrence of concrete shrinkage crack, and problems associated with concrete curing may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement, finishing, and curing, and by the placement of crack control joints at frequent intervals, particularly where re-entrant slab corners occur. The American Concrete Institute (ACI) recommends a maximum panel size (in feet) equal to approximately three times the thickness of the slab (in inches) in both directions. For example, joints are recommended at a maximum spacing of twelve (12) feet based on having a four-inch slab. PSI also recommends that the slab be independent of the foundation walls. Using fiber reinforcement in the concrete can also control shrinkage cracking. . Areas supporting slabs should be properly moisture conditioned and compacted. Backfill in all interior and exterior water and sewer line trenches should be carefully compacted to reduce the shear stress in the concrete extending over these areas. Exterior slabs should be isolated from the building. These slabs should be reinforced to function as independent units. Movement of these slabs should not be transmitted to the building foundation or superstructure. General Pavement Recnmmendation~ PSI's scope of services did not include extensive sampling and CBR testing of existing subgrade or potential sources of imported fill for the specific purpose of detailed pavement section analysis. Instead, PSI has based this report on pavement-related design parameters that are considered to be typical for the area soils types. A CBR value of 3 may be used for pavem~nt design. In large areas of pavement, or where pavements are subject to significant traffic, a more detailed analysis of the subgrade and traffic conditions should be made. The results of such a study will provide information necessary to design an economical and serviceable pavement. Pavement for the dumpster area should be constructed of at least 8-inch thick, properly reinforced, Portland cement concrete with load transfer device installed where construction joints are required. A thickened edge is recommended on the outside of slabs subjected to wheel loads. This PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -17- thickened edge usually takes the form of an integral curb. Fill material should be compacted behind the curb or thicken edge of the outside slabs. The following are recommended to enhance the quality of the pavement. . Moisten subgrade just prior to placement of concrete. Cure fresh concrete with a liquid membrane-forming curing compound. Keep automobile traffic off the slab for 3 days and truck traffic off the slab for 7 days, unless tests are made to determine that the concrete has gained adequate strength (Le., usually 3,000 psi) . . Pavement SlIhgrade Preparation Prior to paving, the prepared subgrade should be proofrolled using a loaded tandem axle dump truck or similar type of pneumatic tired equipment with a minimum gross weight of 9 tons per single axle. Localized soft areas identified should be repaired prior to paving. Moisture content of the subgrade be maintained between -2% and +3% of the optimum at the time of paving. It may require rework when the subgrade is either desiccated or wet. Construction traffic should be minimized to prevent unnecessary disturbance of the pavement subgrade. Disturbed areas, as verified by PSI, should be removed and replaced with properly compacted material. Pavement Drainage & Maintenance PSI recommends pavements be sloped to provide rapid surface drainage. Water allowed to pond on or adjacent to the pavement could saturate the subgrade and cause premature deterioration of pavements, and removal and replacement may be required. Consideration should be given to the use of interceptor drain to collect and remove water collecting in the granular base. The interceptor drains could be incorporated with the storm drains of other utilities located in the pavement areas. Periodic maintenance of the pavement should be anticipated. This should include sealing of cracks and joints and by maintaining proper surface drainage to avoid ponding of water on or near the PSI Project No. 016-55037, Center Polnte Crossing Retail Development Professional Service Industries, Inc. -1 R- pavement area. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -19- CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundations and pavements, earthwork, and related activities of this project. PSI cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundations and pavements if not engaged to also provide construction observation and testing for this project. Moi~hJre Sen~itive Snil~lWeather Related Concern~ The upper silty medium to fat clay soils encountered at this site are expected to be sensitive to disturbances caused by construction traffic and changes in moisture content. During wet weather periods, 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. If proofrolling is performed following a warm and dry period, the need for surface repairs may generally be limited to localized areas. However, if subgrade preparation must proceed during unfavorable wet and/or cool weather periods, such as early spring or late fall, more extensive surface repairs will likely be required. For subgrade areas that exhibit unsuitable deflection, rutting and pumping during proofrolling, the following alternatives can be considered to continue with construction and earthwork activities: . Undercutting and replacement with crushed aggregate, as recommended in the Site Preparation section of this report Undercutting and replacement with a geogrid or geotextile and a lesser thickness of crushed aggregate Lime kiln dust or other chemical stabilization . . For localized unstable subgrade areas, undercutting and replacement with crushed aggregate is generally the most cost-effective alternative. For larger areas, or severe subgrade instability, PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -20- incorporation of a geogrid and/or geotextile may be warranted. The depth of undercutting, geogrid/geotextile selection, and thickness of crushed aggregate should be evaluated by the geotechnical engineer based on the conditions at the time of construction. If subgrade preparation must proceed during a period of wet weather, and widespread areas of the subgrade are unstable, undercutting may be time consuming and costly. It may be impossible to effectively dry the soil if conditions are wet and temperatures low. In these circumstances, PSI anticipates lime kiln dust or other chemical stabilization would be a preferable alternative. Based on the near surface soils encountered in the borings, PSI anticipates lime kiln dust is likely to be the most appropriate admixture for chemical stabilization at this site. If the use of lime kiln dust is contemplated, PSI should be consulted to develop appropriate guidelines for bench testing if warranted, percentage of lime kiln dust, placement, milling, compaction, and protection of completed subgrades. As discussed in the Subgrade Preparation section of this report, if earthwork must proceed during other than summer months, it may be difficult or impossible to dry the on-site soils for re-use as fill. If wet or cool season earthwork is necessary, PSI recommends the use of imported fill materials meeting the requirements of Indiana Department of Transportation (INDOT) 1999 Standard Specifications Section 211, "B" Borrow. Drainage and Groundwater ConAiderations Water should not be allowed to collect in the foundation excavations, on floor slab areas, or on prepared subgrades of the construction area either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site surface drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath the floor slabs. The grades should be sloped away from the building 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. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -21- Groundwater was measured in the boring 8-9 at depths of 12 % to 23 foot at boring 8-8. However, it is possible that seasonal variations will cause fluctuations, or a water table to be present in the upper soils at a later time. Additionally, perched water may be encountered in discontinuous zones within the overburden. PSI anticipates groundwater or perched water seepage and surface drainage can likely be managed by localized dewatering using conventional sump and pump methods. Footing drains should be installed where foundations are placed within a relatively impervious subgrade and backfilled with granular soils. This will prevent the build up of water within the foundation excavations. Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document was issued to better provide for the safety of workers entering trenches or excavations. This federal regulation mandates that excavations, whether they be utility trenches, basement excavation or footing excavations, be constructed in accordance with the OSHA guidelines. It is PSI's understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor 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 29 CFR Part 1926, 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 Project No. 016-55037, Center Polnte Crossing Retail Development Professional Service Industries, Inc. -22- PSI is providing this information solely as a service to American Consulting, Inc. 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. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -21- 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 reference during this evaluation, and PSI's experience in working with these conditions. PSI Project No. 016.55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. -24- REPORT LIMITATIONS The recommendations submitted, in this report, are based on the available subsurface information obtained by PSI and design details furnished by American Consulting, Inc. for the proposed project. If there are any revisions to the plans for this project, or if deviations from the subsurface conditions presented in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not notified of such changes, PSI will not be responsible for the impact of those changes on the project. The geotechnical engineer 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 more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that PSI's engineering recommendations have been properly incorporated into the design documents. At this time, it may be necessary to submit supplementary recommendations. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. This report has been prepared for the exclusive use of American Consulting, Inc. for the specific application to the proposed retail development at Bennett Parkway and Michigan Road in Zionsville, Indiana. PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. APPENDIX 1. Figure 1, Site Vicinity Map 2. Figure 2, Soil Boring Location Plan 3. General Notes 4. Soil Boring Logs (B-1 through B-15) 5. Unified Soil Classification System PSI Project No. 016-55037, Center Pointe Crossing Retail Development Professional Service Industries, Inc. Professional Service Industries, Inc. o = Site Location ...tT Source: USGS Carmel & Zionsville IN, 7.5 Minute Topographic Quadrangles, Dated 1988, 1981~ Photorevised N/A, 2001 Project: Center Pointe Crossing Retail Development Client: American Consulting, Inc. Location: Zionsville, Indiana PSI Job No.: 016-55037 Date: September 2005 Scale: 1" = 1 ,600' +/- Fi ure 1 5362 West 78th Street, Indianapolis, Indiana 46268 site vicinity map I ..~ . --- -J:J.....--_...... ~............_-...................-...... I .~ ~----r j \ \ \ \ \ \ \ \ \ \ \ \ \ \ i II \ \ \ \ r~ , , , , , , \i).. \~ \00 \g B-1 = BORING # + AND LOCATION 5362 West 78th Street Indianapolis, IN 46268 (317) 878.7723 soil boring location plan Figure 2 General Notes DRilliNG & SAMPLING SYMBOLS SS Split Spoon -1 3/8" 1.0., 2" 0.0. except HA Hand Auger Boring where noted ST Shelby Tube - 3" 0.0., except where noted BS Bag Sample PA Power Auger RC Rock Core with Diamond Bit, NX size, except where noted PS Piston Sample - 3" diameter RB Roller Bit WB Wash Boring NIA Not applicable or available WS Wash Sample Standard Penetration Test "N" Value - Blows per foot after an initial 6" seating of a 140 pound hammer falling 30" on a 2" 0.0. split spoon, except where noted. Water level Measurement Notations & Symbols When noted during drilling or sampling process After all drilling tools are removed from borehole Number of hours after completion Not Recorded No measurable water level found in borehole Water levels indicated on the boring logs are the levels measured in the boring at the time indicated. The accurate determination of ground water levels may not be possible with short term observations, especially in impervious soils. The levels shown may fluctuate throughout the year with variations in precipitation, evaporation, runoff, and other hydrogeologic factors. First Completion HR NIR Dry Boulder Cobbles Gravel Gravel Sand Sand Sand Silt Clay Cohesion less Soil CLASSIFICATION Relative Densitv Very Loose Loose Medium Dense Dense Very Dense Extremely Dense "N" Value (Blows/ft) 0-4 5-9 1 0 - 29 30 - 49 50 - 79 Over 80 Consistency Very Soft Soft Medium Stiff Very Stiff Hard Particle Sizes Greater than 6" (>152.4mm) 3" to 6" (76.2mm to 152.4mm) Coarse 1/4" to 3" (19.05mm to 76.2mm) Fine (#4) 3/16" to 3/4" (4.75mm to 19.05mm) Coarse (#10) to (#4) (2.00mm to 4.75mm) Medium (#40) to (#10) (0.425mm to 2.00mm) Fine (#200) to (#40) (0.074mm to 0.425mm) Minus (#200) (0.005mm to 0.074mm) Less than 0.005mm (<O.005mm) Cohesive Soil Unconfined Compressive Strenoth (tons/ft2) Less than 0.25 0.25 to 0.49 0.50 to 0.99 1.00 to 1.99 2.00 to 3.99 Greater than 4.00 Soil Constituents Less than 10% 10% to 19% 20% to 34% 35% - 50% Soil Description TerminoloQY If clay content is sufficient so that clay appears to dominate soil properties then clay becomes the primary noun with the other major soil constituent as modifiers, Le., silty clay. Other minor soil constituents may be added according to estimates of soil constituents present, Le., silty clay, trace to some sand. Trace Trace to Some Some And Professional Service Industries, Inc. Engineering. Consulting. Testing ~PSI ...~. 5362 West 78th Street LOG OF BORING B-1 Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" ID Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon 5l- While Drilling 17' Location: 111th Street and Michigan Road Hammer Type: CME Automatic .Y. Upon Completion Zionsville, Indiana Boring Location: None :[.. Delay N/A .s:: STANDARD PENETRATION Ul <: 0 TEST DATA c: ~ l Gl Gl 0 "T ~ N in blowslfl @ c C) ci .s:: "B Gl 0 0. 0 <0:;::; "#. ~ ...J ~ Z c: IE ....rn X ~ PL C 0 Gl :::;. MATERIAL DESCRIPTION III GlGl e Moisture Gl III 0.1- . LL Additional .2 oS :2 Q. ~ III ~ ~ 0. Q. E ~ U ~Q. 1 25 Remarks 0. ~ E o() '0 Gl III III 8 en -0 :; Gl 0 " (/) (/) () co.... iiJ Gl en 1-0 STRENGTH, tsf a:: ::l Q.~ Surface Elev.: 898.0 ft (/) .. Qu lie Qp 0 2.0 4.0 ~.., ~i!!..e':.!E;P~rt~d ~':!QP~QI,=- _ _ _ _ _ _ _ 2-2-4 26 N=6 895 SILTY CLAY - some sand, trace gravel - firm CL - brown 6 3-2-6 21 X 5 N=8 ------------------- 18 3-2-3 14 N=5 890 8 2-5-7 22 10 N=12 SILTY CLAY - and sand, trace gravel, with occasional sand seams - firm - brown to gray CL @14' 885 2-6-12 10 X 0 * 15 N=18 880 12 1-6-9 11 N=15 20 SILTY FINE TO COARSE SAND - trace gravel - very dense - moist - gray 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/22/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/22/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. SM 10 2-27-30 N=57 14 * Latitude: Longitude: Remarks: Bl- PSI ..~. 5362 West 78th Street Indianapolis, IN 46268 ~~. Telephone: (317) 876-7723 Fax. (317) 876-8155 016-55037 Center Pointe Crossing Retail Development 111 th Street and Michigan Road Zionsville, Indiana LOG OF BORING B-1 PSI Job No.: Project: Location: Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl While Drilling 17' ~ Upon Completion None '5l Delay N/A .c STANDARD PENETRATION Ul c: 0 TEST DATA p e:~ CIl CIl 0 .- Ol CIl P Ol ci .c "" 'e: N in blows/fl @ ~ CIl 0 0. 0 !'l co+:::; <ft. ~ ...J ~ Z g IE ~'" X WI PL r:: 0 CIl MATERIAL DESCRIPTION Ul CIlCll ~ Moisture :2 CIl c.. ~ Ul 0.1- ::J . LL Additional 0 ~ c.. 01 ~ll. 1ii :; Q. 0. E ~ C3 1 25 5 Remarks lU E lU 0(,) .0 I > CIl C5 lU 0 en -0 ::;; CIl 0 en en 0 u ClJ~ W CIl en 1-0 STRENGTH,lsf 0:: ::l ll.~ en .. Qu lIE Qp 25 0 2.0 4.0 SILTY FINE TO COARSE SAND - trace gravel - very dense - moist - gray 870- ~ B/SS 8 30. - --- - ---- - ----- - - -- - 9-50/4" 10 SILTY CLAY - and sand, trace gravel - hard - CL ~~------------------ END OF BORING 30' x >>S .. NOTE: Cave-in depth of 3' after removal of augers Completion Depth: Date Boring Started: Date Boring Completed: Logged By: Drillina Contractor: 30.0 ft 8/22/05 8/22/05 ! DJL PSI, Inc. Sample Types: ~ Auger Cutting Split-Spoon Rock Core ; Shelby Tube Hand Auger DCP Latitude: Longitude: Remarks: The stratification lines represent approximate boundaries. The transition may be gradual. fBjJ_ PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: {317} 876-7723 LOG OF BORING B-2 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS '5l- While Drilling 23' .Y. Upon Completion None :l Delay N/A 6 ------------------- 12-50/6" 7 880 20 SILTY CLAY - and gravel, trace to some sand - very hard to hard - gray 5 1-20-50/3" 9 X >> CL N=70 ::::- Ul ~ ::::- Cl Q) Q) ci .r::. Q) 0 Co 0 ~ ...J ~ Z ~ c:: 0 Q) .2 .c:: 1: Q) Q. ~ 1il Q. Co Q. E ~ f! E > Q) 1lI 1lI 0 Q) Cl C> en en 0 [j Ql 0:: 0 L..!: .\ 6 885 15 MATERIAL DESCRIPTION .r::. STANDARD PENETRATION c: 0 TEST DATA c:~ 0 ". g' N in blowslft @ '" l'l co;:; '#. !E ...'" X ~ PL .. QlQ) e Moisture Additional .. Cot- => . LL III ~a.. 1ii U 1 25 Remarks en oU '0 u iii~ ::!: en STRENGTH, tsf ~ t-o a..~ .. Qu * Qp en 2.0 4.0 2-6-5 10 >> N=11 Surface Elev.: 900.0 ft '2..ri~e~~<<?.rt~d ~'~QP~Q.I~ _ _ _ _ _ _ _ SILTY CLAY - and sand, trace gravel, with CL occasional sand seams - firm to hard - gray 5-5-7 10 N=12 8 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/22/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/22/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: rm- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-2 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling 23' Y Upon Completion None '51- Delay N/A .t: STANDARD PENETRATION Ul c: 0 TEST DATA c c~ Q) Q) 0 "7 g' Q) ~ Cl ci .t: '" N in blowslft @ ~ Q) 0 Co 0 B co:.;::::; ;;'1. ~ ....I ~ Z g IE ~'" X ~ PL c: 0 Q) MATERIAL DESCRIPTION <II Q)Q) e Moisture Q) <II Col- . LL Additional .2 .c :c 0. ~ III .a ~ Q. Co 0. E ~ B ~c.. <II 1 25 Remarks lU E lU 0<"> '0 Q) t5 lU 0 en :;; Ql 0 en <.) -0 en 0 lD~ iiJ Ql en STRENGTH,lsf 0:: ::J 1-0 c..~ en ... Qu * Qp 25 2.0 4.0 SILTY CLAY - and gravel, trace to some sand - very hard to hard - gray 19-50/3" 11 x >> 870 30 END OFBORING-30' - - - - - - - - -- .. NOTE: Cave-in depth of 7' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Bo~ng Started: 8/22/05 ~ Au er Cuttin ; Shelb Tube Date Bonng Completed: 8/22/05 ~ g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: caJ- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 I:!.". Telephone: (317) 876-7723 LOG OF BORING B-3 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS :;t While Drilling 22' ~ Upon Completion None '51- Delay N/A 870 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ Au er Cuttin ; Shelb Tube Date Boring Completed: 8/23/05 g g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. 0- u;- <II ~ en <II <II 0 J:: ~ a; 0 0. 0 ~ ...J ?=' z g C 0 <II 0 ~ :c <II Q. ~ ~ C. 0. is. E ~ !!! E > <II III III 8 <II 0 C> (/) (/) W <II a: 0 890 5 885 10 880 15 875 20 MATERIAL DESCRIPTION J:: STANDARD PENETRATION <:: 0 TEST DATA c:~ 0 .- en N in blowslft @ ~ 'c: <O~ '#. !E "'1Il X ~ PL tJ) <11<11 ~ Moisture tJ) 0.1- . LL Additional .. ~a.. ~ U 1 25 Remarks .0 en 0(.) :; () -0 en co... STRENGTH, 1st :::> 1-0 a..~ ... Qu * Qp (/) 2.0 4.0 Surface Elev.: 895.0 ft l2!"i~e~~~rt~d ~':..IQP~QI~ _ _ _ _ _ _ _ SILTY CLAY - and sand, trace gravel - brown CL 3-3-6 9 N=9 ------------------- SILTY CLAY - some sand, trace gravel - firm CL 4 - brown 1-2-3 22 0 *X N=5 ------------------- 8 1-1-1 15 0 X* N=2 SILTY CLAY - and sand, trace gravel - soft to CL 15 AX medium stiff - brown DD = 119.5 pet Qu = 0.81 tsf 14 3-4-7 12 N=11 * SILTY CLAY - and sand, trace gravel - firm to CL hard - gray >> 12 9-12-13 9 N=25 SILTY CLAY - and sand, trace gravel, with occasional sand seams - soft to hard - gray 48-16-22 14 * N=38 6 Latitude: Longitude: Remarks: [flS- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~..". Telephone: (317) 876-7723 LOG OF BORING B-3 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling 22' .y. Upon Completion None '51- Delay N/A .s:: STANDARD PENETRATION Cil c: 0 TEST DATA c c: ~ Gl Gl 0 .- Ol Gl ~ Ol ci .s:: '" 'c: N in blowslft @ ~ Qi 0 c- o l'l co"" ~ ~ ....I ?:' z g IE "'Ul X WI PL C 0 Gl MATERIAL DESCRIPTION Ul GlGl I!! Moisture Additional :2 Gl Q. ~ Ul C-f- ~ . LL .2 ~ is. OJ ~Q.. c- U 1 25 Remarks 1ii C. l!! E E ~ oU '0 > Gl <'II <'II 0 rn -0 :0 Gl 0 Cl en en 0 u CD... iIi Gl rn f-O STRENGTH, tst 0:: ::> Q..~ en A Qu lIE Qp 25 2.0 CL SILTY CLAY - and sand, trace gravel, with occasional sand seams - soft to hard - gray 14 14-38-12 10 X 865 30 N=50 ~DOFOO~~3~---------- 1/ST 8.5' -10.5' REC= 100% 1/SS Driller reported 2 attempts, no recovery ** NOTE: Cave-in depth of 13' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~.; Date Boring Completed: 8/23/05 Au~er Cutting Shelby Tube Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: (BiJ PSI ..~. 5362 West 78th Street LOG OF BORING B-4 Indianapolis, IN 46268 ~.,. Telephone: {317} 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" ID Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon 'Sl- While Drilling None Location: 111 th Street and Michigan Road Hammer Type: CME Automatic .Y. Upon Completion Zionsville, Indiana Boring Location: None '5l Delay N/A s::. STANDARD PENETRATION Ul r: 0 TEST DATA c c:~ Gl ~ Gl Gl 0 "7 ~ N in blows/fl @ Cl c:i s::. ~ ~ Qj 0 a. 0 co., "#. ~ ....l ~ Z c: !E ...", X !;iiI PL = GlGl I!! Moisture c:: 0 Gl MATERIAL DESCRIPTION '" a.f- Additional :2 Gl Q. ~ '" :::I . LL 0 or; Q. .. ~a.. 7ii ~ 15. a. E ~ C3 1 25 Remarks l!! E '0 Gl Cll en 00 ::;; Cll 0 iDe: Gl 0 C) en en 0 <.> jjj Gl en STRENGTH. tst 0::: :;) f-O a..~ Surface Elev.: 899.0 ft en A Qu lIE Qp 0 2.0 4.0 L!'-.' ~i~e!!':P~rt~d ~':!~P~~I~ _ _ _ _ _ _ _ 8 3-7-5 10 N=12 895 8 SIL TV CLAY - and sand, trace gravel - hard 3-3-6 11 0 CL to firm - brown N=9 5 6 2-3-4 12 * N=7 ------------------- 890 12 1-4-8 11 >> 10 N=12 SIL TV CLAY - and sand, trace gravel - hard - CL brown to gray @ 13' 885 1-3-5 N=8 12 1-3-5 11 N=8 15 880 1-11-12 N=23 SIL TV CLAY - and sand, trace gravel - hard - gray CL 20 875 4 25 - - - - - - --confTnueafVexT Pa e - - - - Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ A C tt. ; Sh Ib T b . ugerulng eyue Date Bonng Completed: 8/23/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. 7 12 Latitude: Longitude: Remarks: lIE >> * tal- PSI ..~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-4 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER lEVELS 'Sl- While Drilling None .Y Upon Completion None :I- Delay N/A .c STANDARD PENETRATION Iii" c: 0 TEST DATA c~ Q) Ol Ol 0 .- Ol N in blowslfl @ c Ol c:i .c '" 'c ~ Ol 0 C. 0 l'l co~ :R ~ ...J ~ Z g !E ~tJl 0 WI PL c:- o MATERIAL DESCRIPTION III OlOl l'! X Moisture Ol Ol III c.f- . LL Additional .2 .r= :.c: c. c. ~ .. ~c... .a iil a. c. E ~ B III 1 25 Remarks l!! E oU '0 > Ol ltl ltl 0 en -0 ::ii Ol 0 C> en en 0 t> Ol~ [j Ol en f-O STRENGTH, tst c:: ::> c...~ en . Qu * Qp 25 2.0 4.0 SILTY CLAY - and sand, trace gravel - hard - CL gray 870 10 2-6-7 N=13 9 x >> 30 END OFBORING-30' - - - - - - - - - - .. NOTE: Cave-in depth of 20' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~.; D t B . C I t d 8/23/05 Auger Cutting Shelby Tube a e onng omp e e : . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: lBiJ PSI ...~. 5362 West 78th Street LOG OF BORING B-5 Indianapolis, IN 46268 ~iiiiII. Telephone: (317) 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" 10 Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon 5l- While Drilling None Location: 111th Street and Michigan Road Hammer Type: CME Automatic ~ Upon Completion Zionsville, Indiana Boring Location: None 7- Delay N/A .s:: STANDARD PENETRATION Ci) c 0 TEST DATA c:~ Ql ~ Q) Q) 0 .- Cl N in blowslft @ Cl 0 .s:: ~ 'c: ~ Ql 0 Q. 0 co._ '$. ~ ...J ~ Z c: !E Ci>U) X ~ PL c: 0 Q) :::- MATERIAL DESCRIPTION .. Q.~ ~ Moisture Additional 0 ~ :E Q) Q. ~ .. " . LL Q. 1\1 ~a.. 1;; ~ Q. Q. E ~ U 1 25 Remarks Q) ~ E III l/l 00 '0 III 0 iDr;: :;;: Q) Cl Cl rn rn 0 () iIi Q) l/l STRENGTH, tst 0:: ::l 1-0 a..~ Surface Elev.: 899.0 ft rn .6. Qu )IE Qp 0 2.0 4.0 '2!"i~~~~rt~d ~'~2P~QI,=- _ _ _ _ _ _ _ 10 SIL TV CLAY - and sand, trace gravel- firm- CL 1-2-3 22 0 X * brown N=5 ------------------- 895 SIL TV CLAY - some sand, trace gravel - firm CL 3 - brown 3-2-4 24 0 5 ------------------- N=6 16 1-3-4 13 0 * N=7 890 2-7-9 9 >> 10 N=16 SIL TV CLAY - and sand, trace gravel- firm to CL hard - brown to gray @ 8' 885 10 1-4-6 10 >> 15 N=10 880 16 4-14-14 N=28 8 2-4-6 N=10 SIL TV FINE TO COARSE SAND - medium dense - wet - gray SM 20 SIL TV CLAY - and sand, trace gravel - hard - gray 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ A C tt. ; Sh Ib T b . ugerulng eyue Date Bonng Completed: 8/23/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. 8 >> Latitude: Longitude: Remarks: ~.PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 7 LOG OF BORING B-5 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 31/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl While Drilling None ~ Upon Completion None 7. Delay N/A .c STANDARD PENETRATION Ul c: 0 TEST DATA ~ c:~ Ql ~ Ql Ql 0 "J;.~ N in blowslfl @ ~ a; Cl C. 0 .c ~ 0 ~ Z 0 Qicn ';F. ~ ...J c: !E X ~ Pl c:: 0 Q) c MATERIAL DESCRIPTION '" c.~ 2f Moisture Additional Q) '" . II .2 .r; :E C. ~ .. il ~ a. c. 0. E Q) (3 ~o.. 1 25 Remarks l!! E '0 Q) m ~ l/) oU :0 m iDo J! 0 Cl (/) (/) 0 u w Q) l/) 1-5 STRENGTH, tsf a:: ;:) o..~ (/) ... Qu lIE Qp 25 2.0 4.0 CL SIL TV CLAY - and sand, trace gravel- hard- gray 870 12 3-7-9 10 >> 30 N=16 END OFBORING-30' - - - - - - - - -- ** NOTE: Cave-in depth of 23' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/23/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: lBil PSI ...~. 5362 West 78th Street LOG OF BORING B-6 Indianapolis, IN 46268 I:!.". Telephone: (317) 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" ID Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon 'Sl- While Drilling' None Location: 111th Street and Michigan Road Hammer Type: CME Automatic .Y. Upon Completion Zionsville, Indiana Boring Location: None :! Delay N/A .s::: STANDARD PENETRATION Cil c: 0 TEST DATA p c:~ Q) 0 "7 g> Q) p Cl Q) 0 .s::: "" N in blows/ft @ ~ Q) 0 Q. 0 l'l <0._ ;F. ~ ...J ~ Z c: !E 4;u; X lOiI PL c: 0 Q) '=' MATERIAL DESCRIPTION Ul Q.~ e Moisture Q) Ul . LL Additional 0 .c :c c. ~ III ~ :; 15. Q. C. E ~ <3 ~c.. 1 25 Remarks > Q) ~ E ClI en oU '0 ClI 0 -0 ::;; Q) 0 C> (J) (J) 0 <.> ell.... iIi Q) en STRENGTH, tsf c::: ::::l 1-0 c..~ Surface Elev.: 900.0 ft (J) .. Qu * Qp 0 2.0 4.0 u:.\ ~i~e~~~rt~d ~':"!QP~QI~ _ _ _ _ _ _ _ 5 1-3-3 21 X *' N=6 SIL TV CLAY - and sand, trace gravel - firm to CL hard - brown 4 1-2-3 21 X *' 895 5 N=5 ------------------- 14 2-3-3 12 0 *' N=6 1-2-3 13 0 *' 890 10 N=5 SIL TV CLAY - and sand, trace gravel - firm to CL soft - brown to gray @ 13' 1-2-4 12 0 *' 885 15 N=6 880 20 10 1-4-13 9 N=17 8 1-2-4 N=6 12 >> SIL TV CLAY - and sand, trace gravel, with occasional sand seams - firm to soft - gray CL 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Bor~ng Started: 8/23/05 ~ Au er Cuttin ; Shelb Tube Date BOring Completed: 8/23/05 ~ g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: fBi}- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 I:!.". Telephone: (317) 876-7723 LOG OF BORING B-6 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" II) Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl. Vllhile Drilling None .J. Upon Completion None 7- Delay N/A .r: STANDARD PENETRATION Ul c: 0 TEST DATA ~ c: ~ Gi (D (D 0 ".. ~ N in blowslfl @ 'i Cl ci "5 "" ~ 0 a. ~ co~ ~ ~ ...J ~ Z e ...", 0 WI PL c: 0 III MATERIAL DESCRIPTION III (D(D I!! X Moisture III III 0.1- . LL Additional 0 ~ :c Q. ~ III :::J :;::l 15. a. C. E g1 <3 ~c... "lil 1 25 Remarks cu ~ E oU .0 > Q) cu cu 0 en iii'2 ::;: III Cl (.!) (j) (j) 0 0 jjj III en 1-0 STRENGTH, tsf a:: :::J c...~ (j) .6- Qu lie Qp 25 4.0 SIL TV CLAY - and sand, trace gravel, with occasional sand seams - firm to soft - gray ------------------- SIL TV CLAY - and sand, trace gravel, with CL 8 occasional sand seams - firm - gray 1-13-16 13 870 30 N=29 ~DOFOO~NG~---------- .. NOTE: Cave-in depth of 19' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ Au er Cullin ; Shelb Tube Date Boring Completed: 8/23/05 ~ g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: lBil- PSI ..8. 53~2 Wes~ 78th Street Indianapolis, IN 46268 K". Telephone: (317) 876-7723 LOG OF BORING B-7 Drilling Method: Sampling Method: Hammer Type: Boring Location: Sheet 1 of 2 WATER LEVELS 5l- While Drilling 19' ~ Upon Completion 7' '5l Delay N/A PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic 8 ------------------- *' 1-3-8 17 0 X 885 15 N=11 SILTY FINE TO COARSE SAND - loose - SM moist - gray ------------------- /S 18 20-6-4 21 880 20 N=10 SILTY CLAY - and sand, trace gravel, with occasional sand seams - firm to hard - gray 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~ Au er Cuttin ; Shelb Tube Date Boring Completed: 8/23/05 ~ g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. c (i) Ol Ol 'i Cl Ol 0 .s:: ~ 0 c. 0 ~ ...J ~ Z .s c: 0 Ol 0 sf :c Ol Q. ~ :; ii c. Q. E Ol ~ E > > Ol III l\l 8 Ol Cl C) en en W Ol 0:: 0 6 895 5 890 10 /SS 10 MATERIAL DESCRIPTION .s:: STANDARD PENETRATION c 0 TEST DATA c: ~ 0 '7 g> N in blowsffl @ "" ~ co;:; 1f. !E ...", X WI PL OlOl ~ Moisture '" c.1- Additional '" :> . LL '" ~c... 'lii B 1 25 Remarks rJ) oU '0 t) ffi~ :; rJ) STRENGTH, tsf ::> 1-0 c...~ .& Qu *- Qp en 2.0 4.0 CL 1-3-5 20 0 N=8 5-5-5 18 0 X >> N=10 Surface Elev.: 900.0 ft l2."i!!.e!!~~rt~d ~':.IQP~QI~ _ _ _ _ _ _ _ SILTY CLAY - trace sand, trace gravel - dark brown 6 8 1-1-4 19 N=5 X SILTY CLAY - and sand, trace gravel, with CL occasional sand seams - hard to firm - brown 2-2-7 13 N=9 o * CL 1-4-16 N=20 >> 9 Latitude: Longitude: Remarks: lBil- PSI ...~. 5362 West 78th Street Indianapolis. IN 46268 ~'iiII. Telephone: (317) 876-7723 . - 1 PSI Job No.: 016-55037 Project: Center Pointe Crossing Retail Development Location: 111th Street and Michigan Road Zionsville. Indiana LOG OF BORING B-7 Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling 19' ~ Upon Completion 7' '5l- Delay N/A .t:. STANDARD PENETRATION Ul c: 0 TEST DATA c~ Q) ~ Ql Ql 0 "7 g> N in blowsJft @ ~ Q) 0) c. 0 .t: B <0._ 0 0 ~ ~ ...J ~ Z c !E (De;; 0 WI PL C 0 Ql :.:::. MATERIAL DESCRIPTION '" c.~ I!! X Moisture Additional .r= :c Ql Q. ~ '" .a . LL .2 Q. as ~Q.. c. 0 '" 1 25 Remarks 1ii ii ~ E E ~ oU '0 > Ql lU lU III air: ::!: Ql Cl C> (/) (/) 0 () i:iJ Ql III 1-0 STRENGTH,lst 0:: => Q..~ (/) ... Qu * Qp 25 4.0 SIL TV CLAY - and sand, trace gravel, with occasional sand seams - firm to hard - gray 870 30 3-12-21 9 N=33 >> x END OFBORING-30' - - - - - - - - -- .. NOTE: Cave-in depth of 18' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/23/05 ~.; D t B. C I d 8/23/05 Auger Cutting Shelby Tube a e orlng omp ete : . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: CJB- PSI ....~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-8 PSI Job No..: Project: Location: 016-55037 Center Pointe Crossing Retail Development 1111h Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS 'Sl While Drilling 23' .!. Upon Completion 3' :l Delay N/A 6-6-5 11 5 N=11 895 4-4-4 12 * N=8 18 SIL TV CLAY - and sand, trace gravel - hard CL 2-4-5 13 * 10 to firm - brown to gray @ 12' N=9 890 ------~ooUnUea~ff~e---- Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/24/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. 0 ., Ql ~ C) Ql Ql ~ 1ii c. 0 .c 0 0 ~ ...J ~ Z e: C 0 Ql '=' 0 ~ :c Ql Q. ~ ~ Q. c. Q. E ~ e! E Ql RI RI Ql 0 c.!> (J) (J) 0 iiJ Ql 0:: 0 L...!:.\ 900 15 885 20 880 25 /SS 10 MATERIAL DESCRIPTION .c STANDARD PENETRATION c: 0 TEST DATA e:~ 0 .- C) N in blowslfl @ B 'e: co"" "#. IE 'Gl U) e- X Moisture WI PL III c.~ Additional III i . LL '" ~Q.. U 1 25 Remarks en oU .0 u -0 :;; en CD.... STRENGTH, tsf ::J 1-0 Q..~ . Qu lIE Qp (J) 2.0 4.0 1-6-8 20 0 X N=14 Surface Elev.: 901.0 ft Driller reported 10" TOPSOIL 12 3-3-4 11 N=7 18 10-13-5 N=18 SIL TV FINE TO COARSE SAND - trace gravel - medium dense to dense - moist - gray SM 11-13-17 N=30 Latitude: Longitude: Remarks: tal- PSI ...8. 5362 West 78th Street Indianapolis, IN 46268 ~iiiilI. Telephone: (317) 876-7723 LOG OF BORING B-8 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 5l- While Drilling 23' .y Upon Completion 3' '5l Delay N/A .r: U> c: 0 c~ Qj Gl Gl 0 "7 ~ 0- Cl 0 .r: ~ ~ Gl 0 a. 0 <0; '#. ~ ...J ~ Z g !E "-", C 0 MATERIAL DESCRIPTION III GlGl e Gl Gl III 0.1- :E Q. ~ " 0 ~ Q. .. ~o.. 'Iii 1 :; 15. a. E ~ 5 '" E 00 .0 > Gl c9 '" '" 8 en iDe: :; Gl 0 C/) C/) () jjj Gl en 0::: :::l 1-0 o..~ C/) 25 875 SILTY CLAY - and sand, trace gravel - hard - CL gray 9-9-12 13 30 N=21 ~DOFOO~NG~---------- 8/SS Driller reported 2 attempts, no recovery - Auger sample taken. .. NOTE: Cave-in depth of 15' after removal of augers STANDARD PENETRATION TEST DATA N in blowsffl @ lOiI PL . LL 25 Additional Remarks X Moisture STRENGTH, tsf . Qu lIE Qp 4.0 Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/24/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: cs. PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: Ul Qj 0 Cl Ql Ql 0 .s:: ~ Ql 0 C. 0 ~ ...J ~ Z c: c:: 0 Ql c .2 ~ :c Ql a. ~ ~ 15. c. a. E ~ f! E Ql co co 0 Ql Cl Cl en en 0 iiJ Ql 0::: 0 u'"., 8 895 5 890 10 885 15 880 /S /SS 5 20 875 25 MATERIAL DESCRIPTION Surface Elev.: 899.0 ft ~i~!!~~rt!:.d ~':..!~P~~I,=- _ _ _ _ _ _ _ SILTY FAT CLAY - some sand, trace gravel- soft - brown 10 SILTY CLAY - and sand, trace gravel - soft to stiff - brown to gray @ 13' 6 SILTY FINE TO COARSE SAND - trace gravel - medium dense - wet - gray SILTY CLAY - and sand, trace gravel - firm to hard - gray 12 LOG OF BORING B-9 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS 'Sl While Drilling 121/2' ~ Upon Completion 4' '5l. Delay N/A .s:: STANDARD PENETRATION c: 0 TEST DATA c: ~ 0 .- Cl N in blowslfl @ B 'c: co ._ ?? IE Ci;Ui e- X Moisture WiI PL ., c.~ Additional ., . LL III ~Q.. il <3 1 25 Remarks (/) 00 .0 <.> me;: ::;; (/) STRENGTH, tsf :> ~o Q..~ ... Qu lIE Qp en 2.0 4.0 CH 2-2-4 21 0 N=6 2-1-1 19 0 N=2 13 CL 3-4-4 14 N=8 3-12-16 N=28 SM 3-4-3 12 N=7 CL 1-15-23 N=38 Latitude: Longitude: Remarks: 9 L= 54 L = 15 :II( ... DO = 125.4 pet Qu = 1.50 tsf Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/24/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. *' >> cmJ- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-9 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111 th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling 121/2' Y Upon Completion 4' '5l- Delay N/A .c STANDARD PENETRATION ~ u;- c: 0 TEST DATA c~ Qj Gl Gl 0 .7 g' N in blows/fl @ :;::- Cl 0 .c "" ~ Gl 0 0. 0 l'l co;::; '#. ~ ....I >- Z ~ IE ~'" WI Pl I- GlGl ~ X Moisture C 0 Gl MATERIAL DESCRIPTION '" 0.1- Additional .2 .c- :2 Gl Q. ~ '" ::J . II C. III ~c.. 0. 0 1ii 1 25 Remarks iii a. E E Gl '0 > Gl l!! 11I E; I/) 0(,) :;; Gl 0 (!) 11I en () 1'ii'2 en 0 [jJ Gl I/) 1-0 STRENGTH, tsf 0::: ~ c..~ en . Qu lIE Qp 25 2.0 4.0 SILTY CLAY - and sand, trace gravel - firm to hard - gray 870 30 3-13-20 8 N=33 x o >> END OFBORING-30' - - - - - - - - -- 1/ST 6.0' - 8.0' REC = 54% .. NOTE: Cave-in depth of 21' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~.; O t B. C I t d 8/24/05 Auger Cutting Shelby Tube a e onng omp e e : . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: lBiJ- PSI ..8. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-10 PSI Job No.: Project: Location: 016-55037 Center POinte Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS 'Sl- While Drilling None ~ Upon Completion None :[ Delay N/A ~ Ul Qi 'i Cl Q) Q) 0 ~ ~ 0 0. 0 ~ ....I ~ Z g c: 0 Q) 0 ~ ~ Q) is. ~ :; C. 0. is. E ~ III E > Q) c9 III III 0 Q) 0 (/) (/) 0 iIi Q) 0:: 0 L..,Z',' 6 MATERIAL DESCRIPTION ~ STANDARD PENETRATION c: 0 TEST DATA c~ 0 "T g> N in blows/It @ ~ co:.;::; '#. !E "'Ul X ljjI PL .. Q)Q) e! Moisture Additional II) 0.1- . LL III ::J <3 ~a.. 1ii 1 25 Remarks U) oU '0 u 1ii~ :;; U) STRENGTH,lsf ::::l 1-0 a..~ ... Qu lIE Qp (/) 2.0 4.0 1-4-4 18 X >> N=8 Surface Elev.: 899.0 ft Driller reported 10" TOPSOIL 15 10 SILTY CLAY - and sand, trace gravel, with occasional sand seams - hard to firm - gray CL 3-3-6 N=9 18 o X * 895 10 SILTY CLAY - and sand, trace gravel - hard 1-1-1 21 0* X to medium stiff - brown CL N=2 5 13 . DD = 126.4 pct Qu = 0.78 tst ------------------- 890 14 3-3-5 10 0 >> 10 N=8 885 880 20 1-2-4 12 N=6 * SILTY CLAY - and sand, trace gravel- hard - gray >> 875 10 1-5-9 N=14 10 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/24/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: lBiJ- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-10 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 5l While Drilling None .Y Upon Completion None :J.. Delay N/A .s:: STANDARD PENETRATION Ul c: 0 TEST DATA c l::~ Gl 0 .- Ol Gl Ql Ol Gl 0 .s:: "" 'l:: N in blowslft @ ~ 0 0. 0 !'l <0:;:; '#. ~ -l ~ z :S. IE '-", X WI PL GlGl e Moisture c: 0 Gl MATERIAL DESCRIPTION '" 0.1- Additional :c Gl a. ~ '" ~ . LL .Q sf a. IV ~ll.. iii c.. 0. E ~ (3 1 25 Remarks ~ E 00 '0 > Gl III III 0 en me: :; Gl Cl Cl (/) (/) 0 u iIi Gl en 1-0 STRENGTH, tsf c::: ::> ll..~ (/) . Qu lIE Qp 25 2.0 4.0 SILTY CLAY - and sand, trace gravel - hard - gray 870 12 3-3-6 11 N=9 o 30 END OFBORING-30' - - - - - - - - -- 1/ST 6.0' - 8.0' REC= 100% .. NOTE: Cave-in depth of 3' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~ A C tt' ; S . uger u Ing helby Tube Date Bonng Completed: 8/24/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: fijg_ PSI ..~. 5362 West 78th Street Indianapolis, IN 46268 ~iiilI. Telephone: (317) 876-7723 LOG OF BORING B-11 PSI Job No.: Project: Location: Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon. CME Automatic Sheet 1 of 2 WATER LEVELS Yl- While Drilling None ~ Upon Completion None 7- Delay N/A 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana 0 Ci) Q) Q) Q) 15 Cl 0 .r: ~ 0 0. 0 ~ ..J ~ z 5 c:: 0 Q) 0 .c :2 Q) 15. ~ ii a. 0. 15. E ~ III E > Q) t5 III III 0 Q) 0 (/) (/) 0 jjj Q) e::: 0 L...,!:.' 6 .c:. STANDARD PENETRATION c 0 TEST DATA c:~ 0 "7 g' N in blows/ft @ "" B co,." ~ !E ....1Il X !;iiI PL '" Q)Q) e Moisture Additional '" 0.1- ::> . LL III ~a.. U 1ii 1 25 Remarks en 00 .0 () air: ::;: en STRENGTH, tsf ::> 1-0 a..~ .. Qu *' Qp (/) 2.0 4.0 2-7-7 14 >> N=14 MATERIAL DESCRIPTION Surface Elev.: 899.0 ft Driller reported 10" TOPSOIL 895 12 4-9-15 N=24 5 12 SIL TV CLAY - and sand, trace gravel- hard CL 3-4-5 13 to firm - brown N=9 14 2-2-5 15 N=7 ------------------- 16 2-4-6 11 N=10 890 10 SIL TV CLAY - and sand, trace gravel - hard to firm - brown to gray @ 13' CL 885 1-3-4 N=7 12 15 880 10 2-3-4 11 N=7 20 SIL TV CLAY - and sand, trace gravel - hard - gray 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Bor~ng Started: 8/24/05 ~ Auger Cutting ; Shelby Tube Date Bonng Completed: 8/24/05 S rt S H d A Logged By: DJL p I - poon an uger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. >> *' >> 11 o *' 10 >> Latitude: Longitude: Remarks: fBiJ- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-11 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 31/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling None Y Upon Completion None 7 Delay N/A .s::: STANDARD PENETRATION Cil c: 0 TEST DATA C c~ Q) Q) 0 ~.~ Q) ~ Cl ci .s::: ~ N in blows/fl @ ~ 1ii c. 0 ~ Z 0 Qi0 ~ ~ ...J 5- IE X WI Pl C- o Q) MATERIAL DESCRIPTION III c.~ 1If Moisture Additional .c :2 Q) Q. ~ III ."3 . II 0 is. os ~c.. ~ a c. E ~ U .!!l 1 25 Remarks co E oU 0 Q) t5 a:J a:J 0 lJ) ii5~ ::;; Q) 0 (/J (/J 0 u jjj Q) lJ) 1-0 STRENGTH, tsf a:: ::l c..~ (/J .. Qu *' Qp 25 2.0 4.0 SIL TV CLAY - and sand, trace gravel- hard- gray 870 12 5-11-13 9 N=24 x >> 30 ~DOFOO~NG~---------- ** NOTE: Cave-in depth of 20' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/24/05 ~.; D t B. C I t d 8/24/05 Auger Cutting Shelby Tube ae onng ompee: . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: EM- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-12 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS 'Sl- While Drilling None ~ Upon Completion None ::r.. Delay N/A Cil Q) :;::- Cl Ol Ol 0 .s:: ~ Ol 0 Co 0 ~ ....I ~ Z c: c: 0 Ol c .2 ~ :2 Ol Q. ~ Q. 1ii a. Co E E Ol e! > > Ol III III 0 Ol 0 C!) en en 0 W Ol c:: 0 L.!: ., 895 MATERIAL DESCRIPTION .s:: STANDARD PENETRATION <: 0 TEST DATA c:~ 0 "7 ~ N in blows/ft @ B <0., :$: ....'" 0 I;iiI PL IE OlOl 2! X Moisture '" Additional '" Co I- ~ . LL '" ~Q.. <3 1 25 Remarks rJ) oU .0 () iiil2 ::!i! rJ) STRENGTH,lsf ::l 1-0 Q..~ . Qu *' Qp en 2.0 4.0 2-2-3 18 X N=5 5 Surface Elev.: 897.0 ft ~i~~~~Et~d ~'~~P~~I~ _ _ _ _ _ _ _ 890 16 1-5-6 11 N=11 8 SIL TV CLAY - and sand, trace gravel - hard - brown CL 1-2-3 13 N=5 10 1-2-3 11 N=5 885 16 1-3-4 11 15 N=7 SIL TV CLAY - and sand, trace gravel - firm to 880 hard - gray 14 CL 1-6-12 8 >> 20 N=18 875 12 1-10-13 N=23 9 X o >> 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/25/05 S I. S H d A Logged By: DJL p It- poon an uger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: fBjJ_ PSI ..~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-12 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling None Y. Upon Completion None '5l- Delay N/A .c STANDARD PENETRATION Ul c: 0 TEST DATA c:~ QJ cu cu 0 .- 0> N in blowslft @ :;::- 0> 0 .c "" cO .!: g cu 0 c. 0 B :I< g -' I- Z g !E (j)0 0 ~ PL C 0 cu MATERIAL DESCRIPTION III c.~ e X Moisture Additional cu III . LL .S! ~ :c 'is. ~ III ::> 1ii C. c. 'is. E cu (3 ~c.. 10 1 25 Remarks ~ E > oU '0 > cu ell ell 0 1Il air: ::;; cu a (!) en en 0 c..> iIi cu 1Il STRENGTH, tst 0:: ::l 1-0 c..~ en . Qu * Qp 25 2.0 4.0 870 SILTY CLAY - and sand, trace gravel - firm to hard - gray 14 1-11-12 9 X 0 30 N=23 END OFBORING30'- - - - - - - - -- ** NOTE: Cave-in depth of 18' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~.; Date Boring Completed: 8/25/05 Au~er Cutting Shelby Tube Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries, The transition may be gradual. Latitude: Longitude: Remarks: (BiJ PSI ..~. 5362 West 78th Street LOG OF BORING B-13 Indianapolis, IN 46268 ~.,. Telephone: {317} 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" 10 Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon '5l While Drilling None Location: 111 th Street and Michigan Road Hammer Type: CME Automatic Y. Upon Completion Zionsville. Indiana Boring Location: None '5l- Delay N/A J: STANDARD PENETRATION Ul I: C.) TEST DATA c c:~ Gl Gl 0 .- Cl Gl i" Cl 0 J: "" 'c: N in blowslft @ ~ 0 0. C.) l'l co+:; ;f. ~ ....I ~ Z c: IE ~'" X lOiiI PL r:: C.) Gl :::- MATERIAL DESCRIPTION <II GlGl e Moisture Additional Gl <II 0.1- . LL .2 ~ :2 Q. ~ 1\I fjj iil a 0. Q. E Gl C3 ~Q.. 1 25 Remarks ~ E '0 > Gl <II i3 rJ) oU ::;; Gl 0 ~ <II en () iDe: en C.) W Gl rJ) STRENGTH, tsf 0:: ::> 1-0 Q..~ Surface Elev.: 897.0 ft en . Qu lIE Qp 0 2.0 4.0 L...!:.' ~i~e~~~~d ~':..I2P~Q.I~ _ _ _ _ _ _ _ 895 10 2-10-11 10 >> (- , N=21 SIL TV CLAY - and sand, trace gravel - hard CL 3-5-5 11 to firm - brown N=10 5 890 14 3-3-3 13 N=6 ------------------- 2-4-10 11 >> 10 N=14 885 SIL TV CLAY - and sand, trace gravel - hard CL 10 to firm - brown to gray @ 12' 2-3-3 11 15 N=6 880 20 8 5-27-17 N=44 8 12 3-8-6 1 0 N=14 875 SIL TV CLAY - and sand, trace gravel- hard - gray 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~ Au er Cuttin ; Shelb Tube Date Boring Completed: 8/25/05 ~ g y Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: ail- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~iiiI1. Telephone: (317) 876-7723 LOG OF BORING B-13 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl- While Drilling None ~ Upon Completion None ::r.. Delay N/A ..r:: STANDARD PENETRATION til c: ,0 TEST DATA c~ Qi Gl Gl 0 "7 g> N in blowslft @ p Cl c:i ..r:: B ~ Gl 0 0. 0 (0:.;:; ~ ~ -.l ~ Z C !E ....<11 X lOiI PL c:: 0 Gl c MATERIAL DESCRIPTION m GlGl ~ Moisture Additional :2 Gl C. ~ 0.1- ~ . LL 0 .s:: Q. os ~a.. ~ Q. 0. E g! (3 1 25 Remarks ~ E 00 '0 Gl III III 0 en 1ii'2 ::;; Gl Cl (!) en en 0 () W Gl en 1-0 STRENGTH, tsf 0:: :> a..~ en ... Qu * Qp 25 2.0 4.0 870 SILTY CLAY - and sand, trace gravel - hard - gray /S 10 4-19-21 8 X 0 >> 30 N=40 END OFBORING-30' - - - - - - - - -- .. NOTE: Cave-in depth of 22' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~..; D t B . C I t d 8/25/05 Auger Cutting Shelby Tube ae onng ompee: . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: (jg_ PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 I:!.~. Telephone: (317) 876-7723 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 875 25 Continued Next Pa e Completion Depth: 30.0 ft Sample Types: Date Bor~ng Started: 8/25/05 ~ Auger Cutting ; Shelby Tube Date BOring Completed: 8/25/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. c Ul Cll C Cl Cll Cll c:i .r= ~ Cll 0 0. 0 ~ ...J ~ z :S. c 0 Cll Cll .2 ~ :c Q. Q. ~ 10 'E. 0. E ~ f! E > Cll lU lU 0 Cll 0 C> en en 0 W Cll a:: 0 L.,!: .\ 895 5 890 10 885 15 880 20 MATERIAL DESCRIPTION Surface Elev.: 900.0 ft Driller reported 9" TOPSOIL ------------------- SIL TV CLAY - and sand, trace gravel- hard to firm - brown 12 12 SIL TV CLAY - and sand, trace gravel- firm to CL soft - brown to gray @ 14' SIL TV CLAY - and sand, trace gravel- hard- gray LOG OF BORING B-14 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 1 of 2 WATER LEVELS 'Sl While Drilling None .Y Upon Completion None :[.. Delay N/A .r= STANDARD PENETRATION c: 0 TEST DATA c: ~ 0 '7 ~ N in blows/fl @ B \0:;:1 ~ !E ...", 0 I;iiI PL CllCll I!! X Moisture t1> 0.1- Additional Ul . LL 1\I ~Cl... ~ <3 1 25 Remarks l/) oU '0 <..> -0 :0 l/) lXl... STRENGTH, tsf :::> 1-0 Cl...~ . Qu * Qp en 2.0 4.0 2-3-2 19 0 X >> N=5 CL 4-3-4 23 0 X '* N=7 3-3-4 12 N=7 '* '* 1-3-5 12 N=8 3-4-6 11 N=10 * 1-2-4 11 N=6 >> 2-8-14 N=22 9 Latitude: Longitude: Remarks: CIS- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-14 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" 10 Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sl While Drilling None Y Upon Completion None :[ Delay N/A .s:: STANDARD PENETRATION Ul c 0 TEST DATA c: ~ Ql Gl Gl 0 "T ~ N in blows/ft @ :;::- Cl 0 .s:: B ~ Gl 0 a. 0 co;:; '#. ~ ....J ~ Z g !E ....<11 X WI PL C 0 MATERIAL DESCRIPTION .. GlGl e Moisture Gl Gl .. 0.1- . LL Additional 0 ~ :c c. c. ~ IU ~o.. i 1 25 Remarks ~ Q. a. E g1 U f! E 00 '0 Gl m en :; Gl 0 Cl m en 0 () -0 en 0 co.... m Gl en STRENGTH, tsf ::l 1-0 a:: o..~ en & Qu lIE Qp 25 20 4.0 SILTY CLAY - and sand, trace gravel - hard - gray 12 9-10-16 9 N=26 x >> 870 30 ~DOFOO~~3~---------- .. NOTE: Cave-in depth of 24' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~ Auger Cutting ; Shelby Tube Date Boring Completed: 8/25/05 Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: {BiJ PSI ~~. 5362 West 78th Street LOG OF BORING B-15 Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 Sheet 1 of 2 PSI Job No.: 016-55037 Drilling Method: 3 1/4" 10 Hollow Stem Auger WATER LEVELS Project: Center Pointe Crossing Retail Development Sampling Method: Shelby Tube/Split Spoon "5l While Drilling 16' Location: 111 th Street and Michigan Road Hammer Type: CME Automatic ~ Upon Completion Zionsville, Indiana Boring Location: 14' 7- Delay N/A .r: STANDARD PENETRATION Ul c 0 TEST DATA c c:~ CIJ 0 .- 01 CIJ 'ai 01 CIJ c:i .r: B 'c: N in blows/fl @ ~ 0 0. 0 CO+:; ~ ~ ...J ?:' z g IE ~t/l X I;iiI PL c: 0 MATERIAL DESCRIPTION III GlCIJ e Moisture CIJ CIJ III 0.1- . LL Additional 0 ~ :E "is. ~ III :J ~ C. 0. "is. E ~ C3 ~a.. 1ii 1 25 Remarks 11l E 00 '0 > CIJ C5 11l 11l 0 en -0 ::;; CIJ 0 en en 0 u Cll~ iiJ CIJ en STRENGTH, tsf 0:: ::> 1-0 a..~ ... Qu *' Qp Surface Elev.: 902.0 ft en 0 2.0 4.0 ~...\ ~i~e~:p~rt~d .!l':!~P~~I~ _ _ _ _ _ _ _ 900 8 3-4-5 14 >> N=9 18 SIL TV CLAY - and sand, trace gravel - firm - CL 3-7-9 11 *' brown N=16 5 895 16 3-5-7 12 N=12 ------------------- 16 2-4-10 11 >> 10 N=14 890 SIL TV CLAY - and sand, trace gravel, with CL 10 occasional sand seams - hard to soft - brown 3-4-8 20 X *' to gray @ 13' N=12 15 885 20 8 1-3-15 N=18 10 1-2-5 11 N=7 880 SIL TV CLAY - and sand, trace gravel, with occasional sand seams - firm - gray CL 25 - - - - - - -Conunuea/'Jex7 Pa e - - - - Completion Depth: 30.0 ft Sample Types: Date Bo~ng Started: 8/25/05 ~ Auger Cutting ; Shelby Tube Date Bonng Completed: 8/25/05 . Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI Inc. Rock Core DCP The stratification lines represent approximate boundaries. The transition may be gradual. 10 >> Latitude: Longitude: Remarks: ,; liS- PSI ...~. 5362 West 78th Street Indianapolis, IN 46268 ~.,. Telephone: (317) 876-7723 LOG OF BORING B-15 PSI Job No.: Project: Location: 016-55037 Center Pointe Crossing Retail Development 111th Street and Michigan Road Zionsville, Indiana Drilling Method: Sampling Method: Hammer Type: Boring Location: 3 1/4" ID Hollow Stem Auger Shelby Tube/Split Spoon CME Automatic Sheet 2 of 2 WATER LEVELS 'Sj.. While Drilling 16' .y Upon Completion 14' '5l Delay N/A .c STANDARD PENETRATION Ul c: 0 TEST DATA e:~ Q) ~ Cll Cll 0 .- Cl N in blows/fl @ Cl ci .c "" 'e: ~ Q) 0 0. 0 B co;::; ';F. ~ ..J ~ Z e: IE '-<II X r.iiiI PL c: 0 Cll ;:- MATERIAL DESCRIPTION U> CllCll ef Moisture Additional Cll U> 0.1- . LL .2 ~ :2 Q. ~ III :::I iii a. 0. Q. E ~ U ~a.. 1;; 1 25 Remarks III E 00 .0 > Cll " III III 8 en me: ::;; Cll 0 (j) (j) U r [j Cll en STRENGTH, 1st a:: ::l 1-0 a..~ (j) '" Qu lIE Qp 25 2.0 4.0 SILTY CLAY - and sand, trace gravel - hard - gray CL 875 12 2-7-9 N=16 9 x 0 >> 30 ~DOFOO~NG~---------- .. NOTE: Cave-in depth of 22 1/2' after removal of augers Completion Depth: 30.0 ft Sample Types: Date Boring Started: 8/25/05 ~.; Date Boring Completed: 8/25/05 Au~er Cutting Shelby Tube Logged By: DJL Split-Spoon Hand Auger Drillin Contractor: PSI, Inc. Rock Core DCP The stratification lines represent appr~ximate boundaries. The transition may be gradual. Latitude: Longitude: Remarks: Unified Soil Classification ,~ ~ ! 'liIl 8 .!!.... j~ i Iii --:5 f!. .... C) .. .. i' III _ - 0 8:i .s E '4i' .!:i 14 ~ 'iij ...8 =.... ~o -g% =5 l!:5 C>t ~l ,!4 '! {4 E - o 11:: .1'!! r: ~ e ~ (9701) MJjor Divisions iI o I! .r: i is I i Q! ... I! ';J 18"': l! 't5 & o 11: Iii ~=.. ~ ! } ! 1~ Jil..!! 1i a. "E:! 6 "'s::l 1 '~ C) ...1' l!.5 <3 2 " c: .$"'I a :! l'lo! ! !-! tlI ca...,. ~ l! 80 l1! :J '0 % 1I:C .!s cJ! ~J i.1e =: l' SM r!S:!.5 1'1'0 '" a. '5 Is<~ !:!.""'~ S E il'li U = c l!:g s ... .Sf 'I III =. == a - i~~ u =.1'!! ~"a_ Ii '2. S III ,Sf '" = = !I) .0 -tit u ~c.!! .2''''0 :z:: E' CD o Group Symbols GW GP GM GC SW SP Typical Names, WeD graded gravels, gray. $and mildUres, rrltle or no lines PllOrly graded grawls, , gravel- sand mixtures, little or no fines d - Siltygnriels, Gntvel-sand- silt mixtures u Clayey gravels,grave\-$and- clay mixtures Wen graded sands, gravelly sands, little 01' no fines PllOrly graded sands, gravelly sands, little or no lines d f-- U Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures ML Inorganic silts and very firle sands, fllckftour,silty or ~finesa~orcl8yey siltS witlullght plasticity InOrganic clays of tow to ~ium p~, graVelly clays, sandy clay$, sllty clays, IeanClay$ Organic $iIt$and organic silty clays of IoYIplastic;ity CL OL MH Inorganic siltS, micaceous or diatomaceoll$fioe sandy or slIty soils, elastic silts CH Inorganic clays of high p1astiCity,fat clays Organic clays of medium to high plasticity, organic silts OH Pt Peat and other highly (lrgaOic soils . ,i '8 :i ~ N. ,~ u 0 en ~% D.o- .! I ~-~.~ '1J! .~ ~ ~~ e~,.~@;gi & clIl,'- ,. .... tt~~~1 I ~ Ii L~ l!'t5; i i~ ! &#-! i i iB Q ~ i : : : &~l!!i! 'ni~1 'g 'g8,s ~ ~ .;8., 'il ~; o .5 .......... :E It) 60 1 US.', I:!!.WI1. Laboratory Classification Criteria o. Co =- greater than 4; , DIG \ i' .AL Cc = Belween 1 and 3 DIDIDIII Not meeting all gradation requlrementdor GW. Alterberg limits below"A" nne or PI less than 4 Altelberg limits above "A" rmewith PI greater than 7 011I Cu= greater than 6; DIt Above "A" Hne with PI I between 4 and 7 are borderline c:ases requiring use of dual symbols. (D.}2 Cc =~Between 1 and 3 DloXD. Not meeting all gradation requirementt; forSW. Alterberg Umits below "A" line or PI less than 4 Melberg Umits above W Une With PI greatetthan7 PLASTlCIlYCHART I I -forClassifieationof fine.grained --.;.. soils arid fine fraction of 50 _ = coalSeilrained soils. Altelberg r- limits plotting in hatched area e--- are bonlerlineclas$ifi~tions ~requiring u~ ofdual$Ymbols. 40 - ~ EqualionofA..fine: r-- PI =O.73(lL-20) ~ 'E i-3O I .2 .. .!! D. 20 == a 10 7 4 o o I I 10 / , , / '" , I , UI .A t\l 20, 30 40 5050 Uquld Limit Limits plotting in hatched zone with P1 betWeen 4 alld 7 are borderline cat;es requiring Use of dualtyl'\1bols, I I I I I I 1 I / , ~ CH , , , , , &/ ,VI"/ 70 90 100 50 Professional Service IndustriE!$, lnc,