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Home My WebLink AboutScope of Work BICKFORD OF CARMEL, IN 12/12/2012 GEOTECHNICAL REPORT 00901 - 1 SECTION 00901 – GEOTECHNICAL REPORT PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Geotechnical Report, dated June 20, 2012, Proposed Assisted Living Facility, Carmel, Indiana, Alt & Witzig File: 12IN0315. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) SUBSURFACE INVESTIGATION & GEOTECHNICAL RECOMMENDATIONS PROPOSED ASSISTED LIVING FACILITY CARMEL, INDIANA A&W PROJECT NO: 12IN0315 PREPARED BY: ALT & WITZIG ENGINEERING, INC. GEOTECHNICAL DIVISION PREPARED FOR: NHI-BICKFORD RE, LLC C/O NATIONAL HEALTH INVESTORS, INC. MURFREESBORO, TN JUNE 20, 2012 June 20, 2012 NHI-BICKFORD RE, LLC c/o National Health Investors, Inc. 222 Robert Rose Dr. Murfreesboro, TN 37129 Attn: Mr. Richard Eby RE: Subsurface Investigation & Geotechnical Recommendations Proposed Assisted Living Facility Carmel, Indiana Alt & Witzig File: 12IN0315 Dear Mr. Eby: In compliance with your request, we have conducted a subsurface investigation and geotechnical evaluation for the above referenced project. It is our pleasure to transmit herewith two (2) copies of our report. This report presents our investigation methods, field and laboratory results, and engineering recommendations. The borings typically encountered medium stiff to stiff cohesive soils at the anticipated bottom of footing elevation. Provided suitable site preparation measures are followed, conventional foundations represent a feasible foundation type for this structure. Our recommendations, including substantiating data, are presented herewith. Often, because of design and construction details that occur on a project, questions arise concerning the soil conditions. If we can give further service in these matters, please contact us at your convenience. Very truly yours, ALT & WITZIG ENGINEERING, INC. Kellen P. Heavin, P.E. David C. Harness, P.E. KPH:DCH/bkm A lt & Witzig Engineering, Inc. 4105 West 99th Street • Carmel, Indiana 46032 (317) 875-7000 • Fax (317) 876-3705 Offices: Cincinnati, Ohio • Dayton, Ohio Indianapolis • Evansville • Ft. Wayne • Lafayette • South Bend • Terre Haute, Indiana Subsurface Investigation and Foundation Engineering Construction Materials Testing and Inspection Environmental Services TABLE OF CONTENTS SECTION PAGE INTRODUCTION ................................................................................................................................ 1 DESCRIPTION OF SITE ................................................................................................................... 2 FIELD INVESTIGATIONS ................................................................................................................. 4 LABORATORY INVESTIGATIONS ............................................................................................... 6 SUBSURFACE CONDITIONS ......................................................................................................... 7 PROJECT DISCUSSION AND RECOMMENDATIONS ................................................................ 9 CONSTRUCTION CONSIDERATIONS ........................................................................................ 14 SUMMARY ..................................................................................................................................... 16 APPENDIX Recommended Specifications for Compacted Fills and Backfills Site Location Map Soil Survey Map of Hamilton County Boring Location Plan Records of Subsurface Exploration General Notes USGS “Design Maps” Summary Report F:\Projects\12\12IN0315\Geo Good\12IN0315 Geotech Report.doc 1 Alt & Witzig File: 12IN0315 SSUUBBSSUURRFFAACCEE IINNVVEESSTTIIGGAATTIIOONN AANNDD GGEEOOTTEECCHHNNIICCAALL RREECCOOMMMMEENNDDAATTIIOONNSS INTRODUCTION This report presents the results of a subsurface investigation conducted for the assisted living facility proposed for construction in Carmel, Indiana. This investigation was conducted on behalf of Eby Realty Group located in Olathe Kansas. Authorization to perform this investigation was in the form of a proposal prepared by Alt & Witzig Engineering, Inc. (A&W Proposal 1205G017) that was accepted by Mr. Richard Eby with Eby Realty Group. The scope of this investigation included a review of geological maps of the area; a reconnaissance of the immediate site; a subsurface exploration; field and laboratory testing; and an engineering analysis and evaluation of the encountered subsurface materials. The purpose of this subsurface investigation was to determine the various soils profile components, the engineering characteristics of the subsurface materials, and to provide criteria for use by the design engineers and architects in preparing the foundation design for the proposed facility. The scope or purpose of this geotechnical investigation did not either specifically or by implication provide an environmental assessment of the site. 2 Alt & Witzig File: 12IN0315 DESCRIPTION OF SITE Site Location The site of the proposed facility is located on the east side of Carmel, Indiana. More specifically, the site is located on the south side of E 116th Street approximately 1,000 feet east of the intersection with Hazel Dell Parkway. The site may be located using the Fishers, Indiana 7½ minute topographic map in the northeast quadrant of Section 4, Township 17 North, Range 4 East. The relevant portion of this map is included in the Site Location Map provided in the Appendix. Site Topography and Drainage The ground surface at the site is high in the northwest corner of the site and slopes down to a low area that covers approximately three-quarters (3/4) of the site. A levy is present along the southern and eastern extents of the site. The relief across the site is approximately fourteen (14) feet as estimated by the GIS Overlay drawing (Sheet 1 of 1) generated by Engineered Alternatives, Inc. dated January 25, 2010. This relief corresponds to minimum and maximum elevations of 731.7 and 745.4 feet. The observed relief is believed to be partly attributable to previous earthmoving operations. Ground cover at the time of boring operations consisted of grass and trees. Drainage of the site is primarily over the ground surface to a detention pond that exists beyond the southern boundary of the site. Ground surface elevations at the specific boring locations were interpolated from the aforementioned drawing provided to Alt & Witzig Engineering, Inc. by Eby Realty Group. All depths referred to in this report and on the Records of Subsurface Exploration are taken from the ground surface at the time of boring operations. Current Land Usage A house currently exists in the east-central portion of the proposed structure. The house is one (1) story above grade and has large areas of pavement associated to the west of the structure. A large, elevated, wooden deck is also present off the southern portion of the house. It is unknown if the house has a basement. Markings for several underground utilities were observed in the area to the south of the house. An aerial photograph of the site taken in 2010 is provided in Figure 1 on the following page. 3 Alt & Witzig File: 12IN0315 Figure 1 – 2010 Aerial Photograph of Site The surrounding area is mostly developed with the Mansion at Oak Hill banquet center existing to the west and residences existing to the north, south, and east. Northern Beach, a private park, exists in the eastern portion of the site. Overhead and underground utilities and paved roadways also exist in close proximity to the site. 4 Alt & Witzig File: 12IN0315 FIELD INVESTIGATIONS Scope Field investigations to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling twelve (12) exploratory test borings located as shown on the enclosed Boring Location Plan, and performing standard penetration tests and obtaining samples of the soil retained in the split-spoon sampler. The apparent groundwater level at each boring location was also determined. Drilling and Sampling Procedures The soil borings were performed with an all terrain vehicle-mounted drilling rig equipped with a rotary head. Conventional hollow-stem augers were used to advance the holes. Representative samples were obtained employing split-spoon sampling procedures in accordance with ASTM procedure D1586. Field Tests and Measurements Penetration tests. During the sampling procedure, standard penetration tests were performed at regular intervals to obtain the standard penetration value of the soil. The standard penetration value is defined as the number of blows of a 140-pound hammer, falling 30 inches, that is required to advance the split-spoon sampler one (1) foot into the soil. The results of the standard penetration tests indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the relative strength and compressibility of the soil profile components. Water level measurements. Water level observations were made during and upon completion of the boring operations. These water level measurements were obtained by recording the depth at which water was observed on the drilling rods, and by measuring the distance to the surface of any groundwater observed after the removal of the hollow stem augers. These readings are noted on the Records of Subsurface Exploration presented in the Appendix. In relatively pervious soils such as sandy soils, the indicated depths are considered reliable groundwater levels. In relatively impervious soils, the accurate determination of the groundwater elevation is not possible after even several days of observation. It should be noted that the groundwater level measurements recorded on the individual Records of Subsurface Exploration in the Appendix are accurate for the specific dates in which the measurements were performed. It must be understood 5 Alt & Witzig File: 12IN0315 that the groundwater levels will fluctuate throughout the year. The records do not indicate these fluctuations. The borings were backfilled upon completion with bentonite chips in accordance with Carmel, Indiana regulations. Elevations The ground surface elevations at the particular boring locations were interpolated from the GIS Overlay drawing generated by Engineered Alternatives, Inc. All depths referenced in this report are from the ground surface existing at the time of the boring operations. 6 Alt & Witzig File: 12IN0315 LABORATORY INVESTIGATIONS In addition to the field investigations, a supplemental laboratory investigation was conducted to ascertain additional pertinent engineering characteristics of the foundation materials necessary in analyzing the behavior of the proposed transitional care facility. All phases of the laboratory investigation were conducted in general accordance with applicable ASTM specifications. The laboratory-testing program included supplementary visual classification and water content tests on several cohesive samples. Samples of the cohesive soil from the spoon-sampling device were frequently tested in unconfined compression utilizing a calibrated spring testing machine. A calibrated soil penetrometer was also used as an aid in estimating the unconfined compressive strength of the soil. The values of the unconfined compressive strength as determined on soil samples from the split-spoon sampling must be considered approximate. The manner in which the samples were obtained provides a representative but somewhat disturbed sample. 7 Alt & Witzig File: 12IN0315 SUBSURFACE CONDITIONS The types of foundation materials encountered have been visually classified and are described in detail on the Records of Subsurface Exploration. The results of the field penetration tests, strength tests, water level observations and laboratory water content are presented on the Records of Subsurface Exploration in numerical form. Representative samples of the soils encountered in the field were placed in sample jars and are now stored in our laboratory for further analysis if desired. Unless notified to the contrary, all samples will be disposed of after two (2) months. Generalized Subsurface Soil Conditions The following summarizes the general subsurface characteristics encountered during the subsurface investigation. For a detailed description of the soil conditions at the particular boring locations, please refer to the Records of Subsurface Exploration in the Appendix. The borings typically encountered medium stiff to stiff sandy clay from beneath the topsoil that covers the site to depths between five (5) and eight (8) feet. Underlying these cohesive soils, the borings encountered medium dense to dense, dry, poorly graded sand that extended to the boring termination depth, the greatest of which was sixteen (16) feet. However, the sand became saturated near elevation 725 feet. The borings performed on the levee, Borings B-11 and B-12, encountered fill materials consisting of silty and sandy clays containing varying amounts of construction debris (asphalt fragments) to the boring termination depth in boring B-12 and a depth of fifteen (15) feet in boring B-11. Boring B-11 terminated in dry, poorly graded sand. Groundwater As previously mentioned, the sand generally exhibited a groundwater elevation of approximately 725 feet. The Soil Conservation Service map indicates that the natural soils at this site consist of Genesee silt loam (Ge), Ockley silt loam (OcA), and Sloan silty clay loam (Sx) type soils. The groundwater level for the Genesee and Ockley soil types typically remains at a depth greater than six (6) feet throughout the year. These soil types account for approximately 63 percent of the 8 Alt & Witzig File: 12IN0315 project site and are located in the western half of the site. The Sloan type soils, however, are capable of exhibiting a perched groundwater table up to the natural ground surface during the wet portion of the year. It should be noted that the groundwater level measurements recorded on the individual Records of Subsurface Exploration in the Appendix are accurate for the specific dates in which the measurements were taken. The exact location of the water table should be anticipated to fluctuate somewhat depending upon normal seasonal variations in precipitation. Seismic Site Classification Based on information obtained in the subsurface investigation, as well as information cataloged on the Indiana GIS, the site may be considered as a site class D in accordance with the 2006 Building Code guidelines. Spectral response values of 0.177 and 0.079 for SS and S1, respectively, may also be considered. 9 Alt & Witzig File: 12IN0315 PROJECT DISCUSSION AND RECOMMENDATIONS Project Description Preliminary design plans indicate that the proposed assisted living facility is to be constructed in the northwest corner of the site in Carmel, Indiana. The approximate size and configuration of the proposed structure in relation to the boring locations is shown on the enclosed Boring Location Plan. The pad elevation for the structure was not available at the time of this report. However, it is anticipated that the structure will be constructed at or near the elevation of the existing structure (approximately 743.0 ft). Based on a review of the aforementioned topographic survey, the existing elevations in the area of the building range from 745.5 to 732.5 feet. Therefore, the site is currently two and one-half (2½) feet above to nine and one-half (9½) feet below proposed grade and will require both cut and fill. It has been expressed that use of the material in the Northern Beach area is desirable for use as fill to level the building pad. Design details specify that the building will be a one (1) story structure. It is anticipated that the structure will utilize conventional wood framing. It is also anticipated that the structure will be without a basement with the ground floor constructed as a slab-on-grade. Based on experience with similar structures, it is anticipated that structural loads for this building will be transferred to the soils by conventional spread and continuous wall footings, if possible. Wall loads between two (2) and three (3) kips per lineal foot and maximum column loads of 20 kips were estimated for the purposes of this analysis. Parking and drive facilities are also proposed for construction around the structure. Site Preparation As previously discussed, a house currently exists in the east-central portion of the proposed structure. Access to this house was not granted as part of this investigation. As such, it is not known if the house has a basement. 10 Alt & Witzig File: 12IN0315 Care must always be exercised when demolishing a structure. The existing building foundations and the utilities associated with the existing structure should be completely removed and the excavations properly backfilled and compacted with granular fill. If the structure has a basement, it is recommended that the walls be completely removed and the floor slab broken up such that water will not remain trapped on the floor slab. All voids created as a result of the demolition of the existing structure should be backfilled with properly compacted granular fill. All fill placed in these excavations should be compacted to 95 percent of the material’s maximum dry density as determined by ASTM D1557 (Modified Proctor). At no time should new footings be placed directly above the old footings or abandoned utilities. The site will contain underground utilities such as sanitary sewers, electrical lines, communication lines, gas lines, and buried downspouts. It is important that all underground utility conduits and sewers either be removed and backfilled with structural fills or that all foundations extend past the bottom of former utility trenches. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present during demolition and backfilling operations. Doing so will reduce project delays due to confusion once the project moves into the construction phase. After the existing building has been demolished and the site stripped, it is recommended that the suitability of the shallow fill for support of floor slabs and pavement be evaluated by a proof- roll. This proof-roll will assist in identifying the presence of soft soil at a shallow depth. Areas failing this proof-roll must be undercut to firm soil, or to a maximum depth of two (2) feet. Grade may be reestablished utilizing properly compacted granular fill. All fill placed in undercut areas should be compacted to 95 percent of the material’s maximum dry density as determined by ASTM D1557. Though the anticipated structure will be relatively light, the fill itself will induce some settlement of the natural soils in the southern and eastern extents of the building pad. It is anticipated that a majority of this settlement will occur during construction. Since the amount of fill to be placed varies across the site, differential settlement across the structure may occur if the structure is constructed immediately following the placement of fill. If it is possible, it is recommended that the earthmoving operations and the installation of drainage systems be completed as early as possible and the site left to stabilize before resuming construction. 11 Alt & Witzig File: 12IN0315 To ensure that suitable compaction is achieved along the slope to the south and east of the existing house, the earthwork contractor must follow proper benching techniques. Benches should be of sufficient width to accommodate the required compaction equipment (minimum 10 feet). Benching of natural slopes and existing embankment slopes should be performed in accordance with Section 203.21 of the INDOT Standard Specifications. The following foundation, floor slab, and pavement recommendations are provided assuming these site preparation and evaluation techniques have been performed. Geotechnical Recommendations Provided the foundations are constructed on medium stiff natural soils or properly compacted fill, net allowable bearing pressures of 3,000 and 2,400 psf are recommended for dimensioning spread footings and continuous wall footings, respectively. It is recommended that a representative of Alt & Witzig Engineering, Inc. inspect all foundation excavations prior to the placement of concrete. In utilizing net allowable pressures for dimensioning footings, it is necessary to consider only those loads applied above the finished floor elevation. Using the above mentioned bearing pressures and recommendations, total settlements of less than one (1) inch and differential settlements of one half (½) inch or less can be anticipated. In order to alleviate the effects of seasonal variations in moisture content on the behavior of the footings and eliminate the effects of frost action, all exterior foundations should be founded a minimum of three (3) feet below the final grade. Interior footings may be founded at a nominal depth provided suitable soils exist at the bottom of footing elevation. Floor Slab Recommendations It is typically desirable to place the floor slab as a slab-on-grade supported by the soil. In the areas where the existing grade is above the final floor elevation, the building area should be undercut and a granular material placed beneath the slab. In areas where the existing grade is below the final floor elevation, a well-compacted structural fill will be necessary to raise the site to the desired grade. After the building area has established at the proper elevation, a granular fill should be placed immediately beneath all floor slabs. 12 Alt & Witzig File: 12IN0315 Prior to elevating the site, the existing subgrade soils must be proof-rolled with approved equipment as previously discussed. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present to determine the exact depth of undercutting and to monitor backfilling operations. In order to properly support the footings and floor slab, it will be necessary that controlled fill material be placed throughout the entire footprint of the building and beyond the footprint. The horizontal distance that this controlled compaction is necessary will depend on the depth of the fill material. It is recommended that the materials within the subgrade area be compacted to a minimum density of 93% of maximum density in accordance with ASTM D1557. Pavement Recommendations It is recommended that the suitability of the shallow fills for support of pavements be evaluated with a proof-roll. Prior to placing fill material or crushed stone, the exposed subgrade soils should be proof-rolled with approved equipment. This proof-roll will assist in identifying soft soils within a shallow depth. Due to past earthmoving operations that have occurred at the site, some softer fill material/disturbed soils should be anticipated. Where soft areas are encountered, they should be undercut two (2) feet or to firm soil and grade reestablished with properly compacted granular fill. The recommendations provided below assume the subgrade passes a proof-roll or has been treated to do so. A CBR value of three (3) may be considered when evaluating the subgrade strength for construction of parking and drive areas. It should be noted that the CBR value is a laboratory determined relative strength value. The actual CBR value for the encountered soils will be influenced by the time of construction as well as subgrade control methods implemented by the contractor. The strength of the subgrade soils at this site will depend upon several variables including preparation and compaction. It is also important that all paved areas be designed to prevent water from collecting or ponding immediately beneath the pavement. This can be done by sloping the subgrade soils, providing the pavement areas with sufficient drainage ditches, and/or placing a positive underdrain system two (2) to three (3) feet beneath the granular base course layer. 13 Alt & Witzig File: 12IN0315 General Pavement Recommendations A minimum pavement section should be adequate for areas subjected only to light-duty traffic. It is recommended that two (2) inches of asphalt binder and one (1) inch of asphalt surface be placed over six (6) inches of a compacted crushed stone subbase. If deliveries, heavy truck traffic, and/or multiple trash pick-ups per week will be allowed on the pavement, a thicker pavement section may be necessary. An estimation of the frequency of this truck traffic would be necessary to provide additional recommendations for this scenario. Use of On-Site Material as Fill The shallow soils in borings B-8 though B-12 typically consisted of silty and sandy clays. These soils are suitable for use as structural fill provided they are properly moisture conditioned and compacted. The moisture contents of these soils typically ranged between 13 and 23 percent. A moisture density relationship was not performed on these materials. However, based on our experience with similar soils, it is anticipated that these soils are slightly above the optimum moisture content. Thus, some working and drying of the soils will be necessary in order to properly use them as a structural fill. The topsoil covering these soils is not suitable for use as a structural fill. Typically two (2) to seven (7) inches of topsoil was encountered across this area of the site. However, boring B-10 encountered topsoil to a depth of approximately twenty (20) inches. It will be necessary to strip the topsoil from the borrow areas prior to excavation of this material for fill. 14 Alt & Witzig File: 12IN0315 CONSTRUCTION CONSIDERATIONS Site Preparation Excessively organic topsoil and loose dumped fill materials will generally undergo high volume changes that are detrimental to the behavior of pavements, floor slabs, structural fills, and foundations placed upon them. Therefore, it is recommended that all loose materials be stripped from the construction areas and wasted or stockpiled for later use. The topsoil was estimated to be approximately two (2) to eight (8) inches thick across the site. Exceptions to this range have been previously discussed. Due to past earthmoving operations that have occurred at the site, some shallow disturbed soils will likely be encountered across the site. The depth and consistency of these materials will vary across the site. It should be noted that the soil borings only indicate the apparent topsoil thickness at the specific locations. Borings do not indicate variations between selected locations. Thus, borings only provide a general indication of the amount of stripping that will be necessary at this site. The depth of stripping will also be influenced by the condition of the subgrade during earthmoving and the equipment used during stripping operations. A representative of Alt & Witzig Engineering, Inc. should determine the exact depth of stripping, in the field, at the time of the stripping operations. It is recommended that after the above-mentioned stripping has been performed, the exposed subgrade should be proof-rolled with approved equipment. This proof-rolling will assist in identifying pockets of soft, unsuitable materials at a shallow depth. If pockets of unsuitable materials are encountered, they should be stabilized as previously mentioned. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present for this phase of this project. It should be noted that considerable heavy construction traffic over the exposed subgrade might cause rutting and pumping. Caution should be exercised to direct construction traffic such that the sub grade does not fail due to construction activities. After the existing subgrade soils are excavated to design grade, proper control of subgrade compaction and fill, and structural fill replacement should be maintained by a representative of Alt & Witzig Engineering, Inc. as per the Recommended Specifications for Compacted Fills and Backfills presented in the Appendix; thus minimizing volume changes and differential settlements which are detrimental to behavior of shallow foundations, floor slabs and pavements. 15 Alt & Witzig File: 12IN0315 Groundwater The groundwater level measurements obtained upon completion of boring operations generally indicated a groundwater elevation of approximately 725 feet. Soil Conservation Service data indicates the groundwater level at a majority of the site should remain at a depth greater than six (6) feet throughout the year. However, depending upon the weather conditions while the excavations are open, seepage from surface runoff may occur into shallow excavations. Therefore, minor to moderate construction difficulties associated with groundwater infiltration should be anticipated at this site. Since these foundation materials tend to soften when exposed to free water, every effort should be made to keep the excavations dry should groundwater be encountered. A gravity drainage system, sump pumps, or other conventional dewatering procedures should be sufficient for this purpose in the shallow cohesive soils. It is also recommended that all concrete for footings be placed the same day as the excavation is made. 16 Alt & Witzig File: 12IN0315 SUMMARY A subsurface exploration and engineering evaluation of the subsurface materials has been conducted for the proposed assisted living facility in Carmel, Indiana. The recommendations submitted herein are based on the available soil information and provided as well as assumed design details. This summary is intended to draw attention to key points in the report and is not intended to be all inclusive. Site Preparation A house currently exists in the east-central portion of the proposed structure. It is not known if the house has a basement. At no time should new footings be placed directly above the old footings or abandoned utilities. To ensure that suitable compaction is achieved along the slope to the south and east of the existing house, benching of natural slopes and existing embankment slopes should be performed in accordance with Section 203.21 of the INDOT Standard Specifications. Use of On-Site Material as Fill The shallow soils in borings B-8 though B-12 are suitable for use as structural fill provided they are properly moisture conditioned and compacted. APPENDIX RECOMMENDED SPECIFICATIONS FOR COMPACTED FILLS AND BACKFILLS All fill shall be formed from material free of vegetable matter, rubbish, large rock, and other deleterious material. Prior to placement of fill, a sample of the proposed fill material should be submitted to the soils engineer for his approval. The fill material should be placed in layers not to exceed eight (8) inches in loose thickness and should be sprinkled with water as required to secure specified compactions. Each layer should be uniformly compacted by means of suitable equipment of the type required by the materials composing the fill. Under no circumstances should a bulldozer or similar tracked vehicles be used as compacting equipment. Material containing an excess of water so the specified compaction limits cannot be attained should be spread and dried to a moisture content that will permit proper compaction. All fill should be compacted to the specified percent of the maximum density obtained in accordance with ASTM density Test D1557 (95 percent of maximum dry density below the base of footing elevation, 93 percent of maximum dry density in the floor slab and pavement areas). Should the results of the in-place density tests indicate that the specified compaction limits are not obtained, the areas represented by such tests should be reworked and retested as required until the specified limits are reached. TABLE OF CONTENTS SECTION PAGE INTRODUCTION ................................................................................................................................ 1 DESCRIPTION OF SITE ................................................................................................................... 2 FIELD INVESTIGATIONS ................................................................................................................. 4 LABORATORY INVESTIGATIONS ............................................................................................... 6 SUBSURFACE CONDITIONS ......................................................................................................... 7 PROJECT DISCUSSION AND RECOMMENDATIONS ................................................................ 9 CONSTRUCTION CONSIDERATIONS ........................................................................................ 14 SUMMARY ..................................................................................................................................... 16 APPENDIX Recommended Specifications for Compacted Fills and Backfills Site Location Map Soil Survey Map of Hamilton County Boring Location Plan Records of Subsurface Exploration General Notes USGS “Design Maps” Summary Report F:\Projects\12\12IN0315\Geo Good\12IN0315 Geotech Report.doc 1 Alt & Witzig File: 12IN0315 SSUUBBSSUURRFFAACCEE IINNVVEESSTTIIGGAATTIIOONN AANNDD GGEEOOTTEECCHHNNIICCAALL RREECCOOMMMMEENNDDAATTIIOONNSS INTRODUCTION This report presents the results of a subsurface investigation conducted for the assisted living facility proposed for construction in Carmel, Indiana. This investigation was conducted on behalf of Eby Realty Group located in Olathe Kansas. Authorization to perform this investigation was in the form of a proposal prepared by Alt & Witzig Engineering, Inc. (A&W Proposal 1205G017) that was accepted by Mr. Richard Eby with Eby Realty Group. The scope of this investigation included a review of geological maps of the area; a reconnaissance of the immediate site; a subsurface exploration; field and laboratory testing; and an engineering analysis and evaluation of the encountered subsurface materials. The purpose of this subsurface investigation was to determine the various soils profile components, the engineering characteristics of the subsurface materials, and to provide criteria for use by the design engineers and architects in preparing the foundation design for the proposed facility. The scope or purpose of this geotechnical investigation did not either specifically or by implication provide an environmental assessment of the site. 2 Alt & Witzig File: 12IN0315 DESCRIPTION OF SITE Site Location The site of the proposed facility is located on the east side of Carmel, Indiana. More specifically, the site is located on the south side of E 116th Street approximately 1,000 feet east of the intersection with Hazel Dell Parkway. The site may be located using the Fishers, Indiana 7½ minute topographic map in the northeast quadrant of Section 4, Township 17 North, Range 4 East. The relevant portion of this map is included in the Site Location Map provided in the Appendix. Site Topography and Drainage The ground surface at the site is high in the northwest corner of the site and slopes down to a low area that covers approximately three-quarters (3/4) of the site. A levy is present along the southern and eastern extents of the site. The relief across the site is approximately fourteen (14) feet as estimated by the GIS Overlay drawing (Sheet 1 of 1) generated by Engineered Alternatives, Inc. dated January 25, 2010. This relief corresponds to minimum and maximum elevations of 731.7 and 745.4 feet. The observed relief is believed to be partly attributable to previous earthmoving operations. Ground cover at the time of boring operations consisted of grass and trees. Drainage of the site is primarily over the ground surface to a detention pond that exists beyond the southern boundary of the site. Ground surface elevations at the specific boring locations were interpolated from the aforementioned drawing provided to Alt & Witzig Engineering, Inc. by Eby Realty Group. All depths referred to in this report and on the Records of Subsurface Exploration are taken from the ground surface at the time of boring operations. Current Land Usage A house currently exists in the east-central portion of the proposed structure. The house is one (1) story above grade and has large areas of pavement associated to the west of the structure. A large, elevated, wooden deck is also present off the southern portion of the house. It is unknown if the house has a basement. Markings for several underground utilities were observed in the area to the south of the house. An aerial photograph of the site taken in 2010 is provided in Figure 1 on the following page. 3 Alt & Witzig File: 12IN0315 Figure 1 – 2010 Aerial Photograph of Site The surrounding area is mostly developed with the Mansion at Oak Hill banquet center existing to the west and residences existing to the north, south, and east. Northern Beach, a private park, exists in the eastern portion of the site. Overhead and underground utilities and paved roadways also exist in close proximity to the site. 4 Alt & Witzig File: 12IN0315 FIELD INVESTIGATIONS Scope Field investigations to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling twelve (12) exploratory test borings located as shown on the enclosed Boring Location Plan, and performing standard penetration tests and obtaining samples of the soil retained in the split-spoon sampler. The apparent groundwater level at each boring location was also determined. Drilling and Sampling Procedures The soil borings were performed with an all terrain vehicle-mounted drilling rig equipped with a rotary head. Conventional hollow-stem augers were used to advance the holes. Representative samples were obtained employing split-spoon sampling procedures in accordance with ASTM procedure D1586. Field Tests and Measurements Penetration tests. During the sampling procedure, standard penetration tests were performed at regular intervals to obtain the standard penetration value of the soil. The standard penetration value is defined as the number of blows of a 140-pound hammer, falling 30 inches, that is required to advance the split-spoon sampler one (1) foot into the soil. The results of the standard penetration tests indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the relative strength and compressibility of the soil profile components. Water level measurements. Water level observations were made during and upon completion of the boring operations. These water level measurements were obtained by recording the depth at which water was observed on the drilling rods, and by measuring the distance to the surface of any groundwater observed after the removal of the hollow stem augers. These readings are noted on the Records of Subsurface Exploration presented in the Appendix. In relatively pervious soils such as sandy soils, the indicated depths are considered reliable groundwater levels. In relatively impervious soils, the accurate determination of the groundwater elevation is not possible after even several days of observation. It should be noted that the groundwater level measurements recorded on the individual Records of Subsurface Exploration in the Appendix are accurate for the specific dates in which the measurements were performed. It must be understood 5 Alt & Witzig File: 12IN0315 that the groundwater levels will fluctuate throughout the year. The records do not indicate these fluctuations. The borings were backfilled upon completion with bentonite chips in accordance with Carmel, Indiana regulations. Elevations The ground surface elevations at the particular boring locations were interpolated from the GIS Overlay drawing generated by Engineered Alternatives, Inc. All depths referenced in this report are from the ground surface existing at the time of the boring operations. 6 Alt & Witzig File: 12IN0315 LABORATORY INVESTIGATIONS In addition to the field investigations, a supplemental laboratory investigation was conducted to ascertain additional pertinent engineering characteristics of the foundation materials necessary in analyzing the behavior of the proposed transitional care facility. All phases of the laboratory investigation were conducted in general accordance with applicable ASTM specifications. The laboratory-testing program included supplementary visual classification and water content tests on several cohesive samples. Samples of the cohesive soil from the spoon-sampling device were frequently tested in unconfined compression utilizing a calibrated spring testing machine. A calibrated soil penetrometer was also used as an aid in estimating the unconfined compressive strength of the soil. The values of the unconfined compressive strength as determined on soil samples from the split-spoon sampling must be considered approximate. The manner in which the samples were obtained provides a representative but somewhat disturbed sample. 7 Alt & Witzig File: 12IN0315 SUBSURFACE CONDITIONS The types of foundation materials encountered have been visually classified and are described in detail on the Records of Subsurface Exploration. The results of the field penetration tests, strength tests, water level observations and laboratory water content are presented on the Records of Subsurface Exploration in numerical form. Representative samples of the soils encountered in the field were placed in sample jars and are now stored in our laboratory for further analysis if desired. Unless notified to the contrary, all samples will be disposed of after two (2) months. Generalized Subsurface Soil Conditions The following summarizes the general subsurface characteristics encountered during the subsurface investigation. For a detailed description of the soil conditions at the particular boring locations, please refer to the Records of Subsurface Exploration in the Appendix. The borings typically encountered medium stiff to stiff sandy clay from beneath the topsoil that covers the site to depths between five (5) and eight (8) feet. Underlying these cohesive soils, the borings encountered medium dense to dense, dry, poorly graded sand that extended to the boring termination depth, the greatest of which was sixteen (16) feet. However, the sand became saturated near elevation 725 feet. The borings performed on the levee, Borings B-11 and B-12, encountered fill materials consisting of silty and sandy clays containing varying amounts of construction debris (asphalt fragments) to the boring termination depth in boring B-12 and a depth of fifteen (15) feet in boring B-11. Boring B-11 terminated in dry, poorly graded sand. Groundwater As previously mentioned, the sand generally exhibited a groundwater elevation of approximately 725 feet. The Soil Conservation Service map indicates that the natural soils at this site consist of Genesee silt loam (Ge), Ockley silt loam (OcA), and Sloan silty clay loam (Sx) type soils. The groundwater level for the Genesee and Ockley soil types typically remains at a depth greater than six (6) feet throughout the year. These soil types account for approximately 63 percent of the 8 Alt & Witzig File: 12IN0315 project site and are located in the western half of the site. The Sloan type soils, however, are capable of exhibiting a perched groundwater table up to the natural ground surface during the wet portion of the year. It should be noted that the groundwater level measurements recorded on the individual Records of Subsurface Exploration in the Appendix are accurate for the specific dates in which the measurements were taken. The exact location of the water table should be anticipated to fluctuate somewhat depending upon normal seasonal variations in precipitation. Seismic Site Classification Based on information obtained in the subsurface investigation, as well as information cataloged on the Indiana GIS, the site may be considered as a site class D in accordance with the 2006 Building Code guidelines. Spectral response values of 0.177 and 0.079 for SS and S1, respectively, may also be considered. 9 Alt & Witzig File: 12IN0315 PROJECT DISCUSSION AND RECOMMENDATIONS Project Description Preliminary design plans indicate that the proposed assisted living facility is to be constructed in the northwest corner of the site in Carmel, Indiana. The approximate size and configuration of the proposed structure in relation to the boring locations is shown on the enclosed Boring Location Plan. The pad elevation for the structure was not available at the time of this report. However, it is anticipated that the structure will be constructed at or near the elevation of the existing structure (approximately 743.0 ft). Based on a review of the aforementioned topographic survey, the existing elevations in the area of the building range from 745.5 to 732.5 feet. Therefore, the site is currently two and one-half (2½) feet above to nine and one-half (9½) feet below proposed grade and will require both cut and fill. It has been expressed that use of the material in the Northern Beach area is desirable for use as fill to level the building pad. Design details specify that the building will be a one (1) story structure. It is anticipated that the structure will utilize conventional wood framing. It is also anticipated that the structure will be without a basement with the ground floor constructed as a slab-on-grade. Based on experience with similar structures, it is anticipated that structural loads for this building will be transferred to the soils by conventional spread and continuous wall footings, if possible. Wall loads between two (2) and three (3) kips per lineal foot and maximum column loads of 20 kips were estimated for the purposes of this analysis. Parking and drive facilities are also proposed for construction around the structure. Site Preparation As previously discussed, a house currently exists in the east-central portion of the proposed structure. Access to this house was not granted as part of this investigation. As such, it is not known if the house has a basement. 10 Alt & Witzig File: 12IN0315 Care must always be exercised when demolishing a structure. The existing building foundations and the utilities associated with the existing structure should be completely removed and the excavations properly backfilled and compacted with granular fill. If the structure has a basement, it is recommended that the walls be completely removed and the floor slab broken up such that water will not remain trapped on the floor slab. All voids created as a result of the demolition of the existing structure should be backfilled with properly compacted granular fill. All fill placed in these excavations should be compacted to 95 percent of the material’s maximum dry density as determined by ASTM D1557 (Modified Proctor). At no time should new footings be placed directly above the old footings or abandoned utilities. The site will contain underground utilities such as sanitary sewers, electrical lines, communication lines, gas lines, and buried downspouts. It is important that all underground utility conduits and sewers either be removed and backfilled with structural fills or that all foundations extend past the bottom of former utility trenches. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present during demolition and backfilling operations. Doing so will reduce project delays due to confusion once the project moves into the construction phase. After the existing building has been demolished and the site stripped, it is recommended that the suitability of the shallow fill for support of floor slabs and pavement be evaluated by a proof- roll. This proof-roll will assist in identifying the presence of soft soil at a shallow depth. Areas failing this proof-roll must be undercut to firm soil, or to a maximum depth of two (2) feet. Grade may be reestablished utilizing properly compacted granular fill. All fill placed in undercut areas should be compacted to 95 percent of the material’s maximum dry density as determined by ASTM D1557. Though the anticipated structure will be relatively light, the fill itself will induce some settlement of the natural soils in the southern and eastern extents of the building pad. It is anticipated that a majority of this settlement will occur during construction. Since the amount of fill to be placed varies across the site, differential settlement across the structure may occur if the structure is constructed immediately following the placement of fill. If it is possible, it is recommended that the earthmoving operations and the installation of drainage systems be completed as early as possible and the site left to stabilize before resuming construction. 11 Alt & Witzig File: 12IN0315 To ensure that suitable compaction is achieved along the slope to the south and east of the existing house, the earthwork contractor must follow proper benching techniques. Benches should be of sufficient width to accommodate the required compaction equipment (minimum 10 feet). Benching of natural slopes and existing embankment slopes should be performed in accordance with Section 203.21 of the INDOT Standard Specifications. The following foundation, floor slab, and pavement recommendations are provided assuming these site preparation and evaluation techniques have been performed. Geotechnical Recommendations Provided the foundations are constructed on medium stiff natural soils or properly compacted fill, net allowable bearing pressures of 3,000 and 2,400 psf are recommended for dimensioning spread footings and continuous wall footings, respectively. It is recommended that a representative of Alt & Witzig Engineering, Inc. inspect all foundation excavations prior to the placement of concrete. In utilizing net allowable pressures for dimensioning footings, it is necessary to consider only those loads applied above the finished floor elevation. Using the above mentioned bearing pressures and recommendations, total settlements of less than one (1) inch and differential settlements of one half (½) inch or less can be anticipated. In order to alleviate the effects of seasonal variations in moisture content on the behavior of the footings and eliminate the effects of frost action, all exterior foundations should be founded a minimum of three (3) feet below the final grade. Interior footings may be founded at a nominal depth provided suitable soils exist at the bottom of footing elevation. Floor Slab Recommendations It is typically desirable to place the floor slab as a slab-on-grade supported by the soil. In the areas where the existing grade is above the final floor elevation, the building area should be undercut and a granular material placed beneath the slab. In areas where the existing grade is below the final floor elevation, a well-compacted structural fill will be necessary to raise the site to the desired grade. After the building area has established at the proper elevation, a granular fill should be placed immediately beneath all floor slabs. 12 Alt & Witzig File: 12IN0315 Prior to elevating the site, the existing subgrade soils must be proof-rolled with approved equipment as previously discussed. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present to determine the exact depth of undercutting and to monitor backfilling operations. In order to properly support the footings and floor slab, it will be necessary that controlled fill material be placed throughout the entire footprint of the building and beyond the footprint. The horizontal distance that this controlled compaction is necessary will depend on the depth of the fill material. It is recommended that the materials within the subgrade area be compacted to a minimum density of 93% of maximum density in accordance with ASTM D1557. Pavement Recommendations It is recommended that the suitability of the shallow fills for support of pavements be evaluated with a proof-roll. Prior to placing fill material or crushed stone, the exposed subgrade soils should be proof-rolled with approved equipment. This proof-roll will assist in identifying soft soils within a shallow depth. Due to past earthmoving operations that have occurred at the site, some softer fill material/disturbed soils should be anticipated. Where soft areas are encountered, they should be undercut two (2) feet or to firm soil and grade reestablished with properly compacted granular fill. The recommendations provided below assume the subgrade passes a proof-roll or has been treated to do so. A CBR value of three (3) may be considered when evaluating the subgrade strength for construction of parking and drive areas. It should be noted that the CBR value is a laboratory determined relative strength value. The actual CBR value for the encountered soils will be influenced by the time of construction as well as subgrade control methods implemented by the contractor. The strength of the subgrade soils at this site will depend upon several variables including preparation and compaction. It is also important that all paved areas be designed to prevent water from collecting or ponding immediately beneath the pavement. This can be done by sloping the subgrade soils, providing the pavement areas with sufficient drainage ditches, and/or placing a positive underdrain system two (2) to three (3) feet beneath the granular base course layer. 13 Alt & Witzig File: 12IN0315 General Pavement Recommendations A minimum pavement section should be adequate for areas subjected only to light-duty traffic. It is recommended that two (2) inches of asphalt binder and one (1) inch of asphalt surface be placed over six (6) inches of a compacted crushed stone subbase. If deliveries, heavy truck traffic, and/or multiple trash pick-ups per week will be allowed on the pavement, a thicker pavement section may be necessary. An estimation of the frequency of this truck traffic would be necessary to provide additional recommendations for this scenario. Use of On-Site Material as Fill The shallow soils in borings B-8 though B-12 typically consisted of silty and sandy clays. These soils are suitable for use as structural fill provided they are properly moisture conditioned and compacted. The moisture contents of these soils typically ranged between 13 and 23 percent. A moisture density relationship was not performed on these materials. However, based on our experience with similar soils, it is anticipated that these soils are slightly above the optimum moisture content. Thus, some working and drying of the soils will be necessary in order to properly use them as a structural fill. The topsoil covering these soils is not suitable for use as a structural fill. Typically two (2) to seven (7) inches of topsoil was encountered across this area of the site. However, boring B-10 encountered topsoil to a depth of approximately twenty (20) inches. It will be necessary to strip the topsoil from the borrow areas prior to excavation of this material for fill. 14 Alt & Witzig File: 12IN0315 CONSTRUCTION CONSIDERATIONS Site Preparation Excessively organic topsoil and loose dumped fill materials will generally undergo high volume changes that are detrimental to the behavior of pavements, floor slabs, structural fills, and foundations placed upon them. Therefore, it is recommended that all loose materials be stripped from the construction areas and wasted or stockpiled for later use. The topsoil was estimated to be approximately two (2) to eight (8) inches thick across the site. Exceptions to this range have been previously discussed. Due to past earthmoving operations that have occurred at the site, some shallow disturbed soils will likely be encountered across the site. The depth and consistency of these materials will vary across the site. It should be noted that the soil borings only indicate the apparent topsoil thickness at the specific locations. Borings do not indicate variations between selected locations. Thus, borings only provide a general indication of the amount of stripping that will be necessary at this site. The depth of stripping will also be influenced by the condition of the subgrade during earthmoving and the equipment used during stripping operations. A representative of Alt & Witzig Engineering, Inc. should determine the exact depth of stripping, in the field, at the time of the stripping operations. It is recommended that after the above-mentioned stripping has been performed, the exposed subgrade should be proof-rolled with approved equipment. This proof-rolling will assist in identifying pockets of soft, unsuitable materials at a shallow depth. If pockets of unsuitable materials are encountered, they should be stabilized as previously mentioned. It is recommended that a representative of Alt & Witzig Engineering, Inc. be present for this phase of this project. It should be noted that considerable heavy construction traffic over the exposed subgrade might cause rutting and pumping. Caution should be exercised to direct construction traffic such that the sub grade does not fail due to construction activities. After the existing subgrade soils are excavated to design grade, proper control of subgrade compaction and fill, and structural fill replacement should be maintained by a representative of Alt & Witzig Engineering, Inc. as per the Recommended Specifications for Compacted Fills and Backfills presented in the Appendix; thus minimizing volume changes and differential settlements which are detrimental to behavior of shallow foundations, floor slabs and pavements. 15 Alt & Witzig File: 12IN0315 Groundwater The groundwater level measurements obtained upon completion of boring operations generally indicated a groundwater elevation of approximately 725 feet. Soil Conservation Service data indicates the groundwater level at a majority of the site should remain at a depth greater than six (6) feet throughout the year. However, depending upon the weather conditions while the excavations are open, seepage from surface runoff may occur into shallow excavations. Therefore, minor to moderate construction difficulties associated with groundwater infiltration should be anticipated at this site. Since these foundation materials tend to soften when exposed to free water, every effort should be made to keep the excavations dry should groundwater be encountered. A gravity drainage system, sump pumps, or other conventional dewatering procedures should be sufficient for this purpose in the shallow cohesive soils. It is also recommended that all concrete for footings be placed the same day as the excavation is made. 16 Alt & Witzig File: 12IN0315 SUMMARY A subsurface exploration and engineering evaluation of the subsurface materials has been conducted for the proposed assisted living facility in Carmel, Indiana. The recommendations submitted herein are based on the available soil information and provided as well as assumed design details. This summary is intended to draw attention to key points in the report and is not intended to be all inclusive. Site Preparation A house currently exists in the east-central portion of the proposed structure. It is not known if the house has a basement. At no time should new footings be placed directly above the old footings or abandoned utilities. To ensure that suitable compaction is achieved along the slope to the south and east of the existing house, benching of natural slopes and existing embankment slopes should be performed in accordance with Section 203.21 of the INDOT Standard Specifications. Use of On-Site Material as Fill The shallow soils in borings B-8 though B-12 are suitable for use as structural fill provided they are properly moisture conditioned and compacted. APPENDIX RECOMMENDED SPECIFICATIONS FOR COMPACTED FILLS AND BACKFILLS All fill shall be formed from material free of vegetable matter, rubbish, large rock, and other deleterious material. Prior to placement of fill, a sample of the proposed fill material should be submitted to the soils engineer for his approval. The fill material should be placed in layers not to exceed eight (8) inches in loose thickness and should be sprinkled with water as required to secure specified compactions. Each layer should be uniformly compacted by means of suitable equipment of the type required by the materials composing the fill. Under no circumstances should a bulldozer or similar tracked vehicles be used as compacting equipment. Material containing an excess of water so the specified compaction limits cannot be attained should be spread and dried to a moisture content that will permit proper compaction. All fill should be compacted to the specified percent of the maximum density obtained in accordance with ASTM density Test D1557 (95 percent of maximum dry density below the base of footing elevation, 93 percent of maximum dry density in the floor slab and pavement areas). Should the results of the in-place density tests indicate that the specified compaction limits are not obtained, the areas represented by such tests should be reworked and retested as required until the specified limits are reached. Site Location Scale: 1inch = 2,000 feet SITE LOCATION MAP Project Name: Proposed Assisted Living Facility Prepared By: Alt & Witzig Engineering, Inc. Prepared For: NHI-Bickford RE. LLC Project No: 12IN0315 Date: 05/12 N !!!!!!! ! ! ! ! ! !!!!!!!!!!!!!!!!!!! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! 116th St Ri v e r D r Trai l s E n d S t 116th St Ge SxOcA OcB2 Or W OcA 579300 579300 579370 579370 579440 579440 579510 579510 579580 579580 579650 579650 579720 579720 44 2 2 9 4 0 44 2 2 9 4 0 44 2 3 0 1 0 44 2 3 0 1 0 44 2 3 0 8 0 44 2 3 0 8 0 44 2 3 1 5 0 44 2 3 1 5 0 44 2 3 2 2 0 44 2 3 2 2 0 44 2 3 2 9 0 44 2 3 2 9 0 44 2 3 3 6 0 44 2 3 3 6 0 44 2 3 4 3 0 44 2 3 4 3 0 44 2 3 5 0 0 44 2 3 5 0 0 0 200 400 600100 Feet 0 50 100 15025 Meters± 39° 57' 29'' 86 ° 3 ' 5 9 ' ' 39° 57' 8'' 86 ° 3 ' 5 9 ' ' 39° 57' 8'' 39° 57' 29'' 86 ° 4 ' 1 9 ' ' 86 ° 4 ' 1 9 ' ' Map Scale: 1:3,000 if printed on A size (8.5" x 11") sheet. Soil Map—Hamilton County, Indiana Natural ResourcesNatural ResourcesNatural ResourcesNatural Resources Conservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page 1 of 3 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:3,000 if printed on A size (8.5" × 11") sheet. The soil surveys that comprise your AOI were mapped at 1:15,840. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 12, Dec 10, 2011 Date(s) aerial images were photographed: 7/19/2003 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page 2 of 3 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ge Genesee silt loam 7.8 45.8% OcA Ockley silt loam, 0 to 2 percent slopes 2.9 17.0% OcB2 Ockley silt loam, 2 to 6 percent slopes, eroded 1.0 6.1% Or Orthents 0.2 1.0% Sx Sloan silty clay loam, sandy substratum 5.0 29.6% W Water 0.1 0.5% Totals for Area of Interest 17.1 100.0% Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2012 Page 3 of 3 741.9 737.0 726.5 0.6 5.5 16.0 15 13 28 30 33 15.24.0 Dark Brown Clayey SILT (Topsoil) Brown Sandy CLAY Brown, Dry Poorly Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray CME 55 ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 5/29/12 30 2 B-1 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 742.5 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 5/29/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 7.0 ft. 741.9 737.0 726.5 0.6 5.5 16.0 12 11 34 35 27 16.94.0 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY with Sand Brown, Dry Well Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray CME 55 ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 5/29/12 30 2 B-2 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 742.5 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 5/29/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 15.0 ft. Driving on a Rock 742.6 738.0 736.0 734.5 727.0 0.4 5.0 7.0 8.5 16.0 4 31 50/5" 39 27 9.1 8.0 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY Brown, Dry Poorly Graded SAND Brown Silty CLAY with Gravel Brown, Dry Poorly Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-3 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 743.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 4.0 ft. Driving on a Rock 741.4 733.5 725.5 0.1 8.0 16.0 10 5 29 33 37 16.73.5 Dark Brown Clayey SILT (Topsoil) Brown Sandy CLAY Brown, Dry Well Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray CME 55 ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 5/29/12 30 2 B-4 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 741.5 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 5/29/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 9.5 ft. 2 Attempts, No Recovery. Driving on a rock. 739.6 734.5 725.0 724.0 0.4 5.5 15.0 16.0 5 26 15 28 26 3.8 Dark Brown Clayey SILT (Topsoil) Brown Sandy Silty CLAY Brown, Dry Poorly Graded SAND Brown, Wet Poorly Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray CME 55 ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 14.5 ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-5 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 740.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 4.0 ft. 738.8 738.4 733.5 725.5 723.0 0.2 0.6 5.5 13.5 16.0 14 11 34 22 11 18.5 15.1 3.5 2.0 Dark Brown Clayey SILT (Topsoil) Crushed Stone Dark Brown Silty CLAY with Sand Brown, Dry Poorly Graded SAND with Clay Brown, Wet Poorly Graded SAND with Clay End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 13.0 ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-6 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 739.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 6.0 ft. 731.8 725.5 716.5 0.7 7.0 16.0 14 16 16 14 25 15.5 17.5 4.5 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY wtih Sand and Roots Brown, Wet Poorly Graded SAND End of Boring at 16 feet 1 2 3 4 5 SS SS SS SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 8.0 ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-7 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 732.5 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 4.0 ft. 731.9 726.5 726.0 0.1 5.5 6.0 12 9 13.3 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY with Sand Brown Poorly Graded SAND with Silt End of Boring at 6 feet 1 2 SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-8 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 732.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 2.0 ft. 731.5 726.0 0.5 6.0 10 7 22.6 15.7 2.8 1.8 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY with Sand End of Boring at 6 feet 1 2 SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-9 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 732.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 2.0 ft. 730.4 726.0 1.6 6.0 8 6 22.4 31.0 1.3 0.8 Dark Brown Clayey SILT (Topsoil) Dark Brown Silty CLAY End of Boring at 6 feet 1 2 SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-10 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 732.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 2.0 ft. 737.4 734.6 732.2 723.0 722.0 0.6 3.4 5.8 15.0 16.0 20 10 9 29 19 17.3 15.0 11.7 1.5 1.0 Dark Brown Clayey SILT (Topsoil) Brown Silty CLAY with Sand (FILL) Gray Silty CLAY with Sand (FILL) Gray Silty CLAY with Sand and Asphalt Fragments (FILL) Brown Poorly Graded SAND End of Boring at 16 feet 1 1 2 3 4 SS SS SS SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 10 15 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-11 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 738.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 9.0 ft. 738.9 733.0 0.1 6.0 25 14 10.5 10.4 4.3 3.3 Dark Brown Clayey SILT (Topsoil) Brown Sandy Silty CLAY (FILL) End of Boring at 6 feet 1 2 SS SS TEST DATA Driller S. Gray D-50 Track ATVRig Type Qu - t s f U n c o n f i n e d Co m p r e s s i v e S t r e n g t h Po c k e t P e n e t r o m e t e r Groundwater Boring Method - Pressed Shelby Tube Sc a l e ST CA RC CU CT St a n d a r d P e n e t r a t i o n CLIENT CFA Sa m p l e r G r a p h i c s Re c o v e r y G r a p h i c s Gr o u n d W a t e r NHI-Bickford RE. LLC ALT & WITZIG FILE # Mo i s t u r e C o n t e n t % Dr y U n i t W e i g h t ( p c f ) PROJECT LOCATION During Drilling- Driven Split Spoon 5 Dry ft. DC MD Page of11 Alt & Witzig Engineering, Inc. 6/1/12 30 2 B-12 12IN0315 - Hollow Stem Augers in. STRATA ELEV. SOIL CLASSIFICATION Sample Type PROJECT NAME St r a t a Sa m p l e No . in. - Continuous Flight Augers - Driving Casing - Continuous Tube SURFACE ELEVATION 739.0 140 BORING # Te s t , N - b l o w s / f o o t RECORD OF SUBSURFACE EXPLORATION DRILLING and SAMPLING INFORMATION Date Started PP - t s f - Continuous Flight Auger Re m a r k s Carmel, Indiana 6/1/12 HSA De p t h De p t h SS Date Completed Boring Method Hammer Wt.lbs. Hammer Drop Spoon Sampler OD - Rock Core - Cuttings - Mud Drilling At Completion Sa m p l e T y p e Dry ft. Proposed Assisted Living Facility HSA Caved At Completion 3.0 ft. Project: Proposed Assisted Living Facility Location: Carmel, Indiana Number: 12IN0315 MAT ERIAL GRAPHICS LEGEND GENERAL NOTES Apparent water level noted while drilling. CL-ML: USCS Low Plasticity Silty Clay CLS: USCS Low Plasticity Sandy Clay FILL: Fill (made ground) SP: USCS Poorly-graded Sand SP-SC: USCS Poorly-graded Sand with Clay SP-SM: USCS Poorly-graded Sand with Silt SW: USCS Well-graded Sand TOPSOIL Apparent water level noted upon completion. Apparent water level noted upon delayed time. SS: Split Spoon SOIL PROPERTY SYMBOLS Standard "N" penetration value. Blows per foot of a 140-lb hammer falling 30" on a 2" O.D. split-spoon.N: PP:Pocket Penetrometer, tsf LL: Qu:Unconfined Compressive Strength, tsf Plastic Limit, %PL:Liquid Limit, %PI:Plasticity Index, % DRILLING AND SAMPLING SYMBOLS SAMPLER SYMBOLS RELATIVE DENSITY & CONSISTANCY CLASSIFICATION (NON-COHESIVE SOILS) TERM BLOWS PER FOOT Very Loose Loose Medium Dense Dense Very Dense 0 - 5 6 - 10 11 - 30 31 - 50 >51 RELATIVE DENSITY & CONSISTANCY CLASSIFICATION (COHESIVE SOILS) TERM BLOWS PER FOOT Very Soft Soft Medium Stiff Stiff Very Stiff Hard 0 - 3 4 - 5 6 - 10 11 - 15 16 - 30 >31 GROUNDWATER SYMBOLS GE N E R A L N O T E S - P R O J E C T S P E C I F I C 1 2 I N 0 3 1 5 G I N T . G P J U S E V A L . G D T 7 / 1 7 / 1 2 Alt & Witzig Engineering, Inc. 4105 West 99th St. Carmel, IN 46032 Telephone: 317-875-7000 Fax: 317-876-3705 BICKFORD OF CARMEL, IN 12/12/2012 GEOTECHNICAL REPORT 00901 - 2 END OF SECTION 00901