Applied GeoScience, Inc Hammond Dr., Suite 6 Schaumburg, Illinois

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1 AGI Project No Subsurface Investigation Report For the Proposed New Retail Center 9601 South Pulaski Road Evergreen Park, Illinois Prepared for Mr. Feras Sweis FHS Design + Build LLC 2010 West Fulton Street, Suite F-240 Chicago, Illinois Prepared by 238 Hammond Dr., Suite 6 Schaumburg, Illinois May 16, 2014

2 May 16, 2014 Mr. Feras Sweis FHS Design + Build, LLC 2010 West Fulton Street, Suite F-240 Chicago, Illinois Re: Subsurface Investigation Report Proposed New Retail Center 9601 South Pulaski Road Evergreen Park, Illinois AGI Job No Dear Mr. Sweis: The subsurface exploration at the above-referenced site has been completed. The attached report represents the findings of the subsurface exploration and provides the geotechnical analysis for the project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the contents of this report, or if we may be of further service to you in any way, please do not hesitate to contact us. Sincerely, APPLIED GEOSCIENCE, INC. Adam M. Moghamis, P.E. Principal Engineer enc.

3 9601 South Pulaski Avenue Evergreen Park, Illinois INTRODUCTION The purpose of this exploration was to evaluate the subsurface soil conditions at the site and to formulate conclusions and guideline recommendations pertaining to the influence of these conditions upon the proposed construction. The subject site is located at 9601 South Pulaski Road in Evergreen Park, Cook County, Illinois, as shown on Appendix A, Boring Location Diagram. It is our understanding that the proposed new retail center consists of a one-story slab-on-grade structure with no basement. It is anticipated that proposed grades will be approximately equivalent to existing grades. Results of field and laboratory testing and final guideline recommendations based upon these data are included in this report. The soil borings performed at the site, a site location map, the results of the exploration, and general notes are included with this report. personnel established the boring locations in the field without the aid of sophisticated surveying equipment, and as such, these locations are considered to be approximate. The purpose of this report is to describe the subsurface conditions encountered in the borings, to summarize the test data, and to provide guideline recommendations regarding design and construction of the foundation for the proposed new retail center. SUBSURFACE EXPLORATION PROCEDURES Four soil borings were performed during the investigation on May 9, The borings were performed using a truck-mounted drill rig, and the boreholes were advanced by means of straight flight augers to a depth of 1 feet. Representative samples were obtained employing split spoon sampling procedures in accordance with ASTM Specification D-186. Samples obtained in the field were returned to our laboratory for further examination and testing. Split spoon sampling involves driving a 2.0-inch outside diameter split-barrel sampler into the soil with a 140-pound weight falling freely through a distance of 30 inches. The number of blows required to advance the sampler the last 12 inches is termed the Standard Penetration Resistance (N) and is included on the boring logs. The N value is an indication of the relative density of the soil. All split spoon soil samples obtained from the drilling operation were visually classified in the field. Cohesive soils were tested for unconfined compressive strength using a calibrated penetrometer test device. Samples were sealed and returned to AGI s laboratory for further examination, classification, and testing. Field logs of each boring were prepared by our field engineer. These logs include visual classifications of the materials encountered during drilling as well as the engineer s interpretation of the subsurface conditions between samples. Final boring logs included with this report represent an interpretation of the field logs and include modifications based on the laboratory testing of the samples. May 16, 2014 Page 2

4 9601 South Pulaski Avenue Evergreen Park, Illinois SOIL CONDITIONS As indicated on the boring logs, the borings encountered approximately 4 to 6 feet of fill materials at the ground surface consisting of sand, gravel, silty clay, and miscellaneous construction materials. The fill materials were generally underlain by fine to coarse sand in a medium dense to loose condition extending to depths of 9. to 14. feet. Beneath the fine to coarse sand, the borings encountered gray silty clay in a very stiff to stiff condition, which extended to the boring termination depth of 1 feet. The enclosed boring logs provide descriptions of the soil conditions encountered at the boring locations. The stratification lines shown on the boring logs represent the approximate boundary between soil types. The actual transition may be more gradual. LABORATORY TESTING PROGRAM The testing program consisted of visual classification and calibrated penetrometer tests on the cohesive samples recovered. These tests were performed upon representative portions of the samples obtained in the field. The results of all testing performed, along with a visual classification of the material based upon both a textural analysis and the Unified Soil Classification System, are indicated on the boring logs. GROUNDWATER CONDITIONS Water level observations were recorded while drilling and immediately after completion of the borings. Groundwater was observed in all borings. In borings B-1 and B-2, the groundwater was observed at a depth of 7. feet. In borings B-3 and B-4, the groundwater was observed at a depth of 10 feet and 6 feet, respectively. The borings were backfilled after drilling for safety reasons. Fluctuations in the groundwater level and the possible development of perched water table should be anticipated throughout the year depending on variations in climatological conditions and other factors not apparent at the time the borings were performed. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. ANALYSIS AND GUIDELINE RECOMMENDATIONS The following recommendations assume that the scope of the project as described in the beginning of this report does not change, and that no significant variations in soil conditions occur from those reported on our final boring logs. The boring logs and laboratory test results depict subsurface conditions only at the specified locations on the site. With these limitations, the following geotechnical recommendations are given for the proposed new retail center. Foundation loads for the one-story slab-on-grade structure are expected to be light to moderate. Based on the soil boring data, we recommend a shallow spread footing type foundation for the support of this structure. Based on the boring information and the anticipated site preparation, building foundations extending to minimum depths required for frost protection should bear in the loose to medium dense sand encountered May 16, 2014 Page 3

5 9601 South Pulaski Avenue Evergreen Park, Illinois below depths of 4 to 6 feet, or in properly compacted engineering fill materials extending down to these soils. If unsuitable bearing soils such as loose fill materials are encountered in a footing excavation, the footing could be lowered 1 to 1. feet below the final design grade and an overexcavation and backfill procedure could be performed. An overexcavation and backfill treatment would require widening the deepened excavation in all directions at least 8 inches beyond the edges of the footing for each 12 inches of overexcavation depth. The overexcavation should then be backfilled in maximum 9-inch thick loose lifts with a suitable granular fill material compacted to at least 9 percent of its maximum modified Proctor dry density (ASTM D-17). Shallow footings bearing on natural coarse to medium sand or on approved engineering fill materials placed and compacted as described above, tested and evaluated by an experienced geotechnical professional, could be designed using a maximum net allowable soil bearing pressure of 2,00 psf. The net pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. A one-third increase in the allowable design bearing pressure could be used for design of footings for added temporary live loads such as those due to wind gusts or seismic activity. Interior footings should be founded at least 48 inches below floor slab level for confinement of the bearing soils. Isolated footings should have a minimum width of 36 inches, and continuous formed footings should have a minimum width of 30 inches. Anticipated long-term settlement of the footing foundation designed and constructed as recommended above should be less than 1 inch. Differential settlements of approximately ½ to ¾ inches are possible across the building area due to soil variations. For the support of the floor slab situated on grade, available information indicated that the existing fill materials are capable of providing support. However, prior to placing any fill, it is recommended that the exposed surface be observed by a soil engineer to determine if there are any localized deposits of soft or unsuitable material. Any such deposit, as observed by the soil engineer, should be removed and replaced with approved fill materials free of organic matter and debris. Any fill materials placed below the floor slab should be placed in lifts not exceeding 9-inch loose thickness and compacted to a recommended minimum 90 percent ASTM Specification D-17 density. An 8-inch layer of IDOT gradation CA-7 or equivalent gravel should be provided below the floor slab to minimize dangers from the capillary rise of moisture. Stabilization of Subgrade Soils We recommend that all existing asphalt and any loose, soft, or otherwise unsuitable materials be removed from any new pavement area. The necessary stripping depths will vary and should be closely monitored during construction to verify that all unsuitable materials have been removed. Prior to fill placement and after rough grading is completed, the exposed subgrade should be proofrolled. Proofrolling aids in providing a firm subgrade for new pavement and for delineating soft or disturbed areas that may exist at or slightly below subgrade level. Unsuitable areas observed at this time should be undercut and replaced with suitable fill if they cannot be compacted in place. Proofrolling may be accomplished with a fully loaded, tandem-axle dump truck or other equipment providing an equivalent subgrade loading. A minimum gross May 16, 2014 Page 4

6 9601 South Pulaski Avenue Evergreen Park, Illinois weight of 2 tons is recommended for the proofrolling equipment. Proofrolling should be performed in dry weather conditions. Appropriate laboratory testing should be performed on samples of proposed off-site borrow materials before they are used for fill, particularly if they are to be placed within 2 feet of the finished pavement subgrade elevation. Sheet Pile Retaining System If required, a sheet pile retaining system can be used to provide temporary lateral support if space does not exist for a sloped excavation. It is also recommended that the sheet pile installation should be observed by an experienced soils engineer. The depth of penetration for the sheet pile walls is a function of the soil types encountered and should be determined based on the soil parameters encountered in the borings, and the active and passive earth pressure acting along the proposed sheet pile walls. CONSTRUCTION CONSIDERATIONS Depending upon weather conditions during and prior to construction, some groundwater may be encountered in the anticipated construction excavations on the site. It is anticipated that any seepage into the construction excavation could be controlled with drainage ditches or by pumping from sump pits. Regarding excavation of the below-grade areas in the sandy soil, it is possible that a quick or semi-quick condition may occur at the base of the excavation following the release in confining overburden pressure and from construction activity. If such a condition is encountered, the excavation should be thoroughly dewatered and any soils loosened as a result of this quick or semi-quick condition should be removed and replaced with a compacted crushed stone or coarse gravel material. The granular fill should be placed in lifts not exceeding 9 inches in loose thickness and compacted to a recommended minimum 9 percent ASTM D-17 specification density. Due to the potential for soil variations, it is recommended that the soils at subgrade elevation in the footing excavations be observed and tested by an representative prior to concrete placement to evaluate the suitability and uniformity of the soils for support of the design foundation loads. All excavation should be performed in accordance with the latest Occupational Safety and Health Administration requirements. New requirements of the Illinois Environmental Protection Agency mandate that all uncontaminated soil that is to be removed from the site, including soil mixed with other clean construction or demolition debris (CCDD), sent to either a CCDD or an uncontaminated soil fill operation must be certified as uncontaminated soil in accordance with Section 22.2(f)(2)(B) or Section 22.1a(d)(2)(B), respectively, of the Environmental Protection Act [41 ILCS ]. Certifications for commercial/industrial properties must be made by a licensed professional engineer. Certifications for uncontaminated soil removed from a site that has not been used for commercial or industrial purposes may be made either by the site owner/operator or by a licensed professional engineer on the IEPA s forms. These forms, along with the analytical results, must be May 16, 2014 Page

7 9601 South Pulaski Avenue Evergreen Park, Illinois submitted to the fill operation prior to disposal of any soils excavated from the site. AGI s environmental professionals are qualified to perform testing and certifications in accordance with the IEPA s regulations. All fill and backfill materials should be monitored and approved by a representative of Applied GeoScience, Inc. prior to placement. Continuous observation by a geotechnical engineer or his representative should be maintained during site preparation and compaction of all fill and backfill material. The soils at this site will be susceptible to disturbance from construction activities, particularly if water is present near the subgrade level. Care should be taken during excavation and construction of footings to minimize disturbance of the bearing soils. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed as soon as possible after excavation to minimize bearing soil disturbance. Should the soils at bearing level become saturated, desiccated or disturbed, the affected soils should be removed prior to placing concrete. GENERAL COMMENTS The analysis and guideline recommendations presented in this report are based upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations that may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations become evident, it will be necessary to reevaluate the recommendations of this report. It is recommended that an geotechnical engineer be given the opportunity to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observation during earthwork construction phases to help determine that the design requirements are fulfilled. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No other warranties, either expressed or implied, are intended or made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing by the geotechnical engineer. May 16, 2014 Page 6

8 APPENDIX A Boring Location Diagram

9 B-4 B-2 60' ' B-3 0' 6' 6' B-1 0' Curb 20' 2' Fence Line PROJECT NUMBER: CLIENT NAME: FHS Design + Build LLC DATE: May 09, 2014 APPENDIX A: Boring Location Diagram SITE LOCATION: 9601 South Pulaski Road Evergreen Park, Illinois N Not to Scale 238 Hammond Drive, Suite 6 Schaumburg, Illinois (847)

10 APPENDIX B Boring Logs

11 AGI Job No BORING LOG NO. B-1 Sheet 1 of 1 CLIENT FHS Design Build PROJECT Proposed New Building STATION AND OFFSET(ft): LOCATION 9601 South Pulaski Road COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Evergreen Park Datum: FILL, sand, gravel, silty clay, brick & miscellaneous construction debris, brown GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. NUMBER TYPE % RECOVERY MOISTURE, % HNu Units ppm Qu tsf Failure Type DRY DENSITY PCF ORGANIC CONTENT, % FINE TO MEDIUM SAND, brown to gray, medium dense, moist to wet, (SP) MEDIUM TO COARSE SAND, gray, medium dense, wet, (SP) SILTY CLAY, gray, very stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS 7. 9 WD BCR 238 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY FHS SOUTH PULASKI ROAD EVERGREEN PARK.GPJ /1/14 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka KP FINISHED DRILL RIG A'T DRILLER APPROVED C AMM

12 AGI Job No BORING LOG NO. B-2 Sheet 1 of 1 CLIENT FHS Design Build PROJECT Proposed New Building STATION AND OFFSET(ft): LOCATION 9601 South Pulaski Road COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Evergreen Park Datum: FILL, sand, gravel, silty clay, brick & miscellaneous construction debris, brown GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. NUMBER TYPE % RECOVERY MOISTURE, % HNu Units ppm Qu tsf Failure Type DRY DENSITY PCF ORGANIC CONTENT, % MEDIUM TO COARSE SAND, brown to gray, medium dense, moist to wet, (SP) SILTY CLAY, trace sand & gravel, gray, very stiff to stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS 7. 9 WD BCR 238 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY FHS SOUTH PULASKI ROAD EVERGREEN PARK.GPJ /1/14 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka KP FINISHED DRILL RIG A'T DRILLER APPROVED C AMM

13 AGI Job No BORING LOG NO. B-3 Sheet 1 of 1 CLIENT FHS Design Build PROJECT Proposed New Building STATION AND OFFSET(ft): LOCATION 9601 South Pulaski Road COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Evergreen Park Datum: FILL, sand, gravel, silty clay, brick & miscellaneous construction debris, brown GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. NUMBER TYPE % RECOVERY MOISTURE, % HNu Units ppm Qu tsf Failure Type DRY DENSITY PCF ORGANIC CONTENT, % COARSE SAND, brown & gray to gray, medium dense, moist to wet, (SP) SILTY CLAY, trace sand & gravel, gray, very stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS 10 9 WD BCR 238 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY FHS SOUTH PULASKI ROAD EVERGREEN PARK.GPJ /1/14 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka KP FINISHED DRILL RIG A'T DRILLER APPROVED C AMM

14 AGI Job No BORING LOG NO. B-4 Sheet 1 of 1 CLIENT FHS Design Build PROJECT Proposed New Building STATION AND OFFSET(ft): LOCATION 9601 South Pulaski Road COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Evergreen Park Datum: FILL, silty clay, with sand & gravel, brown & gray GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. NUMBER TYPE % RECOVERY MOISTURE, % HNu Units ppm Qu tsf Failure Type DRY DENSITY PCF ORGANIC CONTENT, % COARSE SAND, trace gravel, gray, loose, moist to wet, (SP) SILTY CLAY, trace sand & gravel, gray, very stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS 6 8. WD BCR 238 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY FHS SOUTH PULASKI ROAD EVERGREEN PARK.GPJ /1/14 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka KP FINISHED DRILL RIG A'T DRILLER APPROVED C AMM

Subsurface Investigation Report. Proposed New 1-Story Building 6447 Grand Avenue Gurnee, Illinois

AGI Project No. -11 Subsurface Investigation Report For the Proposed New 1-Story Building 6447 Grand Avenue Gurnee, Illinois Prepared for Mr. Steve Panko Key Development Partners, LLC North State Street,