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

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1 AGI Project No B Subsurface Investigation Report For the Proposed Roosevelt Middle School Site Improvements 7560 Oak Avenue River Forest, Illinois Prepared for Mr. Jerry Pilipowicz Terra Engineering, Ltd. 225 West Ohio Street, 4 th Floor Chicago, Illinois Prepared by 2385 Hammond Dr., Suite 6 Schaumburg, Illinois February 19, 2013

2 February 19, 2013 Mr. Jerry Pilipowicz Terra Engineering, Ltd. 225 West Ohio Street, 4 th Floor Chicago, Illinois Re: Subsurface Investigation Report Proposed Roosevelt Middle School Site Improvements 7560 Oak Avenue River Forest, Illinois AGI Project No B Dear Mr. Pilipowicz: 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 Roosevelt Middle School Site Improvements INTRODUCTION (AGI) has completed the subsurface investigation for the proposed site improvements at Roosevelt Middle School located at 7560 Oak Avenue in River Forest, Illinois. It is our understanding that parking lot, driveway, playground, sidewalk, and other flatwork improvements are planned at the site. Results of field and laboratory testing and final guideline recommendations based upon these data are included in this report. The soil boring logs, a boring location diagram, percolation test results, and general notes are included with this report. Applied GeoScience, Inc. personnel established the boring locations in the field based on a sketch by Terra Engineering, without the aid of sophisticated surveying techniques and as such, the locations are considered to be approximate. SUBSURFACE EXPLORATION PROCEDURES Three (3) soil borings were extended to depths of 9 to 15 feet on February 9, 2013 as part of the soils exploration. Borings B-1 and B-2 were performed with a truck-mounted rotary drilling rig using continuous flight augers. Representative samples were obtained using the split-barrel sampling procedure according to ASTM Specification D In the split-barrel sampling procedure, a 2- inch O.D. split-barrel sampling spoon is driven into the ground with a 140-pound hammer, free falling a distance of 30 inches. The blows required to advance the sampling spoon by 12 inches after an initial 6 inch penetration are reported as the penetration resistance (N) values. These values are shown on the boring logs at their test depths. The penetration resistance value is an indication of the relative density of in-place granular soil and, to a lesser degree of accuracy, the consistency of cohesive soil. Cohesive soil samples were tested for unconfined compressive strength using a calibrated penetrometer test device. Due to access and utility conflicts, boring B-3 was conducted using a portable diamond-bit core drill and extended using a hand auger technique. Upon completion of the drilling, the borings were filled with auger cuttings. All soil samples obtained from the drilling operation were visually classified in the field. Samples were sealed and returned to AGI s laboratory for further examination, classification and testing. Destructive testing was completed which consisted of cutting one (1) core of the existing pavement in Oak Avenue using a portable diamond-bit core drill. Water was used as a coolant. Upon completion of the core, the core hole was patched with concrete to match the existing grade. The pavement core was measured and visually inspected in the field. The surface condition of the core was also inspected. Field logs of each boring and pavement core 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, where applicable. Final boring and coring logs included with this report represent an interpretation of the field logs and include modifications based on the laboratory testing of the samples. February 19, 2013 Page 1

4 Roosevelt Middle School Site Improvements SOIL AND PAVEMENT CONDITIONS The conditions encountered at the pavement core and soil boring locations are shown on the attached logs. The pavement core consisted of two distinct layers of asphalt surface course totaling 4.0 inches in thickness over 10.5 inches of sand and gravel subbase. The asphalt pavement appeared to be in fair condition and exhibited voids and aggregate segregation. In general, the soil borings encountered 2.25 to 3.75 inches of asphalt at the ground surface. A sand and gravel subbase 6.25 inches in thickness was encountered beneath the asphalt in boring B-1, and sandy silty clay, topsoil, and gravel fill materials were encountered beneath the asphalt in the remaining borings and extending to depths of 2 to 3 feet below ground surface. Fill materials were generally underlain by clayey silt to silty clay materials in a stiff to hard condition extending to depths of 5 to 8 feet below ground surface. Silty clay and clayey silt materials were underlain by sand in a loose to medium dense condition extending to the boring termination depth of 15 feet in boring B-1 and the termination depth of 9 feet in boring B-3. In boring B-2, clayey silt in a medium dense condition was encountered at a depth of 14 feet beneath the sand materials and extending to the boring termination depth of 15 feet. The stratification lines shown on the boring logs represent the approximate boundary between soil types. The actual transition may be more gradual. PERCOLATION TESTING Percolation testing to determine the site s hydraulic conductivity was conducted by AMC Septic. The double-ring infiltrometer method based on ASTM standard D was utilized. Tests were conducted in the vicinity of the borings as indicated on the attached boring location diagram. The average infiltration rate, or K value, of the three test sites was 3.3 inches/hour (2.3x10-3 cm/sec). Full infiltration test results are included in Appendix C. LABORATORY TESTING PROGRAM The geotechnical testing program consisted of performing water content tests on selected soil samples according to ASTM D-2216 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. February 19, 2013 Page 2

5 Roosevelt Middle School Site Improvements GROUNDWATER CONDITIONS Water level observations were recorded while drilling and immediately after completion of the borings. Groundwater was encountered during drilling at depths of 8.5 to 12.0 feet in borings B-1 and B-2. Groundwater was not encountered in boring B-3. The borings were backfilled immediately after drilling for safety reasons. Groundwater observations in the borings provide an approximate indication of the groundwater conditions at the time the borings were drilled. Since some of the soils encountered were cohesive, which have a low coefficient of permeability, much time may be required for the groundwater to seep into the boreholes and attain an equilibrium level. Longer-term observations in cased holes or piezometers would be necessary for a more accurate evaluation of the groundwater conditions at this site. 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 guideline 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. Our recommendations are based upon the assumption that the proposed grades will be approximately equivalent to the existing grades. With these limitations, the following geotechnical recommendations are given for the proposed improvements. It is our understanding that the existing playground, parking lot, driveways, sidewalks, and other flatwork will be reconfigured as part of the proposed improvements, including new flatwork construction in some areas. Subgrade Preparation / Flatwork Beneath the existing asphalt pavement, soil borings encountered variable topsoil, silty sandy clay, and gravel fill materials extending to a depth of 2 to 3 feet below ground surface, followed by relatively impermeable silty clay and clayey silt soils extending to depths of 5 to 8 feet. 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. Some existing fill materials, such as the sand and gravel subbase encountered in the vicinity of boring B-1, may be compacted and reused as engineering fill provided that they are free of loose, soft, and organic matter or large debris and are approved by AGI prior to placement. February 19, 2013 Page 3

6 Roosevelt Middle School Site Improvements 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 weight of 25 tons is recommended for the proofrolling equipment. Proofrolling should be performed in dry weather conditions only as a wet subgrade will not allow detection of buried weak soils. Although the soil borings encountered 2 to 3 feet of fill materials, no remedial action will be required if the proofroll indicates no deflection. If significant deflection is observed, the soil engineer may recommend undercutting and replacing with geofabric and PGEs. The amount of undercut, if any, should be determined in the field. Wet and unstable subgrade soils may occur where perched or shallow groundwater is present. For stabilizing wet and soft subgrade areas, undercutting and/or placement of a layer of crushed stone, with or without a geotextile fabric, may be considered. Undercutting should be performed in a manner which will minimize disturbance of the undercut subgrade. Heavy equipment traffic directly on these materials should be minimized and, in some cases, undercutting with a backhoe would be preferable. However, it may be possible to disc, aerate and dewater these higher moisture content clay soils. Any new fill placed in the upper 12 inches below any pavement section should consist of approved granular material that is free of organic matter and debris. The fill should be placed and compacted in lifts not exceeding 9 inches in loose thickness. Each fill lift should be compacted to a minimum of 95% of the maximum dry density of the material as determined by ASTM Specification D All fill should be compacted at a moisture content within 2% of the optimum moisture content as determined by the modified Proctor test. 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. If some settlement can be tolerated, periodic maintenance of any new asphalt pavement placed on the existing subgrade should be anticipated. Periodic maintenance will maximize the service life of both the light and heavy traffic pavement sections. Such maintenance should include patching and repair of deteriorated areas, crack sealing, and surface sealing. Thicker pavement sections, in addition to the subgrade preparation procedures described below, could be used to reduce the required maintenance and extend the expected service life of the pavements. February 19, 2013 Page 4

7 Roosevelt Middle School Site Improvements Drainage Considerations Based on the results of infiltrometer tests at the four boring locations, the subgrade soils encountered below a depth of 2 feet exhibit moderate to high permeability. However, it is our engineering opinion that the installation of a seepage bed is recommended for drainage purposes in areas where impermeable soil is encountered. The seepage bed consists of 18 to 24 inches of washed gravel or equivalent, compacted to a minimum of 90% of the maximum dry density of the material as determined by ASTM Specification D If the base course layer is not as smooth as desired, or there are undesired undulations, it may be necessary to add a layer of fines (stone dust, screenings, manufactured sand, etc.) to fill in the low spots or create a smooth surface. This layer should be kept to a minimum, preferably no more than two to three inches. This layer must be compacted with a heavy roller. A vibratory compactor should not be used. An underdrainage system of 4 diameter perforated distribution lines should be placed within in the granular material to direct water toward the permanent sewer system. As an alternative to removal of the existing impermeable silty clay soils, consideration may be given to the use of dry wells to enable proper drainage. For downward percolation of surface water, dry wells should extend to the sand and silty sand layers encountered below depths of 5 to 8 feet. The wells must be filled with clean coarse sand or fine gravel for conveyance of surface water into the lower permeable sands. For sizing the dry wells, a coefficient of permeability of the lower fine sandy silt soils can be considered as 1x10-3 cm/sec and a vertical hydraulic gradient of 1.0 should be used. CONSTRUCTION CONSIDERATIONS As a general precaution, the exposed subgrade soils should be kept free of standing water or excessive runoff. Due to the potential for soil variations and loose natural soils, it is recommended that soils at subgrade elevation 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 at any flatwork or pavement areas. 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 to be uncontaminated soil in accordance with Section 22.52(f)(2)(B) or Section 22.51a(d)(2)(B), respectively, of the Environmental Protection Act [415 ILCS 5]. 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 by either the site owner/operator or by a licensed professional engineer on the IEPA s forms. These forms, along with the analytical results, must be 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. February 19, 2013 Page 5

8 Roosevelt Middle School Site Improvements No unique soil-related construction problems other than those discussed in previous sections are foreseen. An experienced soil engineer should be retained to oversee all soil-related operations. Occupational Safety and Health Administration (OSHA) and other applicable federal, state, and local regulations regarding work in excavations and trenches should be reviewed and followed. GENERAL COMMENTS The analysis and 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 across the site. The nature and extent of such variations may not become evident until construction. If variations appear evident, it will be necessary to reevaluate the recommendations of the 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. February 19, 2013 Page 6

9 APPENDIX A Boring Location Diagram

25' 56' B-1 B-3 38' 38' 39' B-2 25' 44' C-1 7' PROJECT NUMBER: 13-109B APPENDIX A: CLIENT NAME: TERRA DATE: February 9, 2013 Boring Location Diagram SITE

10 25' 56' B-1 B-3 38' 38' 39' B-2 25' 44' C-1 7' PROJECT NUMBER: B APPENDIX A: CLIENT NAME: TERRA DATE: February 9, 2013 Boring Location Diagram SITE LOCATION: Roosevelt Middle School 7560 Oak Avenue River Forest, Illinois N Not to Scale 2385 Hammond Drive, Suite 6 Schaumburg, Illinois (847)

11 APPENDIX B Boring Logs

12 Project No B Roosevelt Middle School Pavement Coring CORE C-1 Diagram Roosevelt Middle School 7560 Oak Avenue Thickness (in) Condition Surface Fair to Good Surface Fair Total Pavement 4.00 Oak Avenue 44' C-1 7' Subbase N Sand & Gravel

13 AGI Job No B BORING LOG NO. B-1 Sheet 1 of 1 CLIENT Terra Engineering LTD PROJECT Roosevelt Middle School STATION AND OFFSET(ft): LOCATION 7560 Oak Avenue COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION 0.8 River Forest, Illinois Datum: 3.75 in. asphalt over 6.25 in. sand & gravel FILL, sandy silty clay, crushed stone, brick chips, black GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. 8 NUMBER S-1 TYPE % RECOVERY 17 MOISTURE, % HNu Units ppm Qu tsf Failure Type DRY DENSITY PCF ORGANIC CONTENT, % 3.0 CLAYEY SILT, trace sand & gravel, brown, very loose, (ML) 3 S SAND, trace gravel, brown to brown-gray, medium dense, moist at 9 feet, (SP) 5 16 S S SAND, trace gravel, gray, medium dense, wet, (SP) 12 S End Of Boring S-6 67 WATER LEVEL OBSERVATIONS WL WL WL 12 WS 2385 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY B TERRA 3 SCHOOLS ROOSEVELT MIDDLE SCHOOL 7560 OAK AVENUE RIVER FOREST.GPJ 2/19/13 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka JG FINISHED DRILL RIG A'T DRILLER APPROVED C AM

14 AGI Job No B BORING LOG NO. B-2 Sheet 1 of 1 CLIENT Terra Engineering LTD PROJECT Roosevelt Middle School STATION AND OFFSET(ft): LOCATION 7560 Oak Avenue COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION 0.6 River Forest, Illinois 3 in. asphalt over 4 in. gravel Datum: FILL, sandy silty clay, sand, gravel, topsoil, & brick, black & brown GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. 13 NUMBER S-1 TYPE % RECOVERY 72 MOISTURE, % 21 HNu Units ppm Qu tsf Failure Type 4.5 DRY DENSITY PCF ORGANIC CONTENT, % 3.0 SILTY CLAY, trace sand & gravel, brown-gray to brown, hard, (CL) 7 S S SILTY SAND, brown, medium dense, wet, (SM) SAND, trace gravel, brown to gray, medium dense, wet, (SP) S S CLAYEY SILT, trace sand & gravel, gray, medium dense, wet, (ML) End Of Boring 15 8 S WATER LEVEL OBSERVATIONS WL WL WL 8.5 WS 2385 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY B TERRA 3 SCHOOLS ROOSEVELT MIDDLE SCHOOL 7560 OAK AVENUE RIVER FOREST.GPJ 2/19/13 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka JG FINISHED DRILL RIG A'T DRILLER APPROVED C AM

15 AGI Job No B BORING LOG NO. B-3 Sheet 1 of 1 CLIENT Terra Engineering LTD PROJECT Roosevelt Middle School STATION AND OFFSET(ft): LOCATION 7560 Oak Avenue COUNTY: Cook SAMPLES TESTS CITY & STATE: SURFACE ELEVATION River Forest, Illinois 2.25 in. asphalt over 6.5 in. gravel FILL, silty sandy clay, black SILTY CLAY, trace sand & gravel, brown-gray, stiff to very stiff, (CL) Datum: GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. 6 NUMBER S-1 S-2 TYPE HA HA % RECOVERY MOISTURE, % HNu Units ppm Qu tsf Failure Type 1.5 DRY DENSITY PCF ORGANIC CONTENT, % 9 S-3 HA SAND, trace gravel, brown-gray to gray, loose, moist at 8.5 ft, (SP) 5 6 S-4 HA S-5 HA End Of Boring 7 S-6 HA 100 WATER LEVEL OBSERVATIONS WL WL WL Dry 2385 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) AGI COPY B TERRA 3 SCHOOLS ROOSEVELT MIDDLE SCHOOL 7560 OAK AVENUE RIVER FOREST.GPJ 2/19/13 STARTED DRILL CO. DRILLER ENG/GEOL Williams Pecka JG FINISHED DRILL RIG A'T DRILLER APPROVED C AM

17 UNIFIED SOIL CLAIFICATION SYSTEM Note: Dual symbols are used to indicate borderline soil classifications Geotechnical, Environmental & Materials Engineering

18 APPENDIX C Infiltration Test Results

19 AMC SEEPPTIIC DEEIIGN & PEERCOLLATIION TEETIING SEERVIICEE INFILTRATION TEST RESULTS DOUBLE-RING INFILTROMETER METHOD (with presoak) Date of Test: February 9, 2013 Location: Roosevelt Junior High School, 7560 Oak Avenue, River Forest, Illinois Client: AMC Project: Test Strata: standard 24 Precipitation: 1.0 ± in previous 72 hours Weather Conditions: 33 F, clear Test Hole #1 Test Hole #2 Test Hole #3 Test No. Min/in. K in/hr Test No Min/in. K in/hr Test No Min/in. K in/hr Steady Steady Steady Rate Rate Rate Design Design Design K K K Cm/sec x 10ˉ³ Cm/sec x 10ˉ³ Cm/sec x 10ˉ³ Illinois Indiana Wisconsin Michigan

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,